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HomeMy WebLinkAbout1430 E Edinger Ave-REV 1 - PlanScale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac A-001 TO M ' S J R Checker Author 9-03-2024 tom's2023 Ge n e r a l N o t e s & S p e c i f i c a t i o n s Mr . S p i r o s P o l i t i s 1. THE INTENT OF THESE DOCUMENTS (I.E. SPECIFICATIONS, DRAWINGS, SCHEDULES) IS TO INCLUDE ALL ITEMS NECESSARY FOR THE PROPER EXECUTION AND COMPLETION OF THE WORK BY THE CONTRACTOR. THESE DOCUMENTS ARE COMPLEMENTARY, AND WHAT IS REQUIRED BY ONE SHALL BE AS BINDING AS IF REQUIRED BY ALL; PERFORMANCE BY THE CONTRACTOR SHALL BE REQUIRED ONLY TO THE EXTENT CONSISTENT WITH THESE DOCUMENTS AND REASONABLY INFERABLE FROM THEM AS BEING NECESSARY TO PRODUCE THE INTENDED RESULTS. CONTRACTOR SHALL EXECUTE THE WORK IN AS EXPEDITIOUS A MANNER AS POSSIBLE. CONTRACTOR TO SUBMIT CONSTRUCTION SCHEDULE AT START OF PROJECT AND PROVIDE MONTHLY UPDATES OF PROGRESS AND SCHEDULE. APPROVAL OF A SUBSTITUTION BY THE ARCHITECT SHALL NOT BE CONSTRUED AS A CHECK FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE WORK AS EXPRESSED IN THE CONTRACT DOCUMENTS. THE OBLIGATION TO GUARANTEE DIMENSIONS AND QUANTITIES IS SOLELY THAT OF CONTRACTOR. ALL DRAWINGS/SPECIFICATIONS ARE ADDITIVE AND COMPLEMENT EACH OTHER WITH RELATED INFORMATION CONTRACTOR TO PROVIDE ALL TRADES/SUBCONTRACTORS ALL DRAWINGS AND SPECIFICATIONS AND VERIFY ANY DISCREPANCIES BEFORE PROCEEDING WITH CONSTRUCTION. CONTACT ARCHITECT IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. THE FOLLOWING NOTES PRE MINIMUM REQUIREMENTS IF A MORE STRINGENT SPECIFICATION OR CONDITION OCCURS ON THE CONSULTANT SET OF DRAWINGS THE MORE STRINGENT OF THE TWO WILL APPLY. UPON WRITTEN APPROVAL BY THE ARCHITECT. CONTRACTOR SHALL ADVISE ARCHITECT AND OWNER IN WRITING OF ANY RECOMMENDED CHANGES TO THE FOLLOWING NOTES AND SPECIFICATIONS AND SHALL SUBMIT WRITTEN CONFIRMATION TO ARCHITECT OF ANY CHANGES AND RECEIVE ARCHITECT'S WRITTEN APPROVAL PRIOR TO ORDERING OR INSTALLATION. THE ARCHITECT WILL IN NO WAY BE RESPONSIBLE FOR HOW THE WORK IS PERFORMED, SAFE IN, ON, OR ABOUT THE JOB SITE, MANNER AND METHODS OF PERFORMANCE OR TIMELINESS IN THE PERFORMANCE OF THE WORK. 2. "CONTRACTOR" REFERS TO BOTH THE GENERAL CONTRACTOR, HIS AGENTS AND SUBCONTRACTORS. "ARCHITECT" REFERS TO THE ARCHITECT OF RECORD OR HIS AGENT. CONSTRUCTION DOCUMENTS REFERS TO THESE GENERAL REQUIREMENT/NOTES, SPECIFICATIONS, DRAWINGS, INFORMATION/INSTRUCTIONS PROVIDED/ AVAILABLE TO BIDDERS, BID FORMS AND SUPPLEMENTS, ADDENDA, CONTRACT DOCUMENTS, CONTRACT FORMS, CONDITIONS OF THE CONTRACT, MODIFICATIONS, AND SUPPLEMENTAL INFORMATION AND WRITTEN DIRECTIVES PROVIDED BY THE ARCHITECT AND DESIGN TEAM/CONSULTANTS. 3. CONTRACTOR/SUBCONTRACTORS SHALL FURNISH AND INSTALL ALL ITEMS NECESSARY TO COMPLETE THE WORK IN ACCORDANCE WITH GOOD BUILDING PRACTICE AND INDUSTRY STANDARDS WHETHER SPECIFICALLY CALLED FOR OR NOT ON THE CONSTRUCTION DOCUMENTS. COMPLY WITH ALL ENVIRONMENTAL CONTROL REGULATIONS IN EFFECT. MANUFACTURER RECOMMENDATIONS ON ANY PRODUCT USED ON OR IN CONJUNCTION WITH THIS PROJECT SHALL BE STRICTLY FOLLOWED UNLESS THEY ARE IN CONTRADICTION WITH THE DRAWINGS AND SPECIFICATIONS. IF THIS OCCURS NOTIFY ARCHITECT IN WRITING IMMEDIATELY. THE 1987 EDITION OF THE AIA DOCUMENT A701 "INSTRUCTION TO BIDDERS" IS A PART OF THE CONSTRUCTION DOCUMENTS AND SHALL GOVERN THE BIDDING PROCESS. THE 1987 EDITION OF THE AIA DOCUMENT A201 "GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION" IS A PART OF THE CONSTRUCTION DOCUMENTS AND SHALL GOVERN THE WORK. 4. CONTRACTOR SHALL PROVIDE A JOBSITE FAX AND JOBSITE PHONE WHICH SHALL BE AVAILABLE FOR USE 24 HOURS EACH DAY. 5. ALL CONSTRUCTION AND DETAILS SHALL BE COMPLETED IN FULL COMPLIANCE WITH APPLICABLE FEDERAL, STATE AND LOCAL CODES AND REQUIREMENTS, INCLUDING CURRENT AMERICANS WITH DISABILITIES ACT (ADA), AND TITLE 24 ENERGY REQUIREMENTS. IT IS THE CONTRACTOR'S ULTIMATE RESPONSIBILITY TO CONSTRUCT THE PROJECT AS PER THESE CODES. 6. PRIOR TO FINALIZING CONTRACT PRICES, CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEWING AND COORDINATING ALL NOTES AND DRAWINGS TO INCLUDE ANY SUBCONTRACT REQUIREMENTS OR INFORMATION WHICH MAY NOT BE INDICATED ON SUBCONTRACTOR'S SHEETS OR NOTES, BUT WHICH ARE INDICATED ELSEWHERE IN THE CONSTRUCTION DOCUMENTS. 7. CONTRACTOR SHALL VERIFY ALL WORKS, DIMENSIONS AND DETAILS AND REPORT ANY DISCREPANCIES TO THE OWNER AND ARCHITECT PRIOR TO COMMENCING WORK. DURING CONSTRUCTION, THE OWNER AND ARCHITECT ARE TO BE ADVISED REGARDING ANY DISCREPANCIES IN MEASUREMENT, DIMENSION, LOCATION OR DETAILS PRIOR TO CONTRACTOR'S PROCEEDING WITH THAT PORTION OF THE WORK. 8. CONTRACTOR SHALL CONSULT REPRESENTATIVES OF LOCAL UTILITIES, INCLUDING GAS, WATER, POWER, SEWER, TELEPHONE AND TV WHERE APPLICABLE CONCERNING LOCATIONS AND AVAILABILITY OF UTILITIES PRIOR TO COMMENCING WORK OR CONNECTING UTILITIES, AND SHALL BE RESPONSIBLE FOR ANY DAMAGE TO EXISTING UTILITY LINES. 9. CONTRACTOR SHALL VERIFY ON SITE THE LOCATIONS, DEPTH AND ELEVATIONS OF ALL EXISTING UTILITIES AND SERVICES BEFORE PERFORMING ANY WORK. WORK SHALL INCLUDE ALL SITE WORK AND UTILITY HOOKUPS AS CONDITIONS REQUIRE. CONTRACTOR SHALL RECORD LOCATIONS AND ELEVATIONS OF ALL EXISTING AND NEW UTILITY LINES, MAINS, AND METERS ON SITE PLAN SEPIA AND DELIVER TO ARCHITECT ON COMPLETION OF CONSTRUCTION. 10. THESE CONSTRUCTION DOCUMENTS ARE BASED ON OBSERVATION AND DOCUMENTATION OF EXISTING CONDITIONS BY THE ARCHITECT, SURVEYOR, AND/OR FROM DOCUMENTS PROVIDED BY THE OWNER. THE ARCHITECT MAKES NO CLAIM TO THE ACCURACY OF SUCH OBSERVATION. SHOULD THE CONTRACTOR ENCOUNTER FIELD CONDITIONS WHICH VARY FROM THESE CONSTRUCTION DOCUMENTS AND WHICH EFFECT THE INTENT OF THESE DRAWINGS OR THE CONTRACT SUM, THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY. CONTRACTOR SHALL VISIT THE SITE AND VERIFY ALL CONDITIONS, DIMENSIONS AND ELEVATIONS AND REPORT ALL DISCREPANCIES TO THE ARCHITECT BEFORE THE COMMENCEMENT OR WORK. IF THE CONTRACTOR FAILS TO REPORT ANY SUCH DISCREPANCIES TO THE ARCHITECT THE COST OF ANY CORRECTIVE WORK WHICH RESULTS FROM THIS FAILURE SHALL BE PAID FOR BY THE CONTRACTOR AT NO COST TO THE OWNER AND/OR ARCHITECT. 11. WRITTEN DIMENSIONS SHALL PREVAIL OVER SCALED DIMENSIONS ON DRAWINGS. IN NO EVENT IS A DIMENSION TO BE SCALED OFF THE DRAWINGS WITHOUT PRIOR APPROVAL FROM ARCHITECT. CONTRACTOR/SUBCONTRATORS SHALL BE HELD RESPONSIBLE FOR HIS/THEIR WORK. ALL DIMENSIONS SHALL BE FIELD VERIFY WHERE POSSIBLE. ALL DIMENSIONS ARE TO FACE OF STUD/FACE OF CONCRETE WALL UNLESS OTHERWISE INDICATED. 12. DETAILS ARE INTENDED TO SHOW FINAL EFFECT OF PARTS OF CONSTRUCTION. MINOR MODIFICATIONS MAY BE REQUIRED TO SUIT PARTICULAR JOB SITE DIMENSIONS OR CONDITIONS AND SHALL BE INCLUDED WITHIN THE SCOPE OF THE WORK AND CONSTRUCTION CONTRACT. ANY MODIFICATIONS REQUIRED IN DETAILS ARE TO BE FIRST REVIEWED AND CONFIRMED WITH THE ARCHITECT PRIOR TO CONSTRUCTION. 13. CONTRACTOR SHALL KEEP PREMISES SECURE, CLEAN, AND HAZARD FREE. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING HIS EQUIPMENT, MATERIALS, AND WORK IN NEAT, CLEAN, ORDERLY, AND SAFE CONDITION AT ALL TIMES. 14. CONTRACTOR SHALL ERECT AND MAINTAIN TEMPORARY BARRICADES, WATERPROOFING, AND DUST-PROOF PARTITIONS AS NEEDED FOR PROTECTION AGAINST ACCIDENT, AND SHALL CONTINUOUSLY MAINTAIN ADEQUATE PROTECTION OF HIS WORK AND THE OWNER'S PROPERTY FROM DAMAGE OR LOSS ARISING IN CONNECTION WITH CONSTRUCTION. 15. TRADES SHALL FURNISH ALL LABOR, EQUIPMENT, MATERIALS AND SERVICES REQUIRED TO PERFORM ALL WORK NECESSARY, INDICATED, REASONABLE INFERRED, OR REQUIRED BY ANY CODE WITH JURISDICTION TO COMPLETE THEIR SCOPE OF WORK FOR A COMPLETED AND PROPERLY JOB USING ONLY NEW MATERIALS U.O.N. IN ACCORDANCE WITH THE BEST ACCEPTED STANDARDS OF WORKMANSHIP. ALL F.B.O. (FURNISHED BY OWNER) THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE ACCURACY OF THE BUILDING LINES, BUILDING AND SITE ELEVATIONS, AND LEVELS. THE CONTRACTOR SHALL COMPARE CAREFULLY THE LINES, ELEVATIONS, AND LEVELS SHOW ON THE DRAWINGS WITH EXISTING LEVELS, GRADES AND ELEVATIONS FOR THE LOCATION AND CONSTRUCTION OF THE WORK AND SHALL CALL THE ARCHITECT'S ATTENTION TO ANY DISCREPANCIES FOR BORE PROCEEDING WITH THE WORK. SHOP AND FIELD WORK SHALL BE PERFORMED BY MECHANICS, CRAFTSMEN, AND WORKERS SKILLED AND EXPERIENCED AND LICENSED IN THE FABRICATION AND INSTALLATION OF THE WORK INVOLVED. ALL WORK ON THIS PROJECT SHALL BE PERFORMED IN ACCORDANCE WITH THE BEST ACCEPTED PRACTICES AND STANDARDS OF THE VARIOUS TRADES INVOLVED AND IN ACCORDANCE WITH THE DRAWINGS, REVIEWED SHOP DRAWINGS, STANDARDS. RECOMMENDATIONS ESTABLISHED BY APPLICABLE TRADE ASSOCIATIONS, AND THESE SPECIFICATIONS. THE ARCHITECT RESERVES THE RIGHT TO REJECT ANY MATERIALS AND WORK QUALITY WHICH ARE NOT CONSIDERED TO BE UP TO THE HIGHEST STANDARDS OF THE VARIOUS TRADES INVOLVED. SUCH INFERIOR MATERIAL OR WORK QUALITY SHALL BE REPAIRED OR REPLACED, AS DIRECTED, AT NO ADDITIONAL COST TO THE OWNER. 16. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING IN GOOD CONDITION ANY PORTIONS OF THE SITE TO REMAIN AND SHALL REPLACE OR REPAIR AT HIS EXPENSE ANY PORTIONS DAMAGED AS A RESULT OF THE WORK, CONSTRUCTION PROCESS OR EXPOSURE TO WEATHER.PRIOR TO COMMENCING CONSTRUCTION, THE EXISTING SITE IS TO BE CLEARED OF ALL SURFACE AND SUBSURFACE CONCRETE AND DEBRIS THAT INTERFERES WITH THE STRUCTURE OR SITE WORK. PRESERVE AND PROTECT EXISTING VEGETATION WHICH IS TO REMAIN AS DIRECTED BY THE OWNER. DO NOT STACK ANY CONSTRUCTION MATERIALS WITHIN 10' OF EXISTING TREES. EXCAVATE AND ROUGH GRADE SITE TO ACHIEVE ELEVATIONS SHOWN. SHORE ALL EXCAVATIONS AS NECESSARY TO PREVENT COLLAPSE OR EROSION. MAINTAIN SAFE CONDITIONS DURING ENTIRE PERIOD THAT EXCAVATION IS OPEN, INCLUDING NON WORK HOURS. JOBSITE SAFETY IS SOLELY THE CONTRACTOR'S RESPONSIBILITY. SHORING DESIGN / SHORING / DEMOLITION IS THE CONTRACTOR'S RESPONSIBILITY AND SHALL BE ENGINEERED IF REQUIRED. 17. CONTRACTOR SHALL PROVIDE AND MAINTAIN TEMPORARY TOILET FACILITIES ON THE JOB SITE. 18. CONTRACTOR SHALL REVIEW ALL ITEMS NOTED "VERIFY OR CONFIRM WITH OWNER OR ARCHITECT" WHICH MIGHT AFFECT COSTS PRIOR TO FINALIZING CONSTRUCTION CONTRACT AND SUBCONTRACTS, AND SHALL CONFIRM FINAL DECISIONS REGARDING SELECTION, MATERIALS, COLOR FINISH OR OTHER SPECIFICATIONS NOT YET DECIDED REGARDING THESE ITEMS. CONTRACTOR SHALL INCLUDE THE COST OF THESE ITEMS WITHIN THE ORIGINAL CONTRACT PRICE. 19. UNLESS ITEMS ARE SPECIFICALLY ITEMIZED AS NOT INCLUDED IN CONTRACT (NIC), THEY WILL BE ASSUMED TO BE INCLUDED IN THE ESTIMATE OR CONTRACT PRICE. 20. ANY ALLOWANCE ITEMS SHALL BE SPECIFICALLY IDENTIFIED AS ALLOWANCES AND INCLUDED IN THE ESTIMATE OR CONTRACT PRICE. 21. PRODUCTS SPECIFIED OR INDICATED ON DRAWINGS ARE PRODUCTS DESIRED BY OWNER AND ARCHITECT AND SHALL BE UTILIZED UNLESS CONTRACTOR OBTAINS ARCHITECT'S AND OWNER'S ACCEPTANCE IN WRITING OF ANY SUBSTITUTIONS. 22. NO PRODUCT WILL BE CONSIDERED AFTER BID TIME, OTHER THAN THAT WHICH HAS BEEN SPECIFIED, WITHOUT ARCHITECT'S AND OWNER'S APPROVAL. CONTRACTOR CAN REQUEST A SUBSTITUTION IN WRITTEN FORM NO LATER THAN THIRTY (30) DAYS AFTER START OF CONSTRUCTION. THE LETTER SHALL GIVE THE REASONS AND JUSTIFICATIONS FOR THE REQUEST FOR SUBSTITUTION, INCLUDING ANY ADJUSTMENTS TO COST. SUBSTITUTIONS ARE SUBJECT TO ARCHITECT'S REVIEW. CONTRACTOR SHALL WARRANT THAT SUBSTITUTIONS ARE ACCEPTABLE BY GOVERNING AUTHORITIES. 23. THE GENERAL CONTRACTOR SHALL REIMBURSE ARCHITECT FOR LABOR AND OTHER COSTS INVOLVED IN PROVIDING, RESEARCH, ADDITIONAL DRAWINGS, DETAILS, OR ENGINEERING TO REVIEW SUBSTITUTIONS OR TO ADJUST THE DESIGN OR CONSTRUCTION DOCUMENTS DUE TO ERRORS, CHANGES, OR SUBSTITUTIONS MADE BY CONTRACTORS DURING CONSTRUCTION. SUCH REIMBURSEMENTS SHALL NOT BE INCLUDED IN THE PROJECT CONSTRUCTION COST AND SHALL BE PAID BY THE CONTRACTOR WITHOUT REIMBURSEMENT FROM THE OWNER. 24. SUBSTITUTIONS REQUESTED ON BASIS OF DELIVERY DATES THAT MAY CAUSE PROJECT'S COMPLETION DATE TO BE DELAYED, DUE TO CONTRACTOR'S TARDINESS IN NOT ORDERING THE SPECIFIED PRODUCT ON TIME, WILL NOT BE CONSIDERED. 25. CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER OF ANY EXTRA COSTS ARISING FROM THE EXECUTION OF HIS CONTRACT OR SUBCONTRACTS AND SHALL RECEIVE OWNER'S WRITTEN APPROVAL OF SAME PRIOR TO DOING THE WORK. THE OWNER MAY ORDER EXTRA WORK OR MAKE CHANGES BY ALTERING, ADDING TO, OR DEDUCTING FROM THE WORK. THE CONTRACT SUM SHALL BE ADJUSTED ACCORDINGLY. CHANGES OR ALTERATIONS, ETC. SHALL BE REVIEWED BY THE ARCHITECT PRIOR TO THE START OF THIS WORK. CHANGES NOT IN WRITING WILL NOT BE PAID/REIMBURSED. 26. CONTRACTOR SHALL BE RESPONSIBLE FOR SUPERVISING THAT ALL GENERAL AND SUBCONTRACT WORK IS BEING ACCOMPLISHED ACCORDING TO THE MOST CURRENT CONSTRUCTION DOCUMENTS, INCLUDING REVISIONS. 27. THE CONTRACTOR SHALL CARRY IN FORCE ALL NEEDED INSURANCE, LICENSES, FEES, PERMITS, TAXES AS REQUIRED BY LAW FOR THE DURATION OF THE PROJECT. THE CONTRACTOR SHALL MAINTAIN WORKMAN'S COMPENSATION, COMPREHENSIVE LIABILITY AND PERSONAL INJURY TO PROTECT HIMSELF AND HOLD THE OWNER AND THE ARCHITECT HARMLESS FROM ANY AND ALL CLAIMS FOR DAMAGES, FOR PERSONAL BODILY INJURY OR DEATH, OR PROPERTY DAMAGE, DURING THE COURSE OF THIS CONTRACT. THIRTY DAYS WRITTEN NOTICE OF CANCELLATION SHALL BE PROVIDED TO THE OWNER ON EACH OF THE ABOVE POLICIES. (FIRE INSURANCE SHALL BE MAINTAINED BY THE OWNER). $1,000,000 LIABILITY INSURANCE REQUIRED. ALL OF THE ABOVE POLICIES SHALL LIST CONTRACTOR IS PRIMARY TO ANY OTHER INSURANCE CARRIED BY OWNER AND ARCHITECT. UNLESS OTHER ARRANGEMENTS ARE MADE, OWNER SHALL PROVIDE ADEQUATE PROPERTY AND LIABILITY INSURANCE IN ADDITION TO CONTRACTOR'S INSURANCE TO COVER ALL NEW WORK. THIS INSURANCE SHALL INCLUDE THE INTERESTS OF THE OWNER AND CONTRACTOR IN THE WORK, BUT SHALL NOT RELIEVE CONTRACTOR OF HIS RESPONSIBILITIES UNDER THE CONTRACT OR AS ITEMIZED ABOVE. 28. CONTRACTOR SHALL NOT USE ANY POTENTIALLY HAZARDOUS MATERIALS OR PRODUCTS IN THE CONSTRUCTION, AND SHALL ADVISE OWNER OF ANY POTENTIALLY HAZARDOUS MATERIALS OR PRODUCTS RECOMMENDED, SELECTED OR SPECIFIED PRIOR TO PURCHASING OR INSTALLING. 29. CONTRACTOR SHALL PROVIDE PROPER VENTILATION, CLEARANCES AND FIRE PROTECTION FOR ALL NEW FIREPLACES, OVENS, HOT WATER HEATERS, FURNACES, VENTS AND FLUES AS REQUIRED BY THE DRAWINGS, SPECIFICATIONS AND CODE. 30. CONTRACTOR IS TOTALLY RESPONSIBLE FOR DELIVERING A WATERPROOF/WATERTIGHT PROJECT. ALL DETAILS AND CONDITIONS ON PLANS SHALL BE REVIEWED BY CONTRACTOR BEFORE CONSTRUCTION. ARCHITECT SHALL BE NOTIFIED OF ANY CONDITIONS THAT MAY PRESENT A WATERPROOFING PROBLEM. 31. ALL DEMOLITION SHALL BE DONE SAFELY AND IN A MANNER APPROPRIATE TO ANTICIPATE CONSTRUCTION. ALL DEMOLITION SHALL BE DONE IN A MANNER WHICH PROTECTS ADJOINING PROPERTY. DURING DEMOLITION NO MATERIALS SHALL BE STORED ON ANY FLOOR IN EXCESS OF THE ALLOWABLE LIVE LOAD FOR THAT FLOOR. DURING DEMOLITION ALL DEBRIS SHALL BE SUFFICIENTLY WET AT THE TIME OF HANDLING TO PREVENT DUST FROM ARISING. MATERIALS CLASSIFIED AS DEMOLITION SHALL BE REMOVED FROM THE SITE BY CONTRACTOR. REMOVE ALL EXISTING OBSOLETE ELECTRICAL, SECURITY, TELEPHONE EQUIPMENT AND WIRING. PROVIDE SHORING SYSTEM DURING DEMOLITION AND CONSTRUCTION AS REQUIRED TO PROTECT WORKMEN, MATERIALS, REMAINING BUILDINGS/IMPROVEMENTS, OTHER PROPERTIES, AND THE PUBLIC. 32. CONTRACTOR SHALL PROVIDE FOR ALL NECESSARY PERMITS AND INSPECTIONS OTHER THAN PLAN CHECK AND BUILDING PERMIT FEES WHICH ARE TO BE PROVIDED BY THE OWNER. SUBCONTRACTORS ARE TO PAY FOR SUBTRADE PERMITS IN THEIR CONTRACTS. 33. CONTRACTOR SHALL PROVIDE SUFFICIENT MEANS FOR PROTECTING EXISTING EXPOSED INTERIOR AND EXTERIOR FINISHES, NEW AND EXISTING CONSTRUCTION AND MATERIALS FROM DAMAGE BY OTHER TRADES, WEATHER, OR VANDALS FOR THE COURSE OF THE PROJECT. THE COST OF SAID PROTECTION SHALL BE INCLUDED IN THE BASE BID. SUBCONTRACTORS AND CONTRACTOR ARE TO ASSUME RESPONSIBILITY UNTIL OWNER TAKES POSSESSION OF PROPERTY. CONTRACTOR SHALL PROVIDE ALL BARRICADES, FENCES, AND OTHER ITEMS REQUIRED BY LOCAL ORDINANCES AND CODES. 34. PRODUCTS SHALL BE DELIVERED IN MANUFACTURER'S ORIGINAL CONTAINERS OR PACKAGING, WITH IDENTIFYING LABELS. IN THE EVENT OF DAMAGE, IMMEDIATELY MAKE REPAIRS/REPLACEMENTS AS NECESSARY TO THE APPROVAL OF THE ARCHITECT AND NO ADDITIONAL COST TO THE OWNER. STORE PRODUCTS IN ACCORDANCE TO THE MANUFACTURE'S INSTRUCTIONS, WITH SEALS AND LABELS INTACT AND LEGIBLE. PROTECT PRODUCTS FROM DAMAGE BY THE ELEMENTS, CONDENSATION, TEMPERATURE CHANGES, ETC. FABRICATED PRODUCTS SHALL BE STORED ABOVE THE GROUND. ARRANGE STORAGE TO PROVIDE EASY ACCESS FOR INSPECTION. DO NOT OVERLOAD BUILDING OR ANY PART OF THE WORK UNDER CONSTRUCTION, OR EXISTING STRUCTURES. CONTRACTOR IS RESPONSIBLE FOR PROTECTING THE WORK AND PROPERTY DURING RAIN AT NO ADDITIONAL COST TO THE OWNER. 35. DEPUTY INSPECTIONS ARE BY CODE THE RESPONSIBILITY OF THE OWNER. THE CONTRACTOR SHALL NOT EMPLOY DEPUTY INSPECTORS. INCLUDING BUT NOT LIMITED TO: FIELD W ELDING / HIGH STRENGTH BOLTING / CONCRETE IN EXCESS OF 2,500 P.S.I. / GRADE BEAMS / RETAINING WALLS. 36. CONTRACTOR SHALL PROVIDE THE OWNER WITH RECORD DRAWINGS INDICATING ALL ARCHITECTURAL, STRUCTURAL AND DIMENSIONAL CHANGES AND INDICATING THE LOCATION AND SIZE OF ALL UNDERGROUND CHANGES AND THE LOCATIONS OF ALL UNDERGROUND INSTALLATIONS NOT COVERED IN ORIGINAL DRAWINGS, CHANGE ORDERS, SUPPLEMENTAL DRAWINGS OR IN SHOP DRAWINGS. THE CONTRACTOR SHALL SUBMIT COMPLETED RECORD DRAWINGS TO THE ARCHITECT FOR HIS REVIEW. SUCH REVIEW SHALL NOT RELIEVE CONTRACTOR OF HIS RESPONSIBILITIES FOR THE ACCURACY OR COMPLETENESS OF THE INFORMATION RECORDED. 37. ALL WATERPROOFING SUBCONTRACTORS MUST BE FACTORY CERTIFIED/APPROVED APPLICATORS. 38. ALL WATERPROOFING SUBCONTRACTORS MUST PROVIDE WARRANTY IN WRITING FOR NO LESS THAN 10 YEARS. 39. ALL WATERPROOFING PERFORMED ON THE PROJECT MUST BE INSPECTED BY FACTORY AUTHORIZED REPRESENTATIVE/EMPLOYEE PRIOR TO BEING BACKFILLED OR COVERED. PROOF AND CERTIFICATION OF SUCH INSPECTION MUST BE PROVIDED TO THE GENERAL CONTRACTOR. B. SHOP DRAWINGS/ SAMPLES SEE DETAIL 7 SERIES FOR SHOP DRAWINGS REQUIREMENTS INCL S.E. PLANS C. SITEWORK, DEMOLITION, FOUNDATIONS, ETC. 1. PRIOR TO FORMING AND POURING CONCRETE, CONTRACTOR SHALL STAKE OUT ALL FOUNDATIONS AND PERIMETER WALL LINES AS SHOWN ON PLANS FOR ARCHITECT'S REVIEW, CONFIRM EXISTING AND NEW STRUCTURE AND PROPERTY LINE LOCATIONS AND ELEVATIONS, AND VERIFY PROPER SETBACKS AND CLEARANCES REQUIRED BY LOCAL CODES. 2. THERE SHALL BE NO TRENCHES OR EXCAVATIONS 5' OR MORE IN DEPTH INTO WHICH A PERSON IS REQUIRED TO DESCEND, OR OBTAIN NECESSARY PERMIT FROM THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY PRIOR TO ISSUANCE OF A BUILDING OR GRADING PERMIT. (HSC 17922.5, EFF. 3/6/76). FOLLOW ALL OSHA RULES AND GUIDELINES CALL DIGALERT. 3. CONTRACTOR SHALL NOTIFY ARCHITECT AND OWNER OF ANY UNSTABLE OR QUESTIONABLE SOIL OR GEOLOGICAL CONDITIONS ENCOUNTERED DURING EXCAVATION. 4. WHERE A SOILS AND/OR GEOLOGY REPORT AND/OR GRADING PRE-INSPECTION REPORT HAS BEEN MADE, THEY SHALL BE CONSIDERED A PART OF THE CONSTRUCTION DOCUMENTS, AND CONTRACTOR SHALL FOLLOW ANY RECOMMENDATIONS CONTAINED THEREIN. 5. CONTRACTOR SHALL PROVIDE BASEMENT AND CRAWL SPACE ACCESS AND VENTILATION TO ALL SUBFLOOR AREAS IN ACCORDANCE WITH LOCAL CODES AND CONFIRM FOUNDATION VENT LOCATIONS WITH ARCHITECT PRIOR TO POURING FOUNDATIONS. 6. WHERE INTERIOR CRAWL SPACE OR ROOM, PIT OR BASEMENT FLOOR SLABS ARE BELOW EXTERIOR FINISH GRADE, CONTRACTOR SHALL PROVIDE DRAINAGE AT FOOTING PERIMETER AND W.R GRACE BITUTHENE SYSTEM 4000 LARR #243864 OR EQUAL WATERPROOFING OF ALL EXTERIOR SURFACES OF FOUNDATION RETAINING WALLS. DRAINAGE SHALL CONSIST OF 4" DIAMETER PVC PERFORATED PIPE SET BELOW FLOOR LINE, SLOPED TO DRAIN, AND CONNECTED UNDERGROUND TO APPROVED STORM DRAINAGE SYSTEM OR STREET. PIPE SHALL BE SURROUNDED WITH 2 FEET OF 3/4" WASHED GRAVEL AND TOPPED WITH A FILTRATION FABRIC. DIRECTION OF HOLES IN PIPE SHOULD FACE DOWNWARD. PROTECT WALL WATERPROOFING WITH 1/2" RIGID MINERAL FIBER INSULATION BOARD AND BACKFILL WITH SAND AND GRAVEL OR AN APPROVED SUBSTITUTE SUCH AS MIRADRAIN. 7. ALL CONCRETE FLOOR SLABS SHALL BE POURED OVER 2" OF SAND OVER A CONTINUOUS 10 MIL WATERPROOF MEMBRANE (SEE SOILS REPORT) OVER 4" CRUSHED ROCK ON NATURAL OR COMPACTED SOIL. FOR SLABS SET BELOW EXTERIOR GRADES, THE CRUSHED ROCK BED SHALL BE DRAINED TO STORM DRAIN SYSTEM OR RELIEVED AT PERIMETER WITH A PERFORATED PIPE CONNECTED TO APPROVED STORM DRAIN SYSTEM OR STREET TO PREVENT SUBFLOOR SATURATION. 8. ANY LANDSCAPE OR PLANTER RETAINING WALLS AGAINST EARTH WHICH ARE SPECIFIED WITHOUT PERIMETER DRAIN SHALL BE PROVIDED WITH ADEQUATE WEEP HOLES SURROUNDED ON THE BACKSIDE BY A MINIMUM 6" OF GRAVEL BACKFILL AT BASE OF WALL, THE BACK OF THE WEEP HOLES SHALL BE COVERED WITH FILTER FABRIC. ALL ENCLOSED PLANTERS SHALL BE WATERPROOFED ON THE INSIDE AND SUPPLIED WITH BOTTOM DRAINS CONNECTED TO STORM DRAIN SYSTEM. 9. ALL CONCRETE SLABS TO BE REMOVED SHALL FIRST BE NEATLY SAWCUT WITH NO OVERCUTTING. 10. PATCHING OF CONCRETE SLABS SHALL BE PERFORMED SO AS TO LEAVE THE PATCH SURFACE LEVEL WITH AND MATCHING THE EXISTING ADJACENT SLAB. 11. CONTRACTOR SHALL PROVIDE POSITIVE DRAINAGE OF ALL FINISHED GRADE SURFACES, SIDEWALKS AND PATIOS AWAY FROM STRUCTURES AND VERIFY THAT ALL AREAS AFFECTED BY CONSTRUCTION ARE PROPERLY DRAINED, WITH NO PONDING. 12. CONTRACTOR SHALL REMOVE ALL EXCAVATED OR EXCESS SOIL, DEBRIS AND MATERIALS NOT REQUIRED BY CONSTRUCTION. CONFIRM ANY ITEMS TO REMAIN, OR TO BE SALVAGED WITH ARCHITECT AND OWNER PRIOR TO START OF CONSTRUCTION. D. FRAMING, ETC.. - REFER TO STRUCTURAL ENGINEER PLANS, SPECS PROVIDED ARE A GENERAL GUIDE 1. CONTRACTOR SHALL REMOVE AND REPLACE ALL TERMITE DAMAGED OR INFESTED WOOD IN ALL PORTIONS OF EXISTING STRUCTURE TO REMAIN. VERIFY WITH OWNER AND ARCHITECT IF QUESTIONABLE. 2. IN ADDITION TO ANY STRUCTURAL GRADE REQUIREMENTS, ALL EXPOSED WOOD BEAMS AND POSTS SHALL BE SELECTED FOR BEST APPEARANCE GRADE, WITH A MINIMUM OF KNOTS, CRACKS AND CHECKS. 3. CONTRACTOR SHALL PROVIDE ACCESS TO ALL ATTIC AREAS AND PLUMBING AS REQUIRED BY CODE AND SHALL CONFIRM ACCESS LOCATIONS WITH ARCHITECT PRIOR TO FRAMING. 4. CONTRACTOR SHALL PROVIDE SCREENED THROUGH-WALL VENTILATION TO ENCLOSED GARAGE AREAS IF REQUIRED BY CODE AND SHALL CONFIRM VENT LOCATIONS WITH ARCHITECT PRIOR TO FRAMING. 5. CONTRACTOR SHALL COORDINATE FRAMING WITH PROPOSED LOCATIONS OF ELECTRICAL, MECHANICAL AND PLUMBING WORK SO AS TO AVOID CHANGES IN FRAMING WHICH MIGHT CONFLICT WITH PROPOSED EQUIPMENT, FIXTURE OR DIFFUSER LOCATIONS. 6. PROVIDE FRAMED OPENINGS FOR MEDICINE CABINETS DURING ROUGH FRAMING, CONFIRMING SIZE, LOCATION AND HEIGHTS OF OPENINGS WITH ARCHITECT PRIOR TO CONSTRUCTION. 7. PROVIDE SOLID BLOCKING AT ALL CURBS, CANT STRIPS, LIGHTS, TRIM, GYPSUM BOARD AND PLASTER ACCESSORIES, SHEET METAL FLASHING, RAILINGS AND ANY OTHER ITEM/MATERIAL/ACCESSORY ATTACHED TO THE WALLS/FRAMING/STRUCTURE. 8. ALL EXPOSED WOOD BEAMS, DECKING OR OTHER MEMBER INSTALLED PRIOR TO ENCLOSING THE BUILDING ENVELOPE AND COMPLETING ROOFING MEMBRANE SHALL BE PROTECTED DURING CONSTRUCTION AGAINST MOISTURE, STAINING AND OTHER DAMAGE BY PROTECTING WITH WEATHERPROOF PLASTIC WRAPPERS AND ADDITIONAL PROTECTIVE MEASURES AS MAY BE REQUIRED. 9. ALL ROOF BEAMS AND SUPPORTING POSTS SHALL BE ANCHORED TO PROVIDE RESISTANCE AGAINST UPLIFT. POSTS SHALL BE ANCHORED TO THE FOOTINGS OR UNDER-FLOOR CONSTRUCTION. ALL ANCHORAGE SHALL BE NOT LESS THAN 1/2" BOLTS OR 1/2" LAG SCREWS. 10. CONTRACTOR AND FRAMING SUBCONTRACTOR TO USE ALL CONSTRUCTION DOCUMENTS (INCLUDING BUT NOT LIMITED TO ARCHITECTURAL, STRUCTURAL, ELECTRICAL, AND MECHANICAL DRAWINGS) TO FRAME PROJECT. 11. ALL HEAD-OUTS ARE THE RESPONSIBILITY OF THE CONTRACTOR INCL DROP CEILINGS FOR MECH DUCTWORK DESIGN-BLD. 12. CONTRACTOR SHALL COORDINATE RECESSED LIGHTS AND SUPPLY/RETURN AIR VENTS WITH ROUGH FRAMING. SEE ELECTRICAL AND MECHANICAL DRAWINGS. BRING ALL CONFLICTS TO ARCHITECT'S ATTENTION BEFORE FRAMING IS IN PLACE. 13. REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR LOCATION OF OPENINGS AND/OR SUPPORTS FOR THEIR RESPECTIVE ITEMS. REFER TO ARCHITECTURAL DRAWINGS FOR SIZES OF ALL OPENINGS. NOTIFY ARCHITECT PRIOR TO CONSTRUCTION OF ANY INTERFERENCE OR INCOMPATIBILITY. 14. FRAMING LUMBER SHALL BE DOUGLASS FIR # 2 OR BETTER AND GRADE MARKED A PER WCLB SPECIFICATION UNLESS OTHERWISE SPECIFIED IN DRAWINGS. 15%MAXIMUM MOISTURE CONTENT FOR ANY LUMBER ON SITE 15. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 7% FOR ALL MEMBERS FOLLOW 2002 CBC SERIES REQUIREMENTS. CONTRACTOR SHALL ANTICIPATE NORMAL SHRINKAGE OF WOOD FRAMING AND PREVENT DAMAGE TO FINISHES, PLUMBING, ETC. 16. PROVIDE WASHERS UNDER HEADS AND NUTS OF BOLTS AND LAG SCREWS BEARING ON WOOD. 17. BOLT HOLES TO BE NOMINAL DIAMETER OF BOLTS PLUS 1/16" UNLESS OTHERWISE NOTED. SEE S.E. PLANS. 18. SPACE STUDS AT 16" ON CENTER UNLESS OTHERWISE NOTED. STUDS SHALL BE INSTALLED FULL LENGTH WITH NO SPLICES PERMITTED. STUDS SHALL BE CUT ACCURATELY TO LENGTH TO REST ACCURATELY AND TO BEAR ON SILL. SEE FLOOR PLAN NOTES FOR STUD SIZES. 19. AT ALL CORNERS PROVIDE NOT LESS THAN 3 STUDS, LOCATED SO AS TO PROVIDE SURFACES FOR ATTACHMENT OF ALL INTERIOR AND EXTERIOR FACINGS. 20. FOR FRAMING AROUND DOOR OPENINGS INSTALL TWO STUDS AT EACH JAMB CONTINUOUS FROM FLOOR TO STRUCTURE. TIE STUDS ADJACENT TO FRAMES SECURELY TO JAMB ANCHORS IN FRAMES. STIFFEN JACK STUDS OVER OPENINGS WITH BRIDGING LOCATED APPROXIMATELY 6" ABOVE FRAME AND EXTENDING APPROXIMATELY 36" BEYOND JAMB ON EACH SIDE. 21. BRIDGING SHALL BE PLACED IN STUD WEB OPENINGS AND SECURELY TIED IN PLACE. 22. WOOD MEMBERS IN CONTACT WITH CONCRETE/MASONRY SHALL BE PRESSURE TREATED LUMBER. 23. ALL NAILS SHALL BE COMMON, UNLESS NOTED OTHERWISE, USING GALVANIZED AT EXTERIOR LOCATIONS. 24. ALL PLYWOOD SHALL BE MANUFACTURED UNDER PROVISIONS OF A.P.A. PRP-108, AND U.S. PRODUCT STANDARD PS I-83. ALL PLYWOOD SHALL BE GROUP NO. 1 UNLESS NOTED OTHERWISE. SEE STRUCTURAL SPECS. FOR PLYWOOD. 25. PROVIDE 1X6 DIAGONAL LET-IN BRACES AT EACH WALL AND AT 20' MAX INTERVALS WITH 2-8D NAILS PER STUD. NOT REQUIRED WHERE PLYWOOD SHEATHING IS USED. 26. ROUGH FRAMING HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. 27. STUDDING: MINIMUM STUD WALL SIZE 2"X6" @ 16" O/C UNLESS OTHERWISE NOTED. SEE FLOOR PLANS FOR SIZES 28. FIRESTOPPING: FIREBLOCK WALLS AND FUR WALLS SO THAT NO SPACE EXCEEDS 10' IN HEIGHT OR LENGTH BOTH VERTICALLY AND HORIZONTALLY. FIREBLOCK AT DOOR POCKETS. PROVIDE FIREBLOCKS AT DROPPED CEILINGS, SOFFITS, AND CEILING COVES/COFFERS. PROVIDE FIRE BLOCKS BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF STAIR FLIGHT. PROVIDE CONTINUOUS FIREBLOCKS AT STAGGERED STUD WALLS. PROVIDE APPROVED FIRESTOPPING AROUND PENETRATIONS AT FIRE BLOCKS FOR PIPES, VENTS, DUCTS, FIREPLACES, FLUES, ETC.. PROVIDE FIRE BLOCK AT ATTIC SPACES AND CHIMNEY CHASES FOR PREFABRICATED CHIMNEYS. 29. FIREBLOCK SHALL BE CONTINUOUS AT STAGGERED STUD WALLS. SEE STRUCTURAL PLANS & 2022 CBC & 2022 CFC 30. DRAFT STOPS: PROVIDE DRAFT STOPS BELOW AND ABOVE ALL FLOOR-CEILING ASSEMBLIES AT EACH 1,000 S.F. MAX., EQUALLY DIVIDED OR PER LOCAL CODE. 31. ALL WOOD TOP PLATES SHALL BE DOUBLED AND LAP SPLICED AT 4'-0" MIN. UNLESS NOTED OTHERWISE. REFER TO STRUCTURAL PLAMS. 32. ALL CARPENTRY SHALL PRODUCE JOINTS TRUE, TIGHT AND WELL NAILED PER S.E.. ON ALL FRAMING MEMBERS TO RECEIVE A FINISH, ALIGN FRAMING TO VARY NOT MORE THAN 1/8" IN EACH 8'-0". SHIMMING IS NOT ACCEPTABLE. 33. ALL WALLS SHALL BE BOLTED TO FOUNDATION AS PER STRUCTURAL DRAWINGS AND SPECIFICATIONS AND PER CODE. MINIMUM SILL PLATE 3"X4" (PRESSURE TREATED IF IN CONTACT WITH CONCRETE). 34. FLOOR JOISTS SHALL BE DOUBLED UNDER PARTITIONS RUNNING PARALLEL TO THE JOISTS. PROVIDE SOLID BLOCKING UNDER ALL PERPENDICULAR PARTITIONS. 35. HOLES BORED IN FRAMING MEMBERS SHALL BE APPROVED BY STRUCTURAL ENGINEER IN WRITTING BY CONTRACTOR. 36. WHERE PLYWOOD SHEATHING IS SPECIFIED, PROVIDE 1/8" GAP BETWEEN PANEL EDGES. VERIFY WITH STRUCTURAL ENGINEER. FRAMING MEMBERS WITH WANE SHALL NOT BE USED IN SHEAR WALL FRAMING, OR SUPPORTING PLYWOOD, GYPSUM BOARD, OR ARCHITECTURAL SPECIALTIES/FINISHES. ON OTHER WALLS WANE SHALL NOT EXCEED 5% ON AGGREGATE OF FRAMING MEMBERS IN A WALL OR CEILING.OF BEARING THROUGH TO FOUNDATION. 38. GLUE-LAM TIMBER - REFER TO STRUCTURAL ENGINEER PLANS AND TRUSS ENGINEERING COMPANY ROOF, ROOF FLASHING & DRAINAGE 1. ALL ROOFS TO BE MIN. CLASS A, 15 YEAR BONDABLE, MEETING CODE REQUIREMENTS. PROVIDE THE OWNER WITH CUT SHEET & SPECIFICATIONS FOR ROOFING SEE DRAWINGS. ENERGY/ INSULATION; CALIFORNIA STATE DESIGN STANDARDS 1. ALL NEW AND EXISTING EXTERIOR WALL THAT ARE OPENED DURING THE COURSE OF CONSTRUCTION SHALL BE INSULATED WITH BLANKET TYPE MINERAL OR GLASS FIBER INSULATION CONFORMING TO 2022 CBC & 2022 CMC REFER TO T-24 FOR REQUIREMENTS. 2. INSULATION THICKNESS AND THERMAL RESISTANCE SHALL CONFORM TO TITLE 24 REGULATIONS FOR CLIMATE ZONE OF JOB SITE. CONFIRM INSULATION TYPE AND THICKNESS WITH OWNER AND ARCHITECT PRIOR TO FINALIZING GENERAL CONSTRUCTION CONTRACT. DOOR, WINDOWS 1. ALL DOORS AND WINDOWS DESIGN AND MANUFACTURER TO BE APPROVED BY CLIENT. INSTALL, TEST AND WATERPROOF PER MANUFACTURER RECOMMENDATIONS. 2. PRIOR TO INSTALLATION, ALL PAINTED WOOD DOOR AND WINDOW FRAMES SHALL BE PRIMED WITH AN APPROVED PRIMER COMPATIBLE WITH FINISH PAINT SPECIFICATIONS, INCLUDING BACK SIDES OF FRAMES, FRAME BUCKS AND END GRAIN CUTS. STAINED WOOD FRAMES SHALL BE BACK-PRIMED SO AS NOT TO SHOW IN FINISH. 3. GLASS DOORS, ADJACENT GLASS PANELS WITHIN 24" OF DOORS, AND ALL GLAZED OPENINGS WITHIN 18" OF THE ADJACENT FLOOR OR LANDING SHALL BE OF GLASS APPROVED FOR IMPACT HAZARD. SECURITY NOTES PROVIDE CLIENT & ARCHITECT WITH SHOP DRAWINGS FOR REVIEW. ALL OPERABLE WINDOWS SHALL BE PROVIDED WITH SUBSTANTIAL LOCKING DEVICES. FINISHES, CABINETRY, RAILING, ETC. 1. WELDING AT GUARDRAILS (IF REQUIRED) SHALL BE DONE BY WELDERS CERTIFIED BY THE LOCAL BUILDING DEPARTMENT. 2 EXTERIOR AND INTERIOR WALL INSULATION SHALL BE INCOMBUSTIBLE. CONTRACTOR SHALL PROVIDE ACCESS PANELS AS REQUIRED BY THE PLUMBING, HVAC, AND OTHER INSTALLATIONS, AND AS REQUIRED BY 2022 CBC CODE. 3 PROVIDE SEISMIC RESTRAINTS FOR MECHANICAL EQUIPMENT AS REQUIRED BY 2022 CBC CODE DRYWALL/INTERIOR PLASTER: UNLESS NOTED OTHERWISE, ALL PLASTER AND DRYWALL MATERIALS AND INSTALLATION SHALL BE TYPE "X" & ACCORDING TO CURRENT U.S. GYPSUM HANDBOOK SPECIFICATIONS AND APPLICABLE CODE REQUIREMENTS. USE WATERPROOF DRYWALL IN ALL BATHROOMS, KITCHENS, JANITOR'S CLOSETS AND WET AREAS. CERAMIC TILE/ STONE: ALL CERAMIC, MARBLE, GRANITE, SLATE OR OTHER TILE W ORK SHALL BE ACCORDING TO CURRENT STANDARDS AND SPECIFICATIONS OF THE TILE COUNCIL OF AMERICA AND CERAMIC TILE INSTITUTE. COORDINATE WITH INTERIOR DESIGNER. PAINTING: 1. CONTRACTOR SHALL INCLUDE WITHIN THE SCOPE OF HIS WORK PREPARATION , PRIMING AND FINISHING PAINTING OF EXTERIOR WALLS AFFECTED BY ADDITIONS AND REMODELING AND INTERIOR WALLS AND CEILINGS, INCLUDING DOORS, SASH AND TRIM WORK. CONFIRM ANY EXPOSED BEAMS, DECKING, CABINETS OR WOOD TO BE STAINED AND/OR CLEAR-SEALED PRIOR TO ORDERING. SEE EXTERIOR ELEVATIONS FOR COLORS. COORDINATE WITH INTERIOR DESIGNER FOR ALL INTERIOR FINISHES & PAINTING. UTILITIES, PLUMBING, DRAINAGE, ETC.: 1. GENERAL CONTRACTOR SHALL CONFIRM ARRANGEMENTS FOR ANY TEMPORARY POWER AND TELEPHONE SERVICE WITH OWNER. 2. EXCEPT AS PROVIDED BY ARCHITECT IN THE CONSTRUCTION DOCUMENTS, CONTRACTOR SHALL DESIGN, PREPARE NECESSARY PLANS, HAVE PLANS CHECKED AND OBTAIN BUILDING PERMITS FOR ALL PLUMBING SYSTEMS AND EQUIPMENT. 3. CONTRACTOR SHALL REROUTE ANY EXISTING UTILITY LINES, CONDUITS OR EQUIPMENT IN CONFLICT WITH NEW CONSTRUCTION. COORDINATE WITH CLIENT. MECHANICAL, SHEET METAL: 1. ALL SHEET METAL WORK SHALL BE IN ACCORDANCE WITH LOCAL STANDARDS, 2022 CMC AND LOCAL BUILDING CODES. 2. CONTRACTOR SHALL PROVIDE AIR CONDITIONING, GAS-FIRED FURNACES AND/OR FORCED AIR HEATING SYSTEM AS INDICATED ON PLANS. EQUIPMENT, DUCTS, AND REGISTERS SHALL BE SIZED AND INSTALLED TO PROVIDE ADEQUATE AIR TEMPERATURE, VOLUME, DISTRIBUTION AND CIRCULATION AT MINIMUM NOISE LEVELS. SYSTEM EQUIPMENT AND LAYOUT SHALL BE CONFIRMED WITH OWNER. FOLLOW ALL 2022 CMC & 2022 CPC & 2022 CEC 3. EXCEPT AS PROVIDED BY ARCHITECT OR MEP CONSULTANT IN THE CONSTRUCTION DOCUMENTS, CONTRACTOR SHALL DESIGN, PREPARE NECESSARY PLANS, PROVIDE SIZING OF ALL HVAC EQUIPMENT AND CALCULATIONS, HAVE PLANS CHECKED AND OBTAIN BUILDING PERMITS FOR THE HVAC SYSTEM. ELECTRICAL NOTES: SEE T-24 ENERGY SECTION FOR ADDITIONAL INFORMATION REGARDING THERMOSTATS, INSULATION, ETC. 1. CONTRACTOR SHALL OBTAIN A SIGNED PLAN FROM THE POWER COMPANY WHICH APPROVES SIZES, LOCATIONS, AND SPECIFIC CLEARANCES OF MAIN SERVICE AND PANEL, ANY TRANSFORMERS, U.G. LINES, NEW POLES, OVERHEAD LINES, AND ANY OTHER RELATED ELECTRICAL INFORMATION OVER WHICH THE POWER COMPANY HAS AUTHORITY. 2. EXCEPT AS PROVIDED BY ARCHITECT IN THE CONSTRUCTION DOCUMENTS, CONTRACTOR SHALL DESIGN, PREPARE NECESSARY PLANS, SCHEDULES, AND CALCULATIONS, HAVE PLANS CHECKED AND OBTAIN BUILDING PERMITS FOR ALL ELECTRICAL SYSTEMS AND EQUIPMENT. ENERGY/INSULATION NOTES: ALL OPENINGS SHALL COMPLY WITH STATE CODE TITLE 24 ENERGY STANDARDS. FIXED WINDOWS SHALL BE SEALED TO LIMIT AIR LEAKAGE. ALL EXTERIOR DOORS AND WINDOWS SHALL LIMIT AIR LEAKAGE AROUND PERIMETER WHEN IN A CLOSED POSITION. INSULATION IN ALL NEW WALLS TO BE PER T24, IN NEW ROOFS TO BE R30 BATT INSULATION, AND R19 BATT INSULATION IN NEW FLOORS. SOUND CONTROL: PROVIDE MAT SPECS FOR ARCH & CLIENT REVIEW. 1. FILL JOIST/STUD SPACE WITH MINERAL FIBER INSULATION OF A MINIMUM R VALUE OF 13. GENERAL CODE ENFORCEMENT NOTES 1. STRUCTURAL OBSERVATION SHALL BE REQUIRED BY THE STRUCTURAL ENGINEER OF RECORD FOR STRUCTURAL CONFORMANCE TO THE APPROVED PLANS. A SPECIAL INSPECTION IS REQUIRED FOR THE TYPES OF WORK SPECIFIED BELOW. REFER TO STRUCTURAL ENGINEER PLANS FOR ADDITIONAL ITEMS. -CONCRETE, WELDING, H.S. BOLT, PILING, DRILLED PIERS, AND CAISSONS, REINFORCED STEEL + WWF -PLYWOOD DIAFRAMS INCLUDING CHORDS, COLLECTORS, HOLDOWNS TERMITE PROTECTION: FOLOR ALL LOCAL BUILDING STANDARDS INL 2022 CBC SERIES. IN GEOGRAPHICAL AREAS WHERE HAZARD OF TERMITE DAMAGE IS KNOWN TO BE VERY HEAVY, WOOD FLOOR FRAMING SHALL BE OF NATURALLY DURABLE SPECIES (TERMITE RESISTANT) OR PRESERVATIVE TREATED IN ACCORDANCE WITH AWPA U1 FOR THE SPECIES, PRODUCT PRESERVATIVE AND END USE OR PROVIDED WITH APPROVED METHODS OF TERMITE PROTECTION. SITE PROTECTION: CONTRACTOR TO PROVIDE PROTECTION TARP OVER RESIDENCE WHEN THERE IS ANY CHANCE OF RAIN, TO PROTECT SURFACES. NEW FLOORS TO BE COVERED AND PROTECTED DURING CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR REPLACING DAMAGED EXISTING ITEMS OR SURFACES AT NO ADDITIONAL COST TO OWNER. FOOTINGS & BASEMENTS: CONTRACTOR IS TO VERIFY EXISTENCE OF HIGH LEVELS OF SULFUR OR ALKALINITY IN SOIL. IF SUCH CONDITIONS EXIST, USE TYPE V CONCRETE IN ALL APPLICATIONS WHERE CONCRETE IS ON TOP OF , NEXT TO, OR SURROUNDED BY SOIL. ALL FOOTINGS, STEM-WALLS, AND RETAINING WALLS TO RECEIVE WATERPROOFING. FOOTINGS AND RETAINING WALL TO BE WATERPROOFING WITH ROLL-ON BITUTHENE. STEM WALLS TO BE WATERPROOFED WITH PROCOR TO TOP OF STEM WALL. BASEMENT WALL TO BE WATERPROOFED WITH BITHUENE W.R. GRACE 3000 WITH HYDRO DUCT 2 OR APPROVED EQUAL. FOOTINGS AT BASEMENTS TO BE COMPLETELY WATERPROOFED INCLUDING UNDER-FOOTING AREA. CONCRETE SHALL BE FINISHED IN A MANNER SUITABLE TO RECEIVE WATERPROOFING; STRICTLY FOLLOW RECOMMENDATIONS OF MEMBRANE MANUFACTURER FOR SURFACE PREPARATION AND USE OF PRODUCTS. FOR PROJECTS WITH A SUBMERGED BASEMENT, NEAR OCEAN CONDITIONS, OR UNDER A LAGGING SITUATION, TREMCO PARASEAL SW IS TO BE USED, CONSISTING OF A LAYER OF SOCCOSHIELD/EPRO SHIELD AND TWO LAYERS OF PARASEAL SALT WATER MEMBRANES. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. CONTRACTOR SHALL COORDINATE WITH WATERPROOFING CONSULTANT, SUBMIT SHOP DRAWINGS & SUBMITTALS TO ARCHITECT. CONCRETE UNDER SLAB WATERPROOFING REFER TO STRUCTURAL ENGINEER, SOILS REPORT PLANS FOR WATERPROOFING. CONTRACTOR SHALL COORDINATE WITH WATERPROOFING CONSULTANT, SUBMIT SHOP DRAWINGS & SUBMITTALS TO ARCHITECT. SHEET METAL: IF CONTRACTOR PLANS TO SUBSTITUTE NOTIFY ARCHITECT. FOLLOW ALL 2022 CBC SERIES & LOCAL STANDARDS. PROVIDE MAT SPECS, SHOP DRAWINGS & INSTALLATION INSTRUCTIONS FOR ARCH & CLIENT REVIEW. SHEET METAL/FLASHING SHALL INCLUDE BUT NOT BE LIMITED TO THE FOLLOWING ITEMS: WINDOW/DOOR SILL PANS WITH HEMMED EDGES AT ALL EXT. WINDOWS/DOOR - SOLDER ALL CORNERS/INTERSECTIONS. WINDOW/DOOR HEAD 16 OZ. ETCHED COPPER FLASHING WITH 8" RETURNS AT SIDES. DOOR PANS 16 OZ. LEAD COATED COPPER CORNER, FULLY SOLDERED WITH 8" RETURNS. DRIP SCREED 20 OZ. LEAD COATED COPPER, HEMMED EDGE. ROOF FLASHING 20 OZ. COPPER. COPPER STEP FLASHING WHERE APPLICABLE. VALLEY FLASHING 20 OZ. COPPER. Z BAR 20 OZ. COPPER, 3" MIN. NAILING FLANGE. FAN VENT BATH 20 OZ. COPPER. ROOF EDGE 20 OZ. COPPER, HEMMED EDGE, WITH CONTINUOUS CLEAT (IF APPLICABLE). ROOF TRANSITION 20 OZ. COPPER. EXTEND 12" MIN. ON EACH ROOF. GUTTERS/DOWNSPOUTS 20 OZ. COPPER GUTTER 5" HALF ROUND WITH 3" 16 OZ. COPPER DOWNSPOUT. FINISH TO DUPLICATE BLACKENED COPPER. MANUFACTURER'S RECOMMENDATIONS AND BUILDINGS CODE. FIREPLACE SADDLES 20 OZ. COPPER. WEEP SCREED VINYL, 3" MINIMUM NAILING FLANGE. CHIMNEY CAP 16 OZ. COPPER ROOF DRAIN FLASHING 30" SQUARE MIN. 4 LB. LEAD SET IN ROOF CEMENT. PRIME TOP SURFACE BEFORE STRIPPING. ROOF VENTS ½ ROUNDS, 16 OZ. COPPER EXPANSION JOINT 16 OZ. COPPER. INTERLOCKING SLIDING FLASHING. UNDERFLOOR ACCESS DOOR 20 OZ. COPPER WITH 6" FLANGE PAINTED TO MATCH STUCCO PLASTER CONTROL JOINT BY "KEENE CO." PLASTER EXP. JOINT BY BY "KEENE CO.", ¼" WIDE. DRYWALL EDGE TRIM SET058-000 BY SUPERIOR METAL TRIM. PLASTER CONTROL JOINT BY KEENE CO.1. PLASTER CASING BEAD BY "KEENE CO.", ¼" WIDE. SOFT METAL FLASHING CONFORMING TO NRCA RECOMMENDATIONS. DISSIMILAR MATERIAL SHALL NOT BE PUT IN CONTACT. INSTALL ONE LAYER OF BUILDING PAPER BETWEEN SHEET METAL AND SUBSTRATE. SILL PANS: TO BE METAL AS SPECIFIED, WITH SOLDERED CORNERS, AND INSTALLED OVER VYCOR ICE AND WATER SHIELD. TO BE USED AT ALL WINDOW AND DOORSILLS UNLESS NOTED OTHERWISE. NO PENETRATIONS AT HORIZONTAL SURFACE OF PAN, MINIMIZE ANY PENETRATIONS REQUIRED THROUGH VERTICAL SURFACE OF PAN, AND APPLY SEALANT. SILL PAN SHIM: TO BE CONTINUOUS ABOVE ROUGH SILL TO PROVIDE A SOLID SUBSTRATE FOR SILL PAN TO SLOPE TO EXTERIOR. DRIP HEAD FLASHING: PROVIDE DRIP HEAD FLASHING AT ALL WINDOW HEADS. VYCOR ICE AND WATER SHIELD: MANUFACTURED BY W.R. GRACE CO. OTHER PRODUCTS BY GRACE OR OTHERS WILL NOT BE ACCEPTED AS SUBSTITUTES UNLESS NOTED OTHERWISE. VYCOR INSTALLATION: FOLLOW ALL MANUFACTURERS' RECOMMENDATIONS, INCLUDING USE OF PROPRIETARY PRIMER. LAPPING OF VYCOR, SILL PANS, BUILDING PAPER, ETC. UPPER SURFACE IS TO LAP OVER LOWER SURFACE TO PROMOTE DRAINAGE ON OUTERMOST LAYER OF PROTECTIVE MEMBRANES/FLASHING. WEATHERSTRIPPING: ALL WINDOWS AND DOORS ARE TO HAVE FULL WEATHERSTRIPPING. GENERAL: CONTRACTOR IS RESPONSIBLE FOR VERIFYING THAT ALL FLASHING PAPER, VYCOR, AND OTHER PRODUCTS ARE PROPERLY INSTALLED PER MANUFACTURER'S RECOMMENDATIONS AND BUILDINGS CODE INCL. TESTINGS FOR WATER. PROVIDE MAT SPECS FOR ARCH & CLIENT REVIEW. GRACE FLASHING ICBO#3997. GRACE "ICE AND WATER SHIELD" BY W.R. GRACE CO. ALL INSET OPENINGS TO BE WRAPPED AT HEAD, JAMB+SILL - CREATE SILL PAN. PROVIDE 2 LAYERS OF MATERIAL AT CUTS, LAP SIDE FLASHING OVER SILLS FLASHING UNDER ALL EXTERIOR STONE VENEER W/ 3" OVERLAP @ CEMENT PLASTER SYSTEM. PROVIDE MAT SPECS FOR ARCH & CLIENT REVIEW. SHOWER WATERPROOFING MATERIAL: PER CONTRACTOR. PROVIDE WARRANTY TO CLIENT PROVIDE MAT SPECS FOR ARCH & CLIENT REVIEW. GUTTERS AND DOWN SPOUTS. 6" HALF-ROUND SINGLE BEAD GUTTER - G.I W/ S.S. SUPPORTS @ 36 O.C. 3" DIAMETER DOWNSPOUT - G.I. GUTTERS TO BE APPROVED BY CLIENT & ARCH AS ALTERNATE PROVIDE MAT SPECS FOR ARCH & CLIENT REVIEW. EXTERIOR PLASTER. MATERIAL INTEGRAL COLOR, SMOOTH STEEL-TROWEL STUCCO FINISH. SMOOTH FINISH CEMENT PLASTER SYSTEM PER EXTERIOR ELEVATIONS: 3 COAT, 7/8" MIN. CEMENT PLASTER OVER EXPANDED METAL LATH. SEE EXTERIOR ELEVATIONS SHEETS FOR FINISH. VERIFY ALL COLORS AND WITH CLIENT. PROVIDE WARRANTY TO CLIENT. PROVIDE MAT SPECS FOR ARCH & CLIENT REVIEW. GYP. BOARD. STANDARD SMOOTH 5/8" TYPE "X" FIRE RATED GYP. BD. SCREW ATTACHMENTS GYPSUM WALL BOARD SYSTEM SHALL CONFORM TO THE APPROVED LOCAL BUILDING CODE. FINISH SHALL BE AS DEFINED BY THE GYPSUM ASSOCIATION. INSTALL GYPSUM BOARD OVER RESILIENT CHANNELS AT ALL CEILINGS WITH LIVING SPACE ABOVE. CORNER BEAD: SHARP 90 DEGREES CORNERS THROUGHOUT. W/ ROLLED EDGE TO RESEMBLE A PLASTER CORNER. EXTERIOR PAINTING. PRIME ALL SIDES OF FINISH WOOD. PRIME ENDS OF ALL CUT MATERIALS. COORDINATE WITH CLIENT ALL PAINTING. PROVIDE WARRANTY TO CLIENT PROVIDE MAT SPECS FOR ARCH & CLIENT REVIEW. CONCRETE EXTERIOR: MOISTURE BARRIER: EXTERIOR SLABS SHALL BE POURED OVER ONE 2"-LAYER OF COMPACTED SAND, OVER 10 MIL. VISQUEEN, OVER ONE 2"-LAYER OF COMPACTED SAND. SEE STRUCTURAL FOR CONCRETE SLAB SPECIFICATIONS. PROVIDE MAT SPECS FOR ARCH & CLIENT REVIEW. CONCRETE BLOCK: SEE STRUCTURAL FOR CONCRETE SLAB SPECIFICATIONS. RAILINGS AND HANDRAILS: RAILINGS MUST BE INSTALLED AND WATERPROOFED PRIOR TO STUCCO SCRATCH COAT OR OTHER WALL COVERINGS SUCH AS WOOD SIDING, . SEE RAIL SPECIFICATIONS ON DRAWINGS FOR DETAILS. SUBMIT SPECS / CUT SHEETS TO ARCHITECT. PLYWOOD: ALL PLYWOOD SHALL BE PER STRUCTURAL DRAWINGS & SPECS. CABINETRY: CONTRACTOR SHALL COORDINATE WITH CLIENT & INTERIOR DESIGNER FOR ALL CABINETRY. PROVIDE MAT SPECS INCLUDING INTERIOR DRAWINGS, SPECS AND COLOR SAMPLES FOR ARCH & CLIENT REVIEW. ROOF UNDERLAYMENT: CONTRACTOR SHALL SET UP A MEETING ON-SITE FOR ROOFING SUB-CONSULTANT & WATERPROOFING CONTRACTOR INCL MANUFACTURER TO VERIFY ALL EXISTING ON-SITE ROOF CONDITIONS; ROOF CANTS, METAL FLASHINGS AND WATERPROOFING CONDITIONS. NOTIFY ARCHITECT & CLIENT OF MEETING. PROVIDE MAT SPECS FOR ARCH & CLIENT REVIEW. GENERAL ROOFING SPECS (PENDING MEETING & DETERMINATION ON-SITE): INSTALLATION SHALL COMPLY WITH CODE REQUIREMENTS, AND WITH ALL STANDARDS, RECOMMENDATIONS AND REQUIREMENTS OF N.R.C.A. ALL ROOFING INSTALLATIONS SHALL INCLUDE UNDERLAYMENT. ROLL MEMBRANE DOWN AT VERTICAL SURFACES AT EDGES OF ROOF A MIN. OF 3" CONTRACTOR SHALL SET UP A MEETING ON-SITE FOR DECKS/BALCONIES SUB-CONSULTANT & WATERPROOFING CONTRACTOR TO VERIFY EXISTING ON-SITE DECKS, SLABS AND PLANTERS CONDITIONS; METAL FLASHINGS AND WATERPROOFING CONDITIONS. NOTIFY ARCHITECT & CLIENT OF MEETING. PROVIDE MAT SPECS FOR ARCH & CLIENT REVIEW. GENERAL DECK SPECS (PENDING MEETING & DETERMINATION ON-SITE): PROVIDE MAT SPECS FOR ARCH & CLIENT REVIEW. DECK WATERPROOFING: DEX-O-TEX ENDURO-KOTE AND ENDURO-FLEX KOTE DECK & ROOF COVERING SYSTEM RESEARCH REPORT RR 24842 - OR - ELASTO-DECK B.T. BY PACIFIC POYMERS (714)-898-0025 PROVIDE MANUFACTURER RECOMMENDED PENETRATION FLASHING AND VENTING. PROVIDE L METAL FLASHING AT PERIMETER AND WALL/VERTICAL SURFACE TRANSITION. EXTERIOR FINISH UNDERLAYMENT: PROVIDE ARCHITECT WITH SPECS AND MANUAL FOR WATERPROOFING FOR REVIEW CONTRACTOR SHALL FOLLOW ALL LOCAL BUILDING CODES & ALL LOCAL STANDARDS INCLUDING THE 2022 CBC "SERIES". IF THERE IS A DISCREPANCY BETWEEN GENERAL NOTES / PLANS / INFORMATION AS SHOWN ON PLANS AND THE LOCAL BUILDING CODES & STANDARDS INCL. 2022 CBC, THE MOST STRINGENT (LOCAL BUILDING CODES & STANDARDS AND 2022 CBC REGULATIONS) SHALL APPLY. THE CONTRACTOR SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES, ALL CONSTRUCTION SHALL FOLLOW INSPECTIONS AS REGULATED BY THE LOCAL GOVERNING INSPECTIONS AND REGULATIONS. "CONTRACTOR SHALL HIRE, COORDINATE AND CONSULT WITH ROOFING & FLASHING SUB/MANUFACTURER, DOOR & WINDOW MANUF, WATER PROOFING CONSULTANT & SHALL PROVIDE BUILDING ENVELOPE BUILDING PAPER ON ALL INSTALLATIONS. NOTE: WATERPROOFING TECHNIQUES & SYSTEMS TO BE INSTALLED SHALL BE PER WATERPROOFING CONSULTANT & MATERIAL MANUFACTURER SPECIFICATIONS. CONTRACTOR SHALL SET ON-SITE MEETINGS WITH "THE CONTRACTOR SUBS/MANUFACTURERS INCLUDING CLIENT & ARCHITECT" TO GO OVER THE INSTALLATIONS AND PROCEDURES AS SPECIFIED BY MANUFACTURERS OF ALL SYSTEMS TO BE USED IN CONSTRUCTION. CONTRACTOR SHALL PROVIDE WARRANTY TO CLIENT OF SYSTEMS. SUBMIT ALL SHOP DRAWINGS AND MAT SPECS FOR CLIENT & ARCH REVIEW. NO EXCEPTIONS. IF CONTRACTOR REQUESTS SUBSTITUTIONS THEY MUST BE SUBMITTED TO CLIENT & ARCHITECT REVIEW & APPROVAL IN WRITTING PRIOR TO ORDERING AND INSTALLATION." IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY FOR ACCURACY OF SHOP DRAWINGS. NOTE: SUBMITTALS REVIEWED BY ARCHITECT ARE ONLY GENERAL & FOR CONFORMITY WITH DESIGN CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THE INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. CORRECTIONS AND/OR COMMENTS MADE AS PART OF THIS SUBMITTAL REVIEW DO NOT RELIEVE CONTRACTOR OF RESPONSIBILITY FROM CONFORMANCE WITH THE CONTRACT DOCUMENTS, APPLICABLE CODES, AND LAWS - ALL OF WHICH HAVE PRIORITY OVER THIS SUBMITTAL. THE DESIGN PROFESSIONAL DOES NOT WARRANT OR REPRESENT THAT THE INFORMATION WITHIN THE SUBMITTAL IS EITHER ACCURATE OR COMPLETE. SOLE RESPONSIBILITY FOR CORRECT DESIGN, DETAILS, AND DIMENSIONS SHALL REMAIN WITH THE PARTY PROVIDING THE SUBMITTAL. CONTRACTOR IS RESPONSIBLE FOR ALL DIMENSIONS, QUANTITIES, AND PERFORMANCE REQUIREMENTS TO BE CONFIRMED AND CORRELATED AT THE JOB SITE; FOR ALL INFORMATION THAT PERTAINS SOLELY TO THE FABRICATION PROCESSES OR TO TECHNIQUES OF CONSTRUCTION; FOR ALL COORDINATION OF THE WORK OF ALL TRADES; FOR ASSURING CONSISTENCY WITH THE CONTRACT DOCUMENTS; AND FOR PERFORMING THE WORK IN A SAFE AND SATISFACTORY MANNER. CONTRACTOR SHALL COORDINATE WITH CLIENT'S OWNERS REPRESENTATIVE ALL OTHER KITCHEN OR RESTAURANT EQUIPMENTS INCLUDING OTHER SPEACIAL CONSULTANTS & SUBS AS NEEDED TO COMPLETE THE CLIENTS "WORK" SUBMIT ALL SHOP DRAWINGS AND SPECIFICATIONS FOR ARCHITECT INCLUDING OTHER DESIGN PROFESSIONALS & CLIENT REVIEW. NOTE: THE ABOVE INFORMATION "SPECS AND GENERAL NOTES" ARE PROVIDED AS A GUIDE FOR CONTRACTOR'S REVIEW & INFORMATION. CONTRACTOR SHALL NOTIFY THE CLIENT & CLIENT'S REPRESENTATIVE INCLUDING THE ARCHITECT IF ANY OF THE ABOVE INFORMATION OR INFORMATION IN THE SET OF CONSTRUCTION DOCUMENTS / PLANS CONTAINS ANY INACURACIES OR IF ANY INFORMATION DOES NOT APPLY TO THE PROJECT. No. Description Date 1430 E Edinger Ave 3/27/2025 FD FD FD E EDINGER AVE S G R A N D A V E PROPERTY LINE SEE SURVEY PR O P E R T Y L I N E S E E S U R V E Y PR O P E R T Y L I N E S E E S U R V E Y 1 4 2 ' PROPERTY LINE SEE SURVEY 140' 2' - 0" 16' - 0"23' - 0" 16' - 0" 2' - 6" 9' - 5" 21 ' - 0 " DE D I C A T I O N Ir r e v o c a b l e 8' - 0 " 12' - 0" 10' - 0"10' - 0" 20 ' - 0 " (E ) D R I V E W A Y 24 ' - 0 " (E) DRIVEWAY 23' - 6" PROPOSED LANDSCAPE PR O P O S E D LA N D S C A P E THE EXISTING POLE SIGN IS NON-CONFORMING AND IS TO BE DEMOLISHED. REFER TO SEPARATE DEFERRED SIGN SUBMITTAL PACKAGE FOR ALL NEW PROJECT SIGNS. ENTRY 84.85 FS KITCHEN BACK OF HOUSE DINING ENTRY DRIVE -THRU TRASH ENCLOSURE 19 ' - 4 " 23 ' - 0 " 26 ' - 6 " DRIVE -THRU SIGNAGE UNDER SEPARATE DEFFERED PERMIT DRIVE -THRU SIGNAGE "Enter from EDINGER" PARKING 1 PARKING 2 PARKING 3 PARKING 4 PARKING 5PARKING 10 PARKING 9 PARKING 8 PARKING 7 PARKING 6 TOTAL PARKING 21 STALLS NOTE: 20 STALLS REQUIRED BY CODE EXISTING DRIVEWAY BU I L D I N G S E T B A C K 30 ' - 0 " PICK UP WINDOW ORDER / MENU BOARD PROPOSED LANDSCAPE DRIVE -THRU 10' x 25' LOADING AREA OU T D O O R D I N I N G N PROPOSED LANDSCAPE GREASE INTERCEPTOR SEE CIVIL PLANS 4' - 0" PRE MENU BOARD SIDE YARD SETBACK 67' - 5" RE A R Y A R D S E T B A C K 68 ' - 1 0 " 10' - 0" 73 ' - 0 " 25 ' - 0 " 8' - 0 " 115' - 0"25' - 0"10' - 0" S EW ACCESSIBLE PATH OF TRAVEL FROM PUBLIC RIGHT OF WAY. SEE LANDSCAPE FOR SPECIAL PAVING. DEDICATION Irrevocable 10' - 0" 25 ' - 0 " 10' - 0" 35' - 4 1 / 2 " 24' - 0" 19' - 0" 10 ' - 0 " 17.5' 33.5' 29' 35.5' 10.5' C L E AR 15'32' 12' CLE A R 10 ' - 0 " 10' - 0" 10 ' - 0 " 12' DRIV E W A Y 80' ORDER MENU STACKING 80 ' O R D E R P I C K U P S T A C K I N G 16' x 40' STAGING AREA 40 ' - 0 " 16' - 0" PARKING 11 PARKING 12PARKING 13 PARKING 14 PARKING 15 PARKING 16 PARKING 17PARKING 18 PARKING 19 PARKING 20 PARKING 21 18 ' - 6 " PR O P O S E D L A N D S C A P E - C A R O V E R H A N G ANY PROPOSED DEFERRED SUBMITTAL SIGNAGE SHALL BE KEPT CLEAR OF 15'X15' AREA AS SHOWN. 15' - 0" 15 ' - 0 " ANY PROPOSED DEFERRED SUBMITTAL SIGNAGE SHALL BE KEPT CLEAR OF 15'X15' AREA AS SHOWN. 15' - 0" 15 ' - 0 " 15 ' - 0 " 5' - 6 " 4 BIKE PARK SPACES 17 ' - 2 " 16' - 0" 8' - 6 " 8' - 6 " 8' - 6 " 8' - 6 " 8' - 6 " 8' - 6 " 4' - 0" AC C E S S I B L E W A L K W A Y ACCE S S I B L E W A L K W A Y 9' - 3"8' - 6" 8' - 6" 8' - 6" 8' - 6" 8' - 6" 8' - 6" 8' - 6" 8' - 6" 8' - 6" 8' - 6" 40 ' - 5 " 5' - 0 " 1' - 3 " 8' - 6 " 8' - 6 " 8' - 6 " 8' - 6 " 8' - 0 " 9' - 0 " 24' - 7 1/2" PROPOSED LANDSCAPE - CAR OVERHANG PROPOSED LANDSCAPE - CAR OVERHANG PR O P O S E D L A N D S C A P E - C A R O V E R H A N G ACCESSIBLE ROUTE PER 2022 CBC SITE PLAN LEGEND 10' x 25' LOADING AREA 16' x 40' STAGING AREA DRIVE-THRU CIRCULATION 25'X25' RIGHT OF WAY IRREVOCABLE OFFER OF DEDICATION CORNER FOR THE CITY OF SANTA ANA FOR "FUTURE STREET PURPOSES” WITH 2.5' HEIGHT LIMIT FOR STRUCTURES AND OTHER VISUAL OBSTRUCTIONS SEE CIVIL PLANS AND LANDSCAPE PLANS PROPOSED REMOVAL OF THE EXISTING CURB RAMP WITH A 30-FOOT RADIUS RETURN, AND REPLACEMENT WITH THE CONSTRUCTION OF A NEW CURB RAMP WITH 25-FOOT RADIUS RETURN AT THE CORNER OF EDINGER AND GRAND AVENUES. SEE CIVIL ENGINEER PLANS. 6X5 BIN TRASH 2CY 6X5 BIN ORG 2CY 6X5 BIN RECYC 2CY CMU BLOCK WALL "SPLIT FACE" TRASH ENCLOSURE WITH SOLID MTL ROOF PR O P E R T Y L I N E 1 1 7 ' EX I S T I N G P R O P E R T Y L I N E EXISTING PROPERTY LINE PROPERTY LINE 115'FUTURE PROPERTY LINE 10 ' - 0 " 10' - 6" 10' - 0" 646 S.F. GROSS BUILDING DEMO AREA 6" HIGH CONCRETE CURB DINING ENTRY RESTAURANT GROSS 2,450 S.F. WALK UP WINDOW 34" A.F.F. DRIVE -THRU SIGNAGE UNDER SEPARATE DEFFERED PERMIT PROPOSED NEW TOM'S JR MONUMENT SIGN. ALL SIGNS SHALL BE DEFFERED SUBMITTALS ACCESSIBLE PATH OF TRAVEL FROM PUBLIC RIGHT OF WAY. SEE LANDSCAPE FOR SPECIAL PAVING. A-016 2 66" WIDE CONGREGATION 48 " W I D E C O N G R E G A T I O N ELEC BIO FILTRATION PLANTER SEE CIVIL PLANS FF=84.87 PROP ERT Y LINE 3 5 .37 ' EX I S T I N G DR I V E W A Y EA S E M E N T SE E C I V I L EXIT ENTER ENTER EXIT DRIVE-THRU ENTER DRIVE-THRU ENTER SIGN 0' - 1 0 " 0' - 4 " All driveway and staging areas must be able to sustain a minimum gross weight of 60,000 lbs. per vehicle. WQMP NOTE: “This site will be designed and constructed in accordance with the California Regional Water Quality Control Board Santa Ana Region Order No. R8-2009-0030 discharge requirements (MS4 Permit).” Refer to Civil Engineer for WQMP BUILDING SETBACK 22' - 0" OPEN AIR DINING 195 S.F. = 8% & LESS THAN 25% OF GROSS FLOOR AREA 11 7 ' - 0 " 22' - 7 " 22'-7" - 12' DRIVEWAY = 10'-7" CLEAR (E) DRIVEWAY 20' - 0" 21' - 0" EXISTING STREET CURB EXISTING CURB CUT SEE SURVEY Sign S e t bac k 4' - 0 " SIGNS #1,#2 & #3: NO LEFT TURN ON S GRAND AVE. PROPOSED SIGNAGE 14' - 9"15 ' - 1 1 " A B C D TAKE OUT & PICK-UP TAKE OUT & PICK-UP TAKE OUT & PICK-UP TAKE OUT & PICK-UP PROPOSED SIGNAGE UNDER SEPARATE PERMIT 10’-0” RIGHT-OF-WAY IRREVOCABLE OFFER OF DEDICATION FOR FUTURE STREET PURPOSES TO THE CITY OF SANTA ANA, ALONG THE PROPERTY FRONTAGE ON GRAND AVENUE AND AN 8’-0” RIGHT-OF-WAY IRREVOCABLE OFFER OF DEDICATION ALONG THE PROPERTY FRONTAGE ON EDINGER AVENUE FOR THE CITY OF SANTA ANA FOR "FUTURE STREET PURPOSES”. PROPOSED LIGHT POLE SEE ELECTRICAL PLANS PROPOSED LIGHT POLE SEE ELECTRICAL PLANS PROPOSED LIGHT POLE SEE ELECTRICAL PLANS PROPOSED LIGHT POLE SEE ELECTRICAL PLANS A-024 1 1' - 8 " 3 A-024 TYP. 0" Curb 0" Curb 5 A-024 0" Curb 0" Curb FLUSH TACTILE WARNING 84.57 FS SEE CIVIL PLANS FLUSH TACTILE WARNING 84.37 FL SEE CIVIL PLANS 2% DIRECTIONAL SIGNAGE SIGN TO ACCESSIBLE ROUTE Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CE TIHCRA T T F INR I O CALF A2-28-2025 Darian Radac 1" = 10'-0" A-000 TO M ' S J R Checker Author 12-16-2024 tom's2023 Si t e P l a n & C o v e r S h e e t Mr . S p i r o s P o l i t i s TOM'S JR - RESTAURANT SANTA ANA 1430 E EDINGER AVE, SANTA ANA, CA 92705 • 2022 CALIFORNIA BUILDING CODE (CBC) • 2022 CALIFORNIA FIRE CODE (CFC) • 2022 CALIFORNIA ELECTRICAL CODE (CEC) • 2022 CALIFORNIA PLUMBING CODE (CPC) • 2022 CLAIFORNIA MECHANICAL CODE (CMC) • 2022 CALIFORNIA ENERGY CODE • 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE (ENERGY STANDARDS) • Santa Ana Municipal Code (SAMC) CODE COMPLIANCE CONSULTANT LIST PROJECT INFORMATION APN: 403-011-006 ZONING: LIGHT INDUSTRIAL (M1). (LOT > 22,366.16 SQ.FEET 0.51 ACRES) OCCUPANCY: A2 OCCUPANCY MAX. OCCUPANT LOAD: 64 OCCUPANTS GENERAL PLAN DESIGNATION: GENERAL COMMERCIAL (GC) ZONING DISTRICT: LIGHT INDUSTRIAL (M1) # OF STORIES: 1 STORIES FRONT SETBACK: 24'-8" (EXISTING TO REMAIN) SIDE YARD SETBACKS: 25'-8" (EXISTING TO REMAIN) REAR YARD SETBACK: 68'-10" (EXISTING TO REMAIN) LOT SQUARE FOOTAGE: 22,366.16 S.F. BUILDING CONSTRUCTION TYPE: TYPE V-B FIRE SPRINKLERS: NONE NOT REQUIRED FIRE DEPARTMENT APPROVAL OCFA SR# 548005 7-9-2024 (NO FIRE SPRINKLER) BLDG. HT.: 19'-0" SEE EXTERIOR ELEVATIONS OWNER / TENANT:SPIROS POLITIS EMAIL: SPIROS@TOMSJR.COM 1430 E EDINGER AVE, SANTA ANA, CA 92705 TEL: 562-355-5322 ARCHITECT:NOVUM ARCHITECTURE DARIAN RADAC ARCHITECT 116 S. CATALINA AVE STE. 122 REDONDO BEACH, CA, 90277 TEL: 310-709-4476 CIVIL ENGINEER:MFKESSLER 1 VENTURE STE 130, IRVINE, CA 92618 TEL: 877-635-3775 LANDSCAPE ARC :STUDIO PAD, INC 23195 LA CADENA DR., STE. 103 / LAGUNA HILLS / CA 92653 TEL: 949-770-8530 SURVEYOR:T&M SURVEYING 531 E. TRENTON AVE. ORANGE CA TEL: 714-912-4042 DRIVE-THRU TJW ENGINEERING INC TRAFFIC & QUEUE: 9841 IRVINE CTR DRIVE, IRVINE CA TEL:949-879-3509 SITE LIGHTING:CENTURY ENGINEERS, INC 6970 ARAGON CIR. SUITE 5 BUENA PARK CA TEL: 323-847-2668 PROJECT SITE VICINITY MAP 1. PROPOSED EXTERIOR & INTERIOR RENOVATION TO EXISTING 3,075 S.F. RESTAURANT. PARTIAL DEMO 646 S.F. OF AREA RESULTING INTO PROPOSED 2,450 S.F. RESTAURANT. 2. INCLUDES NEW EXTERIOR LANDSCAPE, NEW TRASH ENCLOSURE, NEW PARKING STRIPING SITE WORK, NEW DRIVE-THRU, NEW ROOF MOUNTED EQUIPMENT WITH SCREENING, NEW AWNINGS, NEW (4) PARKING LOT LIGHTING POLES & EXTERIOR FACADE IMPROVEMENTS. 3. EXISTING FREESTANDING POLE SIGN TO BE DEMOLOSHED. 4. PROPOSED RENOVATION TO INCLUDE NEW TOM'S JR SIGNAGE AND LOGO UNDER DEFERRED SUBMITTAL *NO ALCOHOL SALES ON PREMISES. 1" = 10'-0"1 Site Plan SCOPE OF WORK CITY OF SANTA ANA CODE STANDARD TABULATION PROPOSED BUILDING AREA = 2,450 GROSS S.F. 2,450 S.F. @ 8/1000 = 20 PARKING STALLS REQUIRED. REFER TO SITE PLAN A-0.0 : 21 PARKING STALLS PROVIDED PARKING TABULATION DIVISION 3. - COMMERCIAL AND OFFICE STANDARDS Sec. 41-1340. - Retail stores and service uses. The minimum off-street parking requirements for retail and service uses not otherwise specified in this division are as follows: five (5) spaces for each one thousand (1,000) square feet of gross floor area. (Ord. No. NS-2091, § 1, 11-19-90) Sec. 41-1341. - Restaurants, cafes, etc. (a)The minimum off-street parking requirements for restaurants, cafes and other eating establishments are as follows: eight (8) spaces for each one thousand (1,000) square feet of gross floor area and open-air dining area except that an open-air dining area no greater than twenty-five (25) per cent of the gross floor area of the restaurant, or one thousand (1,000) square feet, whichever is smaller, is exempt from a parking requirement.(b)Each drive-through eating establishment shall have vehicular stacking lanes of at least eighty (80) feet from the center of the pick-up window or pay window, whichever is closer to the menu board; and eighty (80) feet from the order point or menu board to the beginning of the drive- through lane. Such stacking lanes shall be located so that they do not serve as entries to parking spaces. (Ord. No. NS-2091, § 1, 11-19-90; Ord. No. NS-2340, § 12, 12-15-97; Ord. No. NS-2923, § 13, 9-16-17 ; Ord. No. NS-2987 , § 8, 4-21-20) NOTE: OUTDOOR DINING "OPEN AIR" IS NOT CALCULATED TOWARDS PARKING. SEPARATE LOADING PARKING SPACE IS PROVIDED LOT COVERAGE 2,474 S.F. TOTAL ROOF AREA + 756 S.F. TOTAL AWNING AREA = 3,230 S.F. LOT SQUARE FOOTAGE: 22,366.16 S.F. 3,230 / 22,366.16 = 14% LOT COVERAGE LEGAL DESCRIPTION LEGAL DESCRIPTION PARCEL 1 OF PARCEL MAP P.M.B. 22/41 IN THE CITY OF SANTA ANA, COUNTY OF ORANGE, STATE OF CALIFORNIA AS RECORDED IN THE COUNTY OF ORANGE RECORDERS OFFICE LIGHT INDUSTRIAL M1 ZONING DISTRICT TABULATION PERMITTED USES: (K) EATING ESTABLISHMENTS NOT SPECIFIED IN SECTION 41-472.5 SEC. 41-472.5. - USES SUBJECT TO A CONDITIONAL USE PERMIT IN THE M1 DISTRICT. (F) EATING ESTABLISHMENTS PERMITTED IN SECTION 41-472 WHICH OPERATE BETWEEN 12:00 AND 5:00 A.M. AND WHICH ARE WITHIN ONE HUNDRED FIFTY (150) FEET OF A RESIDENTIAL USE. (G) EATING ESTABLISHMENTS WITH DRIVE-THROUGH WINDOW SERVICE. Civil Engineering Sheet List Sheet Number Sheet Name C-001 Precise Grading Plan C-002 Quantities Sections Details ITEM CODE STANDARD PROPOSED Proposed Uses(s)Eating Establishment with Drive Through and After Hours Operation Eating Establishment with Drive Through and After Hours Operation Allowed USES M1 District (g) Eating establishments with drive-through window service (Subject to CUP) Eating establishment (RESTAURANT) with drive- through window service. YARD WIDTH @ E Eddinger Ave 10'-0" MIN. Building Height Allowed 35'Proposed 19'-0" Proposed 10'-0" YARD WIDTH @ Grand Ave 10'-0" MIN.Proposed 10'-0" YARD Area REQ: @ E Eddinger Ave Required YARD Area 10' by Frontage 127.5' = Approximately 2,550 s.f. required Proposed YARD Area = 2,618 s.f. with proposed Landscape Provided = 797 s.f. YARD Area REQ: @ Grand Ave Parking 8 spaces/1,000 square fee of floor area Open-air dining over 25% of gross floor area: 1 space/1,000 square feet (20 required) Proposed Parking = 21 Stalls Note: OPEN AIR DINING 195 S.F. = 8% & LESS THAN 25% OF GROSS FLOOR AREA. no parking provided for open-air dining Drive-Thru Requirement 80 feet from center of pick up window or pay window to menu board + 80 feet from order point to beginning of drive through Landscaping Tree Requirement 115' @ Eddinger = (4) Trees Provided 117' @ Eddinger = (4) Trees Provided Note: Refer to landscape plans for tabulation we exceed the (5) Gal shrub requirements Provided 80 feet from center of pick up window or pay window to menu board + 80 feet from order point to beginning of drive through (1) 24-inch box canopy tree for every 25 linear feet of front yard (7) (6) five-gallon size shrubs for every 25 linear feet of front yard (42) Required Landscape Area 20 by Frontage 129.5' = Approximately 2,590 s.f. required Proposed YARD Area = 2,767 s.f. with proposed Landscape Provided = 1,033 s.f. FI R S T C I T Y - P E R M I T S U B M I S S I O N - 6 - 4 - 2 0 2 4 PROJECT GROSS AREA TABULATION TOTAL PROPOSED RESTAURANT BUILDING AREA 2,450 S.F. EXISTING FIRST FLOOR RESTAURANT BUILDING AREA 3,075 S.F. PROPOSED DEMOLITION 646 S.F. PROPOSED ADDITION "ENTRY ARTICULATION"21 S.F. City Approval Stamp Area Architectural Sheet List Sheet Number Sheet Name A-000 Site Plan & Cover Sheet A-001 General Notes & Specifications A-002 Survey A-003 Accessible Codes & Standards A-004 Accessible Codes & Standards A-005 Project Specifications A-006 FMP - Site Plan A-007 Proposed Landscape Calculation A-008 Existing / Demolition Floor Plan A-009 Proposed Floor Plan A-010 Roof Plan A-011 Equipment Plan & Schedule A-011.1 Interior Kitchen Elevations A-012 Detail Restroom Floor Plans A-013 Elevations A-014 Elevations A-015 Building Sections Architectural Sheet List Sheet Number Sheet Name A-016 Mechanical Screen & Trash Enclosure A-017 Door & Window Schedules A-018 First Floor Reflected Ceiling Plan A-019 Architectural Details A-020 Architectural Details A-021 Architectural Details A-022 Architectural Details A-023 Architectural Details A-024 Accessible Details A-025 3D Views A-026 3D Views A-027 3D Views A-028 3D Views A-029 3D Views A-030 3D Views A-031 Color & Material Board Cont, PROPOSED AWNING AREAS (SEE ROOF PLAN)756 S.F. C-000 Topographic Map C-003 Underground Utilities Plan C-004 Precise Grading Plan C-005 Precise Grading Plan C-006 Erosion Sediment Plan Structural Sheet List S0.1 General Notes Requirements S0.2 General Notes Requirements S0.3 Typical Details S0.4 Foundation Plan S0.5 Roof Framing Plan S0.6 Foundation Details S0.7 Structural Details S0.8 Structural Details Title 24 Sheet List T-001 Title 24 Sheet 1 T-002 Title 24 Sheet 2 T-003 Title 24 Sheet 3 Electrical Sheet List E-101 General Notes and Index E-102 Symbols & Abreviation E-103 Single Line Diagram E-104 Luminaire Schedulle E-105 Panel Schedules E-106 Interior Lighting Title 24 E-107 Outdoor Lighting Title 24 E-108 Electrical Site Plan E-109 Site Lighting Photometric E-110 Lighting Plan E-111 Emergency Photometric Calcs E-112 Power Plan E-113 Electrical Roof Plan E-114-118 Electrical Details (5 total sheets) M-200 Mechanical Notes and Index List Mechanical Sheet List M-201 General Notes and Symbols M-202 Schedule M-203 Mechanical Floor Plan M-204 Mechanical Roof Plan M-205 Hood 1 and 2 Elevations M-206 Hood 3 Elevations M-207 Mechanical Details M-208 Mechanical Details M-209-221 Hood Details (13 total sheets) P-100 Plumbing Notes and Details P-101 Plumbing Schedule P-102 Plumbing Site Plan P-103 Plumbing Floor Plan Water and Gas P-104 Plumbing Floor Plan Waste and Vent P-105 Plumbing Lighting Plan P-106 Plumbing Details L-101 Cover Sheet Plumbing Sheet List L-102 Irrigation Notes Schedules Calculations L-103 Irrigation Plan L-104 Irrigation Details L-105 Irrigation Specifications L-106 Planting Schedules L-107 Planting Plan L-108 Planting Details L-109 Planting Specifications L-110 Planting Specifications L-111 Planting Specifications Landscape Sheet List S0.9 Structural Details S1.0 Structural Details 3 3 3 No. Description Date 1 Revision 1 Date 1 3 BLDG Revision 3 11.20.24 3 Bldg #101119781-82 Elect #20183198-99 Plumb #30147418 Mech #40139225 APPROVALS: PLNG - H. Jacinto BLDG - T. Le POLICE - B. Martin PUBLIC WORKS - Y. Soto ELECT - M. Smith PLUMB/MECH - T. Luka 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac A-003 TO M ' S J R Checker Author 9-03-2024 tom's2023 Ac c e s s i b l e C o d e s & S t a n d a r d s Mr . S p i r o s P o l i t i s GENERAL NOTE: CONTRACTOR SHALL FOLLOW AND SHALL BASE ALL WORK PER THE ACCESSIBILITY TO PUBLIC BUILDINGS INCLUDING PUBLIC ACOMODATIONS, COMMERCIAL BUILDINGS AND PUBLIC HOUSINGS SHALL MEET THE CODES AND REGULATIONS AS ESTABLICHED IN 2022 CBC DIVISION 7 & 11B INCLUDING CITY OF SANTA ANA LOCAL BUILDING CODES AND REGULATIONS. No. Description Date 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac A-004 TO M ' S J R Checker Author 9-03-2024 tom's2023 Ac c e s s i b l e C o d e s & S t a n d a r d s Mr . S p i r o s P o l i t i s 2022 CBC & CITY OF S.A. LOCAL STANDARDS 2022 CBC & CITY OF S.A. LOCAL STANDARDS 11B-DIVISION 7 OF 2022 CBC 11B-703.2.7 11B-DIVISION 7 OF 2022 CBC GENERAL NOTE: CONTRACTOR SHALL FOLLOW AND SHALL BASE ALL WORK PER THE ACCESSIBILITY TO PUBLIC BUILDINGS INCLUDING PUBLIC ACOMODATIONS, COMMERCIAL BUILDINGS AND PUBLIC HOUSINGS SHALL MEET THE CODES AND REGULATIONS AS ESTABLICHED IN 2022 CBC DIVISION 7 & 11B INCLUDING CITY OF ORANGE LOCAL BUILDING CODES AND REGULATIONS. No. Description Date 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac A-005 TO M ' S J R Checker Author 9-03-2024 tom's2023 Pr o j e c t S p e c i f i c a t i o n s Mr . S p i r o s P o l i t i s DESIRED OPTION DESIRED OPTION EXTERIOR WALLS WATERPROOFING SPECIFICATIONS: 1. DUPONT TYVEK WATER-RESISTIVE AND AIR BARRIERS RESIDING INSTALLATION. ICC-ESR 2375 https://www.dupont.com/content/dam/dupont/amer/us/en/performance-building- solutions/public/documents/en/K22331_Residential-WRB_Install_Reside.pdf BELOW GRADE WATERPROOFING SPECIFICATIONS: 1. TREMCO, Contact 1-800-321-7906 TSCS@tremcoinc.com or Brian Tremco Rep 1-562-204-4334 ROOFING MATERIAL SPECIFICATIONS: 1. ASPHALT COMP ROOFING BY GAF ICC-ESR 1475 ROOFING WATERPROOFING SPECIFICATIONS: 1. DUPONT TYVEK PROTEC 120 ROOF UNDERLAYMENT. ICC-ESR 2375 EXTERIOR PLASTER SPECIFICATIONS: 1. OMEGA DIAMOND WALL INSULATING EXTERIOR STUCCO SYSTEMS ICC-ESR 1194 EXTERIOR WOOD SIDING SPECIFICATIONS: 1. HARDIE PANEL BY JAMES HARDIE ICC-ESR 1844 2. CONTRACTOR MAY SUBSTITUTE FOR VERTICAL WOOD SIDING & BOARD&BATTEN AS ALTERNATIVE, PROVIDE SHOP DRAWINGS AND MATERIAL SPECIFICATIONS TO MEET LOCAL STANDARDS AND CITY OF MANHATTAN BEACH CODE. INTERIOR LIGHTING & FIXTURES SPECIFICATIONS: 1. FOLLOW ALL LOCAL BUILDING STANDARDS INLCUDING 2022 CBC & 2022 CRC FOR LIGHTING. 2. REFER TO INTERIOR DESIGNER FOR INTERIOR LIGHTS SPECIFICATIONS. PROJECT SPECIFICATIONS No. Description Date 1430 E Edinger Ave 3/27/2025 FD FD FD E EDINGER AVE GR A N D A V E PROPERTY LINE SEE SURVEY PR O P E R T Y L I N E S E E S U R V E Y PR O P E R T Y L I N E S E E S U R V E Y PROPERTY LINE SEE SURVEY 59' - 6"9' - 5" BU I L D I N G S E T B A C K 30 ' - 0 " BUILDING SETBACK 32' - 0" (E ) D R I V E W A Y 24 ' - 0 " (E) DRIVEWAY 23' - 6" PROPOSED LANDSCAPE PR O P O S E D LA N D S C A P E ENTRY EXIT #1 KITCHEN BACK OF HOUSE DINING DI N I N G DRIVE THROUGH TRASH 68 ' - 1 0 " 32' - 0" DRIVE THROUGH SIGNAGE PARKING EXISTING DRIVEWAY 30 ' - 0 " 21' - 5" PICK UP WINDOW ORDER / MENU BOARD PROPOSED LANDSCAPE 20 ' - 0 " 130' - 0" 150' fire hose pull 10' - 0" DR I V E T H R O U G H 10' - 0" 14 0 ' - 0 " 10 ' - 0 " EXISTING CURB 15 0 ' f i r e h o s e p u l l A-2 OCCUPANCY 700 SQ.FT. / 15 = 47 OCCUPANTS BACK OF HOUSE B OCCUPANCY 1,750 SQ.FT. / 200 = 9 OCCUPANTS EXIT FI X E D B O O T H S E A T I N G = 1 6 O C C . 23 KITCHEN / COMMERCIAL 8 Occupants 5 EATD & CPET = 30' (2 EXITS) EATD & CPET = 63' (2 EXITS) EATD & CPET = 84' (2 EXITS) PARKING PARKING PARKING PARKING MENU BOARD PROPOSED LANDSCAPE ENTRY EXIT #2 EXIT #3 13 10' x 25' LOADING AREA 25 ' - 0 " 10' - 0" 16' x 40' STAGING AREA 40 ' - 0 " 16' - 0" 10' x 25' LOADING AREA 16' x 40' STAGING AREA 28 PHPH RESTROOM RESTROOM FI X E D B O O T H S E A T I N G = 1 6 O C C . Unconcentrated Seating 11 Occupants 3 A-024 3 A-024 3 A-024 5 A-024 FIRE DEPARTMENT NOTES 1. EGRESS DOORS SHALL BE READILY OPENABLE FROM THE EGRESS SIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. BUILDING CODE 101.1.9 EXITING DIAGRAM LEGEND R-2 OCCUPANCY PH PANIC HARDWARE PER 2022 CBC SECTION 1010 INDICATES THE LOCATION OF EXIT SIGNS PLACED EVERY 100' PER 2022 CBC SECTION 1013; SHADED REGION INDICATES THE DIRECTION OF TRAVEL TO THE EXIT. MAXIMUM LENGTH OF "EXIT ACCESS TRAVEL DISTANCE" PER OCCUPANCY SHALL BE PER 2022 CBC SECTION 1017 & TABLE 1017.2 OCCUPANCY "B" = 200' WITHOUT SPRINKLER OCCUPANCY "B" = 300' WITH SPRINKLER NOTE: 1017.3 MEASUREMENT. EXIT ACCESS TRAVEL DISTANCE SHALL BE MEASURE FROM THE MOST REMOTE POINT WITHIN A STORY ALONG THE NATURAL AND UNOBSTRUCTED PATH OF HORIZONTAL AND VERTICAL EGRESS TRAVEL TO THE ENTRANCE TO AN EXIT. EXITS SHALL BE SO LOCATED ON EACH STORY SUCH THAT THE MAXIMUM LENGTH OF EXIT ACCESS TRAVEL, MEASURED FROM THE MOST REMOTE POINT WITHIN A STORY ALONG THE NATURAL AND UNOBSTRUCTED PATH OF EGRESS TRAVEL TO AN EXTERIOR EXIT DOOR AT THE LEVEL OF DISCHARGE, AN ENTRANCE TO A VERTICAL EXIT ENCLOSURE, AN EXIT PASSAGEWAY, A HORIZONTAL EXIT, AN EXTERIOR EXIT STAIRWAY OR AN EXTERIOR EXIT RAMP SHALL NOT EXCEED THE DISTANCES IN TABLE 1016.2 EXIT SIGNS NOTES 1. PER 2022 CBC SECTION 1013; EXITS AND EXIT ACCESS DOORS SHALL BE MARKED BY AN APPROVED EXIT SIGN READILY VISIBLE FROM ANY DIRECTION OF EGRESS TRAVEL. THE PATH OF EGRESS TRAVEL TO EXITS AND WITHIN EXITS SHALL BE MARKED BY READILY VISIBLE EXIT SIGNS TO CLEARLY INDICATE THE DIRECTION OF EGRESS TRAVEL IN CASES WHERE THE EXIT OR THE PATH OF EGRESS TRAVEL IS NOT IMMEDIATELY VISIBLE TO THE OCCUPANTS. PER 2022 CBC, TABLES 1021.3.1 OCCUPANT LOAD (PERSONS PER STORY) 1 -500 2 EXITS. Exception: Table 1006.2.1 allows 1 Exit per OCC Load less than 49 Occupants MINIMUM NUMBER OF EXITS (PER STORY) 501 -1,000 3 MINIMUM NUMBER OF EXITS PER OCCUPANT LOAD MORE THAN 1,000 4 PENDANT WHERE REQUIRED FOR VISIBILITY PER CBC 2022 TACTILE EXIT SIGNS / STAIR IDENTIFICATION SIGNS PER 2022 CBC Chapter 10 SEE DETAIL 8/A-1.0 LOCATE SIGN ADJACENT TO DOOR AS INDICATED. (SIGN TO COMPLY WITH GRAPHICS, ILLUMINATION AND POWER SUPPLY REQ. PER CBC 2022) SEE DETAIL 8/A-1.0 EXIT STAIR 1 FLOOR 2 EXIT DE T A I L 8 / A - 1 . 0 EXIT EXIT DOOR, TYP. 0 NUMBER OF BUILDING OCCUPANTS B & S-2 - OCCUPANCY TABULATION TABLE 1004.1.2 PROPOSED B & S-2 OCCUPANCY BUILDING AREAS 1st FLOOR B OCCUPANCY = 817 S.F. / 100 = 9 OCCUPANTS 1st FLOOR S-2 OCCUPANCY = 4,197 S.F. / 200 = 21 OCCUPANTS 25 OCCUPANTS IS LESS THAN 50 = ONLY 1 EXIT REQUIRED (2 PROVIDED) B & S-2 OCCUPANCY MIN DOOR & STAIR WIDTH REQUIRED OCCUPANCY MAX. OCCUPANT LOAD OF SPACE MAX. COMMON PATH EGRESS TRAVE DISTANCE IN FEET WITHOUT SPRINKLER OCCUPANT LOAD OL < 30 OL > 30 A,E,M B R-2 S 49 49 20 29 75 FEET 100 FEET NP 100 FEET 75 FEET 75 FEET NP 75 FEET 75 FEET 100 FEET 125 FEET 100 FEET PER 2022 CBC, TABLE 1017.2 - EXIT ACCESS TRAVEL DISTANCE OCCUPANCY WITHOUT SPRINKLER SYSTEM (FEET) A,E,F-1, M, R, S-1 B R-2.1 S-2 200 200 NOT PERMITTED 300 WITH SPRINKLER SYSTEM (FEET) 250 300 250 400 1017.3 MEASUREMENT. EXIT ACCESS TRAVEL DISTANCE SHALL BE MEASURE FROM THE MOST REMOTE POINT WITHIN A STORY ALONG THE NATURAL AND UNOBSTRUCTED PATH OF HORIZONTAL AND VERTICAL EGRESS TRAVEL TO THE ENTRANCE TO AN EXIT. PER 2022 CBC - MIN EGRESS REQUIREMENTS USE CHAPTER 3 TABLE 1015.1 TABLE 1004.1.1 GROUP (1) EXIT REQ. OCCUPANCY LOAD FACTOR (X) = OCC (X) S.F. PER OCCUPANT BUSINESS RETAIL / MERCH KITCHENS, COMM ASSEMBLY, STANDING AREA ASSEMBLY, CHAIRS ONLY PARKING S-2 ASSEMBLY, TABLES/CHAIRS B M M A A A S-2 100:1 GROSS 30:1 GROSS 200:1 GROSS 5:1 NET 7:1 NET 15:1 NET 200:1 GROSS B 30 TOTAL OCCUPANTS X .2 = 6" DOOR WIDTH REQUIRED 36" EXIT DOOR PROVIDED 30 TOTAL OCCUPANTS X .3 = 9" STAIR WIDTH REQUIRED 44" STAIR WIDTH PROVIDED PER 2022 CBC, TABLE 1006.2.1 - SPACES WITH ONE EXIT ACCESS DOORWAY EATD MAXIMUM LENGTH OF COMMON PATH OF EGRESS TRAVEL "CPET" PER OCCUPANCY SHALL BE PER 2022 CBC TABLE 1016.2.1 OCCUPANCY "B" = 100' WITHOUT SPRINKLER (OL LESS THAN 30 OCCUPANTS) OCCUPANCY "B" = 100' WITH SPRINKLER (OL GREATER THAN 30 OCCUPANTS) OCCUPANCY "A-3" = 75' WITHOUT SPRINKLER (OL LESS THAN 30 OCCUPANTS) OCCUPANCY "A-3" = 75' WITH SPRINKLER (OL GREATER THAN 30 OCCUPANTS) FOR RESIDENTIAL PROJECTS (NOT APPLICABLE) OCCUPANCY S-2 W/ SPRINKLERED SYSTEM (PARKING GARAGE) = 100' OCCUPANCY R-2 W/ SPRINKLERED SYSTEM (RESIDENTIAL) = 125' CPET A-3 B B NOTE:PANIC HARDWARE IS REQUIRED ON ALL DOORS ALONG THE PATHS OF EGRESS TRAVEL FROM AN ASSEMBLY. CBC 1010.2.9 EMERGENCY LIGHTING NOTES 1. EMERGENCY LIGHTING SHALL BE PROVIDED IN THE FOLLOWING AREAS PER CBC 1008.3: A. FOR SPACES REQUIRING MORE THAN ONE EXIT: a. AISLES b. CORRIDORS c. EXIT ACCESS STAIRWAYS/RAMPS B. FOR BUILDINGS REQUIRING MORE THAN ONE EXIT: a. INTERIOR EXIT ACCESS STAIRWAYS/RAMPS b. INTERIOR EXIT STAIRWAYS/RAMPS c. EXTERIOR EXIT STAIRWAYS/RAMPS d. XIT PASSAGEWAYS e. VESTIBULES AND OTHER AREAS USED AS INTERIOR EXIT DISCHARGE ELEMENTS f. EXTERIOR LANDINGS OF EXIT DOORS THAT LEAD DIRECTLY TO THE EXIT DISCHARGE C. ALL BUILDINGS: a. ELECTRICAL EQUIPMENT ROOMS b. FIRE COMMAND CENTER c. FIRE PUMP ROOM d. GENERATOR ROOM e. PUBLIC RESTROOMS LARGER THAN 300 SF. OCCUPANT LOAD FACTOR CALCULATION USE TABLE 1004.1.1 OCC. LOAD FACTOR (X) S.F. PER OCCUPANT KITCHENS, COMM STANDING AREA ASSEMBLY, W/ FIXED SEATS UNCONCENTRATED SEATING 200:1 GROSS 5:1 NET 15:1 NET Determined by # of fixed seats to be installed TOTAL OCCUPANT COUNT 64 TOTAL OCCUPANTS 8 OCCUPANTS 13 OCCUPANTS 11 OCCUPANTS 32 OCCUPANTS Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac As indicated A-006 TO M ' S J R Checker Author 9-03-2024 tom's2023 FM P - S i t e P l a n Mr . S p i r o s P o l i t i s 1" = 10'-0"1 FMP - Site Plan 1/8" = 1'-0"2 FMP Analysis No. Description Date 1430 E Edinger Ave 3/27/2025 Walk-In Freezer Walk-In Cooler Dry Storage Room Manager's / Security Office COOKING LINE ORDERING COUNTER (4) DINING BOOTHS (4) DINING BOOTHS (4 ) D I N I N G B O O T H S (4 ) D I N I N G B O O T H S (4 ) D I N I N G B O O T H S (5 ) D I N I N G B O O T H S Women's Restroom Men's Restroom Employee All- Gender RestroomElec. Serv. System & Meter to be demolished Pr e p T a b l e Pr e p S i n k Dishwash Area Pr e p T a b l e Employee Lockers 31 ' - 4 " 18 ' - 2 " 5' - 4 " 6' - 6" 4' - 1" 7' - 11" 7' - 1 0 " 23' - 4" 8' - 2 " 17' - 3" 14' - 5" 9' - 1 1 " 7' - 2 " 8' - 9" 2' - 6" 55' - 5" 5' - 2 " 22 ' - 8 " 4' - 8 " 8' - 6 " 6' - 6" 10' - 3" 32' - 8" 21' - 9" 18 ' - 9 " 1 2 ' - 1 " 55 ' - 6 " 55' - 5" 6' - 0" 18' - 9" 5' - 8" 7' - 1" 10' - 5" 55 ' - 6 " 5' - 4 " 4 8 ' - 8 " 12 ' - 8 " 3' - 6 " 4' - 0" 2' - 10" 4' - 0" 4' - 0" 2' - 10" 4' - 0" 10' - 10" 10' - 10" 24' - 5" 5' - 7" 24' - 5" 2' - 6 " 3' - 0" WH DEMOLISH PORTION OF EXISTING BUILDING 646 S.F. EXISTING EXTERIOR WALLS TO REMAIN DEMOLISH ALL EQUIPMET DEMOLISH ALL EQUIPMET DEMOLISH ALL FIXTURES DEMOLISH EXISTING EXTERIOR WALLS DOORS AND WINDOWS DEMOLISH ALL FIXTURES DEMOLISH ALL FIXTURES DEMOLISH EXISTING EXTERIOR WALLS DOORS AND WINDOWS DEMOLISH EXISTING EXTERIOR WALLS DOORS AND WINDOWS DEMOLISH EXISTING EXTERIOR WALLS DOORS AND WINDOWS REFER TO PROPOSED FLOOR PLAN FOR NEW WINDOWS REFER TO PROPOSED FLOOR PLAN FOR NEW WINDOWS EXISTING EXTERIOR WALLS TO REMAIN EXISTING EXTERIOR WALLS TO REMAIN EXISTING ELEMENTS TO BE DEMOLISHED PLAN LEGEND EXISTING WALLS TO REMAIN PROPOSED WD WALLS A 101 EXISTING WINDOWS TO REMAIN TO BE DEMOLISHED EXISTING DOOR EXISTING DOOR TO REMAIN PROPOSED DOOR EXISTING WINDOWS TO BE DEMOLISHED PROPOSED WINDOWS PROPOSED 1-HR FIRE RATED WALL SEE DETAIL 2/A023 PROPOSED METAL STUD WALL PROPOSED PREFABRICATED WALL PROPOSED 48" HIGH WD STUD PONY WALL Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac 1/4" = 1'-0" A-008 TO M ' S J R Checker Author 11-20-2024 tom's2023 Ex i s t i n g / D e m o l i t i o n F l o o r Pl a n Mr . S p i r o s P o l i t i s 1/4" = 1'-0"1 Demolition Floor Plan No. Description Date 3 BLDG Revision 3 11.20.24 1430 E Edinger Ave 3/27/2025 FD FD FD 1 A-015 A-0141 A-013 2 A-014 2 A-013 1 2 A-015 HALLWAY RESTROOM ALL GENDER FREEZER W.I.C. RESTROOM ALL GENDER SERVICE AREA COUNTER FOOD PREP/DISH WASH MAIN ENTRANCE SECONDARY ENTRANCE DRY STORAGE RACKS MAX 7' HIGH OFFICE WAITING AREA CLOSET 5'x7'8'x13' 10'x7' PICK UP WINDOW WITH AIR CURTAIN CLERESTORY WINDOW 3 A-015 DRIVE THROUGH 646 S.F. GROSS BUILDING DEMO AREA PROPOSED METAL LADDER TO ROOF TRASH 5' - 9 " 1' - 6" 42 " D O O R 36" DOOR EXIT A-012 1 TO GREASE INTERCEPTOR TRAP. SEE A-0.0 SITE PLAN 1 8 32 6 5 4 G H A B C DE EXIT EXIT NEW SWITCH GEAR AT PROPOSED ELECTRICAL ROOM. SEE ELEC PLANSEXISTING SWITCH GEAR TO BE DEMOLISHED. TABLE SEATING 44" clea r DRIVE THROUGH DRIVE THROUGH DRIVE THROUGH 9' - 0" 3' - 0 " 8' - 0 " 9' - 4"6' - 2"8' - 8" 8' - 0 " 30 " D O O R BURNER S.S. PREP TABLE H.S. 14 ' - 9 " 14' - 2"5' - 6"9' - 0"1' - 8"9' - 3"8' - 0" 10' - 0" 7' - 0 " SS. TABLE LOCKERS WALK UP WINDOW WITH 34" A.F.F COUNTER & AIR CURTAIN ABOVE. RESTAURANT GROSS 2,450 S.F. TOTAL PROPOSED ADDITION 21 S.F. "ARTICULATION" 6' - 0 " 8' - 6 " 7' - 6 " 7' - 0 " 10 ' - 1 1 / 2 " 11 ' - 1 " 44" CLEAR 3' - 0 " SS. TABLE SS. TABLESS. TABLE SS. TABLE 5' - 0 " 6' - 0" BOOTH SEATING 50' - 7" 4' - 0 " 4' - 7 " 5' - 5 1 / 2 " 21 ' - 8 1 / 2 " 5' - 6 " 51 ' - 8 " 3' - 8"6' - 6"5' - 3"22' - 1 1/2"1' - 1"3' - 0"1' - 5 1/2"0' - 5"4' - 8" 49' - 1" 6' - 0 " 51 ' - 2 " JC0042P JADE RANGE STEAMER BE V . D I S P . COFFEE SAND PREP GRIDDLE BU R N E R CHARBROILER FRYERSFRY DUMP SS. TABLE GAS RANGE 3 COMP SINKPREP SINK ICE MACHINE S.S. PREP TABLE H.S. H.S. MOP SINK SS. TABLE LOCKERS POS POSPOS BEV DISP. ICE TEA / COFFEEJUICER SS. TABLE SS. TABLESS. TABLE SS. TABLE 4' - 0" SHEET METAL STUD CONSTRUCTION SH E E T M E T A L S T U D C O N S T R U C T I O N SHEET METAL STUD CONSTRUCTION COOKING SODA/CO2 ELECTRICAL 1' - 10" MENU BOARD 7 E E F CLEARSTORY WINDOW ORDER / MENU BOARD A-023 5 DRY STORAGE RACKS MAX 7' HIGH LIQUID CO2 LESS THAN 100lbs 7' - 4" A-011.1 3 FD PREP -A 5 FD PREP -B A-011.1 2 KTCN -A 4 KTCN -B A-011.1 6 STORAGE -D A-011.1 8 STORAGE -A 7 STORAGE -B 1 STORAGE -C SERVICE AREA WITH MIN. 5' LONG COUNTER @ 34" A.F.F 60"x60" Maneuvering Space 60"x60" Maneuvering Space 60"x60" Maneuvering Space 60"x60" Maneuvering Space 60"x60" Maneuvering Space 4 A-021 4 A-021 4 A-021 4 A-019 4 A-019 1 A-019 4 A-019 9 A-011.1 5 A-019 2 A-019 5 A-020 4 A-020 4 A-020 4 A-020 H.S. 1' - 0" 9' - 0" HOT FOOD UNITS 1 A-020 2 A-020 48" HIGH PONY WALL 3 3 3 3 3 3 2 A-019 2 A-019 2 A-019 2 A-019 1' - 6"2' - 5"7' - 6 1/2"2' - 6"8' - 5"2' - 6"11' - 3"1' - 6 1/2"12' - 11" 12 ' - 1 1 " 36 ' - 5 " 1' - 1 0 1 / 2 " 4' - 0 " 6' - 5 " 1 = TACTILE EXIT SIGN (VISIBLE FROM ANY DIRECTION OF EGRESS TRAVEL. (SEE 12/A-0.5) BUILDING SIGNAGE LEGEND AND NOTES: 2 = ACCESSIBLE ENTRANCE SIGN (SEE 5/A-0.6) 3 = OCCUPANCY SIGNAGE TO BE POSTED PER (CBC 1004.3) EXIT = EXIT LIGHT W/ EMERGENCY LIGHTING AND BATTERY 90 MINUTE BACKUP (REFER TO PERMITTED ELECTRICAL DRAWINGS FOR EMERGENCY LIGHTING REQUIREMENTS) 1. WHERE BOTH VISUAL AND TACTILE CHARACTERS ARE REQUIRED, EITHER ONE SIGN WITH BOTH VISUAL AND TACTILE CHARACTERS, OR TWO SEPARATE SIGNS, ONE WITH VISUAL, AND ONE WITH TACTILE CHARACTERS, SHALL BE PROVIDED. (11B-703.1) 2. WHERE TACTILE SIGN IS PROVIDED AT DOOR, THE SIGN SHALL BE LOCATED ALONG THE DOOR AT THE LATCH SIDE. TACTILE CHARACTERS ON SIGNS SHALL BE LOCATED 48" MIN. ABOVE FINISH FLOOR, MEASURED FROM THE BASELINE OF THE LOWEST BRAILLE CELLS AND A 60" MAX. ABOVE FINISH FLOOR, MEASURED FROM THE BASE LINE OF THE HIGHEST LINE OF THE RAISED CHARACTERS. (11B-703.4) (FIG 11B-703.4.1) EXISTING ELEMENTS TO BE DEMOLISHED PLAN LEGEND EXISTING WALLS TO REMAIN PROPOSED WD WALLS A 101 EXISTING WINDOWS TO REMAIN TO BE DEMOLISHED EXISTING DOOR EXISTING DOOR TO REMAIN PROPOSED DOOR EXISTING WINDOWS TO BE DEMOLISHED PROPOSED WINDOWS PROPOSED 1-HR FIRE RATED WALL SEE DETAIL 2/A023 PROPOSED METAL STUD WALL PROPOSED PREFABRICATED WALL PROPOSED 48" HIGH WD STUD PONY WALL Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac As indicated A-009 TO M ' S J R Checker Author 11-20-2024 tom's2023 Pr o p o s e d F l o o r P l a n Mr . S p i r o s P o l i t i s 1/4" = 1'-0"1 Proposed Floor Plan 1/8" = 1'-0"2 Building Signage BUILDING NOTES: 1. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE-FOOT CLEAR AND UNOBSTRUCTED ACCESS TO ANY WASTE OR POWER DISTRIBUTION FACILITIES (POWER POLES, PULL-BOXES, TRANSFORMERS, VAULTS, PUMPS, VALVES, METERS, APPURTENANCES, ETC. ) OR TO THE LOCATION OF THE HOOK-UP. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES-WHETHER OR NOT THE LINES ARE LOCATED ON THE PROPERTY. FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES. 2. EXIT SIGNS SHALL BE INTERNALLY OR EXTERNALLY ILLUMINATED. 3. EXIT SIGNS SHALL BE ILLUMINATED BY AN EXTERNAL SOURCE SHALL HAVE AN INTENSITY OF NOT LESS THAN 5 FOOT CANDLES (54LUX) 4. INTERNALLY ILLUMINATED SIGNS SHALL BE LISTED AN LABELED AN SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTION AND SECTION 2702. 5. EXIST SIGNS SHALL BE ILLUMINATED AT ALL TIMES. 6. EXIST SIGNS SHALL BE CONNECTED TO AN EMERGENCY POWER SYSTEM THAT WILL PROVIDE AN ILLUMINATION OF NOT LESS THAN 90 MIN. IN CASE OF PRIMARY POWER LOSS. THE EMERGENCY POWER SYSTEM SHALL PROVIDE POWER FOR A DURATION OF NOT LESS THAN 90 MINUTES AND SHALL CONSIST OF STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON-SITE GENERATOR. THE INSTALLATION OF THE EMERGENCY POWER SYSTEM SHALL IN ACCORDANCE WITH SECTION 2702. (1011.6.3) 7. EGRESS DOORS SHALL BE READILY OPENABLE FROM THE EGRESS SIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. SEE 1008.1.9. FOR EXCEPTIONS. 8. DOOR HANDLES, LOCK AND OTHER OPERATION DEVICES SHALL BE INSTALLED AT A MIN. 34" AND A MAX. 48" ABOVE THE FINISHED FLOOR. 9. LABEL PLACED DIRECTLY ABOVE EGRESS DOORS: "THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED". 10. ALL EGRESS DOOR OPERATION SHALL ALSO COMPLY WITH SECTION 1008.1.9-1008.1.9.12. a) AN EGRESS DOOR SHALL BE SET IN MOTION WHEN SUBJECTED TO A 30 # FORCE. THE DOOR SHALL SWING TO THE FULLY OPEN POSITION WHEN AN OPENING FORCE NOT TO EXCEED 15 POUNDS IS APPLIED TO THE LATCH SIDE. CBC 1008.1.2. b) THE OPENING FORCE FOR INTERIOR SIDE SWING DOORS WITHOUT CLOSERS SHALL NOT EXCEED 5 POUNDS. CBC 1008.1.2. 11. EMERGENCY LIGHTING FACILITIES SHALL BE ARRANGED TO PROVIDE INITIAL ILLUMINATION THAT IS AT LEAST AN AVERAGE OF 1 FOOT-CANDLE (11 lux) AND A MINIMUM AT ANY POINT OF 0.1 FOOT-CANDLE (1lux) MEASURED ALONG THE PATH OF EGRESS AT FLOOR LEVEL. ILLUMINATION LEVELS SHALL BE PERMITTED TO DECLINE TO 0.6 FOOT-CANDLE (6 lux) AVERAGE AND A MINIMUM AT ANY POINT OF 0.06 FOOT-CANDLE (0.6 lux) AT THE END OF THE EMERGENCY LIGHTING TIME DURATION. A MAXIMUM-TO- MINIMUM ILLUMINATION UNIFORMITY RATION OF 40 TO 1 SHALL NOT BE EXCEEDED. 12. ADDITIONAL DIRECTIONAL EXIT SIGNAGE MAY BE REQUIRED BY THE CITY AT THE TIME OF FINAL INSPECTION. 13. WALL, FLOOR AND CEILING SHALL NOT EXCEED THE FLAME SPREAD CLASSIFICATIONS IN CBC TABLE 803.9 14. A COMPLETE LISTING OF HAZARDOUS MATERIAL SHALL BE PROVIDED BY CONTRACTOR AND SHALL INCLUDE THE FOLLOWING INFORMATION (414.1.3 CBC) a) MATERIAL CLASSIFICATION AS SHOWN IN TABLES 307.1(1) AND TABLE 307.1(2). b) THE QUANTITIES OF EACH HAZARDOUS MATERIAL. c) CLOSED OR OPEN SYSTEMS FOR EACH HAZARDOUS MATERIAL. d) GROUP H OCCUPANCY CLASSIFICATION OF THE AREA OF BUILDING. 15. PLANS FOR MODIFICATIONS TO EXISTING FIRE PROTECTION EQUIPMENT SUCH AS STANDPIPES, SPRINKLER SYSTEMS AND FIRE ALARMS SYSTEMS, SHALL BE SUBMITTED TO THE E BUILDING DIVISION AND APPROVE BY THE FIRE DEPARTMENT BEFORE THIS EQUIPMENT IS ALTERED OR MODIFIED. 16. WHERE COMBUSTIBLE CONSTRUCTION OCCURS, FIRE BLOCKING MUST BE PROVIDED IN ACCORDANCE WITH SECTION 718.2 AT THE FOLLOWING LOCATIONS: a) IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES, AT THE CEILING AND FLOOR LEVELS. b) IN CONCEALED SPACED OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES, AT 10-FOOT INTERVALS ALONG THE LENGTH OF THE WALL. c) AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCURS AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. d) IN OPENING AROUND VENTS, PIPES, DUCTS, CHIMNEYS, FIRE PLACES AND SIMILAR OPENINGS WHICH AFFORD A PASSAGE FOR FIRE AT CEILING AND FLOOR LEVELS, WITH NONCOMBUSTIBLE MATERIALS. 17. CURTAINS, DRAPERIES, FABRIC HANGINGS AND SIMILAR COMBUSTIBLE DECORATIVE MATERIALS SUSPENDED FROM WALLS OR CEILINGS SHALL COMPLY WITH SECTION 807.4 AND SHALL NOT EXCEED 10 PERCENT OF THE SPECIFIC WALL OR CEILING AREA TO WHICH SUCH MATERIALS ARE ATTACHED. 18. EGRESS DOORS SHALL BE READILY OPENABLE FROM THE EGRESS SIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. BUILDING CODE 101.1.9 19. A TYPE I HOOD SHALL BE INSTALLED AT OR ABOVE ALL COMMERCIAL COOKING APPLIANCES AND DOMESTIC COOKING APPLIANCES USED FOR COMMERCIAL PURPOSES THAT PRODUCE GREASE VAPORS. FIRE CODE 609.2 AND BUILDING CODE 904.2.2 20.STORAGE OF COOKING OIL (GREASE) IN COMMERCIAL COOKING OPERATIONS UTILIZING ABOVE-GROUND TANKS WITH A CAPACITY GREATER THAN 60 GAL (227 L) INSTALLED WITHIN A BUILDING SHALL COMPLY WITH SECTIONS 610.2 THROUGH 610.7 AND NFPA 30. FOR PURPOSES OF THIS SECTION, COOKING OIL SHALL BE CLASSIFIED AS CLASS IIIB LIQUID UNLESS OTHERWISE DETERMINED BY TESTING. 21. ADDRESS IDENTIFICATION. NEW AND EXISTING BUILDINGS SHALL BE PROVIDED WITH APPROVED ADDRESS IDENTIFICATION. THE ADDRESS IDENTIFICATION SHALL B E LEGIBLE AND PLACED IN A POSITION THAT IS VISIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. ADDRESS IDENTIFICATION CHARACTERS SHALL CONTRAST WITH THEIR BACK-GROND. ADDRESS NUMBERS SHALL BE ARABIC NUMBERS OR ALPHABETICAL LETTERS. NUMBERS SHALL NOT BE SPELLED OUT. EACH CHARACTER SHALL BE A MINIMUM OF 4 INCHES (102 mm) HIGH WITH A MINIMUM STROKE WIDTH OF 1/2 INCH (12.7 mm). WHERE REQUIRED BY THE FIRE CODE OFFICIAL, ADDRESS IDENTIFICATION SHALL BE PROVIDED IN ADDITIONAL APPROVED LOCATIONS TO FACILITATE EMERGENCY RESPONSE. WHERE ACCESS IS BY MEANS OF A PRIVATE ROAD AND THE BUILDING ADDRESS CANN OT BE VIEWED FROM THE PUBLIC WAY, A MONUMENT, POLE, OR OTHER APPROVED SIGN OR MEANS SHALL BE USED TO IDENTIFY THE STRUCTURE. ADDRESS IDENTIFICATION SHALL BE MAINTAINED. 3 3 3 3 3 No. Description Date 3 BLDG Revision 3 11.20.24 1430 E Edinger Ave 3/27/2025 1 A-015 A-0141 A-013 2 A-014 2 A-013 1 2 A-015 3 A-015 PROPOSED BUILT UP ROOFING SYSTEM OVER PLYWOOD AN WOOD TRUSS SYSTEM DRIVEWAY BELOW PARKING SEE SITE PLAN PA R K I N G S E E S I T E P L A N METAL CANOPY. SEE EXTERIOR ELEVATIONS METAL CANOPY. SEE EXTERIOR ELEVATIONS 3' - 6 " 0' - 0" 7' - 0" 13' - 5" METAL CANOPY AWNING. SEE EXTERIOR ELEVATIONS PROPOSED BUILT UP ROOFING SYSTEM 7' - 0" 28 ' - 5 1 / 2 " 8' - 1 1 1 / 2 " 0' - 6 " 11 ' - 9 " 0' - 8 " 50 ' - 4 " ROOFING NOTE: THE SECONDARY ROOF DRAINAGE SYSTEM (OVERFLOW SYSTEM) SHALL DISCHARGE ABOVE GRADE IN A LOCATION OBSERVABLE BY THE BUILDING OCCUPANTS OR MAINTENANCE PERSONNEL. IDENTIFY THE SECONDARY ROOF DRAIN WITH METAL PLAQUE AT DISCHARGE SCUPPER AT BASE OF WALL. PROVIDE ROOF STRAINERS FOR FLAT DECKS AND ROOF DRAINAGE FLASHING AS REQUIRED BY CODE AND LOCAL REGULATIONS. THE CONTRACTOR PERFORMING THE ABOVE ROOF DRAIN WORK SHALL CONSULT WITH THE MEP ENGINEER TO PROPERLY SIZE, DESIGN AND BUILD THE PROPOSED PRIMARY AND SECONDARY ROOF DRAINAGE SYSTEM. CONNECT ALL DOWNSPOUTS TO PLANTER AT FRONT SETBACK. REFER TO CIVIL PLANS. CONTRACTOR SHALL PERFORM ROOF DRAINAGE TESTING WATER PER CBC SECTION 1109.2. FLINTLASTIC SA MID PLY ROOFING SYSTEM, COOL ROOF CLASS A WHITE COLOR. 1CC-ES-ESR 1388 OR APPROVED LARR# OR ICC EQUAL. CONTACT CERTAINTEED CORPORATION 1400 UNION MEETING ROAD BLUE BELL, PENNSYLVANIA 19422 (610) 341-7000 HVAC AND AIRDUCT/VENT PENETRATIONS OVER 96 SQ.IN. REQUIRES APPROVED BURGLAR BARS OR SECURITY MESH. IRON BARS OF AT LEAST ½" ROUND OR 1"x¼" FLAT STEEL MATERIAL SPACED NO MORE THAN FIVE INCHES APART AND SECURELY FASTENED. ROOF DRAIN WITH G.I. DOWNSPOUT THROUGH WALL & OVERFLOW PER 2022 CBC RO O F S L O P E 1/ 4 " = 1 ' -0" RO O F S L O P E 1/ 4 " = 1 ' -0" RO O F S L O P E 1/ 4 " = 1 ' -0" ROOF DRAIN WITH G.I. DOWNSPOUT THROUGH WALL & OVERFLOW PER 2022 CBC ROOF DRAIN WITH G.I. DOWNSPOUT THROUGH WALL & OVERFLOW PER 2022 CBC ROOF SLOPE 1/4"=1'-0" REFER TO MECH FOR ROOFTOP EQUIPMENT TO BE DETERMINED REFER TO MECH FOR ROOFTOP EQUIPMENT TO BE DETERMINED REFER TO MECH FOR ROOFTOP EQUIPMENT TO BE DETERMINED ROOF DRAIN WITH G.I. DOWNSPOUT THROUGH WALL & OVERFLOW PER 2022 CBC ROOF DRAIN WITH G.I. DOWNSPOUT THROUGH WALL & OVERFLOW PER 2022 CBC ROOF DRAIN WITH G.I. DOWNSPOUT THROUGH WALL & OVERFLOW PER 2022 CBC RO O F S L O P E 1/ 4 " = 1 ' -0" ROOF SLOPE 1/4"=1'-0" ORDER MENU BOARD ROOF UNDER SEPARATE PERMIT AND SUBMITTAL ORDER MENU BOARD ROOF UNDER SEPARATE PERMIT AND SUBMITTAL DRIVE-THRU CURB REFER TO SITE PLAN DRIVE -THRU RO O F S L O P E 1/ 4 " = 1 ' -0" ROOF SLOPE 1/4"=1'-0" ROOF SLOPE 1/4"=1'-0" ROOF SLOPE 1/4"=1'-0" 1 A-016 1 A-016 PROPOSED ROOF MOUNTED MECHANICAL EQUIPMENT ON RAISED WOOD PLATFORM PER STRUCTURAL ENGINEER 48" HIGH MECHANICAL SCREEN WALL AND DOOR 2,474 S.F. TOTAL ROOF AREA + 756 S.F. TOTAL AWNING AREA = LOT SQUARE FOOTAGE: 22,366.16 S.F. 3,230 / 22,366.16 = 14% LOT COVERAGE ALUMINUM LOUVERS SEE DETAIL 1/A-7.2 ALUMINUM LOUVERS SEE DETAIL 1/A-7.2 METAL CANOPY. SEE EXTERIOR ELEVATIONS METAL CANOPY. SEE EXTERIOR ELEVATIONS BUILDING SIGNAGE UNDER SEPARATE DEFERRED SUBMITTAL BUILDING SIGNAGE UNDER SEPARATE DEFERRED SUBMITTAL BUILDING SIGNAGE UNDER SEPARATE DEFERRED SUBMITTAL METAL PARAPET COPING. SEE EXTERIOR ELEVATIONS METAL PARAPET COPING. SEE EXTERIOR ELEVATIONS METAL PARAPET COPING. SEE EXTERIOR ELEVATIONS SPLASH BLOCK AT ALL ROOF TO ROOF DRAINS PR O P O S E D B U I L T U P R O O F I N G S Y S T E M PROPOSED BUILT UP ROOFING SYSTEM SLOPE SLOPE SLOPE 756 S.F. TOTAL AWNING AREA NOTE: OPEN LOVER AREA COUNTED 3 A-022 3 A-022 3 A-022 2 A-021 3 A-022 3 A-022 PROPOSED METAL LADDER TO ROOF A-023 5 2 A-021 1 A-021 1 A-021 2 A-021 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac 1/4" = 1'-0" A-010 TO M ' S J R Checker Author 9-03-2024 tom's2023 Ro o f P l a n Mr . S p i r o s P o l i t i s 1/4" = 1'-0"1 Roof Plan No. Description Date 1430 E Edinger Ave 3/27/2025 SCALE AS NOTED STANDARD FABRICATION DETAILS THE SAME. NO USE, OTHER THAN THAT FOR WHICH IT IS INTENDED, IS STRICTLY PROHIBITED WITHOUT WRITTEN PERMISSION DOCUMENTS IS STRICTLY PROHIBITED. THIS PROHIBITION EXTENDS FROM PRINTED MATERIAL TO ANY ELECTRONIC VERSION OF UNAUTHORIZED USE OF THE FOODSERVICE DESIGNS, DETAILS, AutoCAD BLOCKS, AND SPECIFICATIONS CONTAINED IN THESE FROM NOVUM ARCHITECTURE. ALL RIGHTS RESERVED. COPYRIGHT ALL EQUIPMENT SHALL BE NSF 7 APPROVED FD FD FD NOTES: FLOOR SINKS: 1. ALL EQUIPMENT WHICH GENERATES CONDENSATE OR SIMILAR LIQUID WASTES SHALL BE DRAINED BY MEANS OF INDIRECT WASTE PIPES INTO A FLOOR SINK. 2. ALL FLOOR SINKS MUST BE HALF-EXPOSED UNDER THE CURB MOUNTED EQUIPMENT, OR BE . IN LINE WITH THE FRONT FACE OF ELEVATED FREESTANDING EQUIPMENT, AND LOCATED WITHIN 15 FEET OF THE CONDENSATE PRODUCING EQUIPMENT FINISHES: 1. FINISHES IN ALL AREAS, OTHER THAN THE CUSTOMER WAITING, MUST BE SMOOTH, NONABSORBENT, EASILY CLEANABLE, AND DURABLE. 2. EXISTING FINISHES ARE SUBJECT TO EVALUATION BY THE HEALTH DEPARTMENT. FLOORS: 1. THE FLOOR SURFACES, IN ALL AREAS IN WHICH FOOD IS PREPARED, PACKAGED OR STORED, WHERE ANY UTENSIL IS WASHED, WHERE REFUSE OR GARBAGE IS STORED AND WHERE JANITORIAL FACILITIES ARE LOCATED, AND IN ALL TOILET AND HANDWASHING AREAS, SHALL BE SMOOTH AND OF SUCH DURABLE CONSTRUCTION AND NON-ABSORBENT MATERIAL AS TO BE EASILY CLEANED. 2. THESE FLOOR SURFACES SHALL BE COVED AT THE JUNCTURE OF THE FLOOR AND WALL, WITH A THREE-EIGHTHS INCH (3/8") MINIMUM RADIUS COVING, AND SHALL EXTEND UP THE WALL AT LEAST SIX INCHES (6") EXCEPT IN AREAS WHERE FOOD IS STORED ONLY IN UNOPENED BOTTLES, CANS, CARTONS, SACKS OR OTHER ORIGINAL SHIPPING CONTAINERS. VINYL TOPSET IS NOT ACCEPTABLE. 3. CONCRETE FLOORS ARE TO BE PATCHED SO AS TO REMOVE CRACKS AND DIVOTS. CONCRETE FLOORING SHALL BE SEALED WITH AN APPROVED CLEAR, PENETRATING SEALER THAT IS RESISTANT TO GREASE, OIL, AND ACID. PIGMENTED SEALERS AND EPOXY PAINTS ARE NOT ACCEPTABLE. WALLS & CEILING: 1. THE WALLS AND CEILINGS OF ALL ROOMS, EXCEPT FOR BARS, ROOMS WHERE FOOD IS STORED IN UNOPENED CONTAINERS, DINING AND SALES AREAS, SHALL BE OF A DURABLE, SMOOTH, NON-ABSORBENT, WASHABLE SURFACE. 2. WALLS AND CEILINGS OF FOOD PREPARATION AND UTENSIL WASHING AREAS, AND INTERIOR SURFACES OF WALK-IN REFRIGERATION UNITS, SHALL ALSO BE LIGHT COLORED. 3. WALL AREAS ADJACENT TO BAR SINKS SHALL BE SMOOTH AND EASILY CLEANABLE. 4. WALL AND CEILING MATERIALS SHALL NOT EXCEED THE FLAME SPREAD CLASSIFICATIONS IN CBC TABLE 803.9. 5. PAINTED DRYWALL WILL BE EITHER SEMI-GLOSS OR GLOSS AT THE SELF SERVE, RESTROOMS, DRY STORAGE, AND LOCKERS. 6. INTERIOR WALL AND CEILING FINISH SHALL HAVE A FLAME SPREAD INDEX NOT GREATER THAN THAT SPECIFIED IN TABLE 803.13 FOR THE GROUP AND LOCATION DESIGNATED. INTERIOR WALL AND CEILING FINISH MATERIALS TESTED IN ACCORDANCE WITH NFPA 286 AND MEETING THE ACCEPTANCE CRITERIA OF SECTION 803.1.1.1, SHALL BE PERMITTED TO BE USED WHERE A CLASS A CLASSIFICATION ON ACCORDANCE WITH ASTM E84 OR UL 723 IS REQUIRED. BASE: 1. 6" COVE BASE TILE WITH MIN. 3/8" RADIUS COVE BASE PER FINISH SCHEDULE. 2. SEALED CONCRETE REQUIRES SLIMFOOT TOPSET CERAMIC COVE BASE S3619TN OR METAL TOPSET. 3. QUARRY FLOOR TILES REQUIRE MATCHING QUARRY COVE BASE INTEGRAL WITH THE FLOOR. SPLASHGUARD: 1. PROVIDE A MINIMUM 6-INCH SPLASHGUARD BETWEEN THE PREP SINK AND THE 3 COMPARTMENT UTENSIL SINK WITH A MINIMUM TWO (2) INCH CLEARANCE ON EACH SIDE OF THE SPLASHGUARD THE SPLASHGUARD MUST EXTEND OUT TO BE IN LINE WITH THE FRONT EDGE OF THE PREP SINK. EQUIPMENT SPECIFICATIONS: 1. ALL NEW AND REPLACEMENT ELECTRICAL APPLIANCES SHALL MEET APPLICABLE UNDERWRITERS LABORATORIES (UL) STANDARDS FOR ELECTRICAL EQUIPMENT AS DETERMINED BY AN ANSI CERTIFICATION PROGRAM. 2. ALL EQUIPMENT. INCLUDING SHELVING, MUST BE SUPPORTED BY 6-IN. HIGH EASILY CLEANABLE LEGS, COMMERCIAL CASTERS, OR COMPLETELY SEALED IN POSITION ON A 4-IN. HIGH CONTINUOUSLY COVED BASE OR CONCRETE CURB 3. WATER FILTERING DEVICE (17A) WILL BE LOCATED EITHER BELOW THE FOOD PREPARATION SINK OR BEHIND THE ICE MACHINE. WATER FILTERING DEVICES MUST BE LOCATED SO AS TO NOT BE LOCATED ABOVE FOOD OR UTENSIL HANDLING EQUIPMENT. 4. WALK-IN COOLER AND WALK-IN FREEZER(S): A. WILL BE FLASHED FROM WALLS TO CEILING. AREAS ABOVE MAY NOTE BE USED FOR STORAGE B. WILL NOT BE DIAMOND-PLATED FINISHED AT EITHER INTERIOR OR EXTERIOR. 5. LOCKERS MUST BE INSTALLED ON 6-IN. HIGH, EASILY CLEANABLE LEGS, CANTILEVERED OFF THE WALL, OR ON A MIN. 4-IN. HIGH CONTINUOUSLY COVED CURB OR PLATFORM. L-ANGLE LEGS ARE NOT ACCEPTABLE. 6. COOKING EQUIPMENT SPACED LESS THAN 6-INCHES FROM ADJACENT WALLS SHALL BE FLASHED TOGETHER TO THE WALLS. EQUIPMENT SCHEDULE & MECHANICAL REQUIREMENTS IN S T A L L B Y DESCRIPTION EQC IT E M QU A N T I T Y SU P P L I E R EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC MANUFACTURER MODEL NUMBER GENERAL REMARKS EQUIPMENT SCHEDULE ELECTRICAL VOLTS K.W.AMPS HP PHASE REMARKS PLUMBING WATER HOT COLD GAS SIZE BTU W A S T E REMARKS EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 17A 18 19 20 21 22 23 24 25 (3) WELL HOT FOODS TABLE FIRE EXTINGUISHER HAND SINK PREP SINK 3 COMP SINK - CLEAN ONLY ICE MACHINE w/ ICE BIN WATER FILTER SINGLE DOOR MOP SINK CABINET WALK IN COOLER COMMERCIAL AIR CURTAIN 75lb CO2 SODA TANK TANKLESS WATER HEATER SS PREP TABLES SS DRY ST RACK GSW MANITOWOC IY-1176C / B-570 PENTAR EVERPURE (EV9437-32) ADVANCED TABCO 9-OPC-84 MARS CH SERIES - 42NCH 15 GAL PER MIN. 18"x 48" / 36" X 74" (6 TIER) TOTAL 32 MIN LIN. FT. C36S-6BN 48" WIDE SALAD PREP GAS CHARBROILER GRIDDLE 82" wide 6-BURNER GAS RANGE EMBOSSED ALUMINUM (SEMI-GLOSS) PAINTED 5/8" GYP. BOARD WASHABLE O EQCEQC26 EMPLOYEE LOCKERS 27 29 EQCEQC30 31 1 1 10 2 1 3 1 1 1 1 1 1 2 1 3 1 1 2 1 1 1 1 1 115 115 60 1.1 1 1 1/21/2 1/21/2 1/21/2 1/2 3/4 1/21/2 SELF CONTAINED F.S. DIRECT WASTE INDIRECT WASTE 2" F.S. DIRECT WASTE (GREASE INTERCEPTOR)2" F.S. INDIRECT WASTE 2" DIRECT WASTE F.S. INDIRECT WASTE INDIRECT WASTE CE I L I N G S O O O O 215,0003/4" REGENCY SS 1"1" 199,900 BTU'S MAX EQCEQC 13' - 0" TYPE I HOOD CAPTIVE-AIRE1 STAINLESS STEEL MARLITE FRP (4-FT HIGH MINIMUM) EMBOSSED ALUMINUM (SEMI-GLOSS) PAINTED 5/8" DRYWALL WASHABLE O BA S E S W A L L S O O O O O O OO O WOOD BASE BOARD 4" HIGH SANITARY COVE BASE TOPSET (DALTILE S3619TN) 5" HIGH SS COVE BASE W/ MIN. 3/8" RADIUS (Western Fabrication - T304 SSTL #4 FINISH SCHEDULE FL O O R S TYPE ENTRY O 6"x24" ACCENT PORCELAIN TILE SERVICE AREA FOOD PREP / DISH WASH COOKING LINE DRY STORAGE O O O O FLASHED TOGETHER WITH WALL 150,0003/4"EQC EQC1 JADE 210,0003/4" JB-36 36" WIDE BROILER 3/4" 90,000 PER CONTRACTOR EQCEQC CAPTIVE-AIRE4' - 0" TYPE I HOOD EQCEQC ORANGE JUICE MAKER1 EQC EQC1 - EQCEQC GAS FRYERS EQCEQC WALK IN FREEZER EQCEQC SODA BEV DISPENSER EQCEQC EQCEQC WARMER 24" WIDE1 DUKE ATOSA 15,0003/4" 3/4" 136,000 AMERICAN RANGE 3/4" 64,000 WB303 28 EQCEQC COFFEE MACHINE2 HOT PLATE 12" WIDE 3 TOP OPENINGS 3 FRYERS WB302 ARHP-12-2 JGT-2484 DUKE 2 TOP OPENINGS 15,0003/4" F.S. EQCEQC1 FRY DUMP ICE CREAM MACHINE EAGLE GROUP FN2020-1-18L-14/3 JADE 1/2 F.S. 1/2 F.S. INDIRECT WASTE INDIRECT WASTE INDIRECT WASTE INDIRECT WASTE ATFS-50 WOLF 9' - 0" TYPE I HOOD ZUMEX VERSATILE PRO ORANGE CURTIS ALP3GT12A000 TAYLOR 5454 208/230 160 SE18243D24 LANCER ICD 2300 F.S. INDIRECT WASTE ON 6" LEGS 120 160 .5 220-240 160 2.7 SS PREP / WORK TABLES DINING AREA(S) O O O O O O O RESTROOMS O O O O WALK-IN COOLER O O O O WALK-IN FREEZER O O O O EMPLOYEE ROOM O O O O STORAGE CLOSET O O O O O O ELECTRICAL ROOM O O CONCRETE SEALER (Concrete Sealers USA - TS210 Heavy Duty Oil & Stain Protector) O O O BACK OF HOUSE O W/ 2" MIN. CLEARANCE FROM END WALL CAPTIVE-AIRE1 REGENCY 600HS17 NORITZ NCC199CDV SEE SHOP DRAWINGS M-4.05 Less than 100lbs SEE SHOP DRAWINGS M-4.05 SEE SHOP DRAWINGS M-4.06 STAINLESS STEEL 32 1 EQCEQC SS WORK TABLE W/ HAND SINK 1/21/2 DIRECT WASTE2" CUSTOM FABRICATION BY NSF APPROVED FABRICATOR CA.LIC.#43 68 69 N/E METAL PRODUCTS CUSTOM FABRICATION BY NSF APPROVED FABRICATOR CA.LIC.#43 68 69 N/E METAL PRODUCTS CUSTOM FABRICATION BY NSF APPROVED FABRICATOR CA.LIC.#43 68 69 N/E METAL PRODUCTS CUSTOM FABRICATION BY NSF APPROVED FABRICATOR CA. LIC.#43 68 69 N/E METAL PRODUCTS. PROVIDE: EAGLE GRP SR14-16-9.5-1 DROP-IN SINK W/ HSA-SSK SPLASH GUARD FOR FIELD INSTALLATION FABRICATION BY NSF APPROVED FABRICATOR SEE SHOP DRAWING'S FABRICATION BY NSF APPROVED FABRICATOR SEE SHOP DRAWING'S SEE SPLASH GUARD NOTE #1. PROVIDE EAGLE GROUP HSA-SSK FOR FIELD INSTALL. 33 1 SS COOKING LINE COUNTER WITH REFRIGERATED BASEEQCEQC CUSTOM FABRICATION BY NSF APPROVED FABRICATOR CA.LIC.#43 68 69 N/E METAL PRODUCTS W/ JOHN BOOS DR2020SC-S24 SELF-CLOSING DRAWER F.S. INDIRECT WASTE EQCEQC34 HAND SINK W/ SIDE SPLASHES1 1/21/2 DIRECT WASTE2"EAGLE GROUP HSA-10-FAW-L SIDE SPLASHES TO BE FACTORY INSTALLED PER SPECIFICATIONS DRIVE-THRU SERVICE AREA FOOD PREP/DISH WASH SECONDARY ENTRANCE DRY STORAGE WAITING AREA CL E A R S T O R Y W I N D O W DRIVE THROUGH ORDER / MENU BOARD UNDER SEPARATE PERMIT TRASH 5' - 9 " 42" DOOR 36" DOOR 36 " D O O R NOTE: PROVIDE POWER AT EXTERIOR OF BUILDING FOR PROPOSED BACK LIT SIGNAGE, SEE EXTERIOR ELEVATIONS RELOCATE EXISTING SWITCH GEAR AT PROPOSED ELECTRICAL ROOM. SEE ELEC PLANS. EXISTING SWITCH GEAR TO BE RELOCATED AT PROPOSED ELECTRICAL ROOM. SEE ELEC PLANS. 36 " D O O R DINING TABLE (TABLED SEATING) 44" EMPLOYEE ROOM A-011.1 3 FD PREP -A 5 FD PREP -B A-011.1 2 KTCN -A 4 KTCN -B A-011.1 6 STORAGE -D A-011.1 8 STORAGE -A 7 STORAGE -B 1 STORAGE -C 5 4213 3 11 6 24 24 8 28 23 92827 16 1 31 23 17 14 25 25 26 23 20 20 10 30 7 21 19 12 12 25 8 29 14 34 17a 22 18 15 32 2" CLR. ELECTRICAL SODA/CO2 LIQUID CO2 TANK LESS THAN 100 LBS 6" 6" EXIT ORDERPICK-UP 35 1 / 4" FREEZER WALK-IN COOLER 8'x15' 10'x7' 42" DOOR 33 COOKING LINE MA I N E N T R Y PICK UP WINDOW STORAGE CLOSET SERVICE AREA SINGLE-USER ALL-GENDER RESTROOM SINGLE-USER ALL-GENDER RESTROOM BACK OF HOUSE DINING AREA (TABLED SEATING) 2" 9 A-011.1 20 PI C K U P WI N D O W 1 A-020 2 A-020 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac As indicated A-011 TO M ' S J R Checker Author 9-03-2024 tom's2023 Eq u i p m e n t P l a n & S c h e d u l e Mr . S p i r o s P o l i t i s 1/8" = 1'-0"2 Equipment Schedule No. Description Date 2 HlthDep.Corr.2 09.03.24 1/4" = 1'-0"3 Proposed Equipment Plan 2 1430 E Edinger Ave 3/27/2025 Fin. Floor 0' -0" Clg. Height 10' -0" 25 26 1015 23 25 Fin. Floor 0' -0" Clg. Height 10' -0" 62432828928278 14 32 Fin. Floor 0' -0" Clg. Height 10' -0" 16 1 15 31 Fin. Floor 0' -0" Clg. Height 10' -0" 542 13311 23 30 7 29 25 19 on 4" High Conc. Curb w/ Cont. Cove Base Custom S.Stl. Work Counter & Ref. System @ S e l f S t a n d i n g E q u i p m e n t 6" C l r . A . F . F . T y p . A. F . F . Ma x . 3 4 " Min. 60" Long Equipment under the Ventilation Hood to be Flashed together. BY NSF APPROVED FABRICATOR 9 A-011.1 Fin. Floor 0' -0" Clg. Height 10' -0" 231714 17a 25 23 Fin. Floor 0' -0" Clg. Height 10' -0" 25 14 22 18 25 Fin. Floor 0' -0" Clg. Height 10' -0" 15 25 1025 Fin. Floor 0' -0" Clg. Height 10' -0" 25 23 19 14 22 18 25 34 ' M A X H E I G H T 2x6 WOOD STUD DBL 2x6 TOP PLATES @ 16" O.C. STAINLESS STEEL COUNTER / QUARTZ PER OWNER DIRECTION 5/8" THICK PLYWD. FACE FINISH PER OWNER'S S.S. SHELVES 6" TILE BASE W/ 3/8" COVE BASE DIRECTION Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac As indicated A-011.1 TO M ' S J R Checker Author 9-03-2024 tom's2023 In t e r i o r K i t c h e n E l e v a t i o n s Mr . S p i r o s P o l i t i s No. Description Date 1/4" = 1'-0"1 STORAGE - C 1/4" = 1'-0"2 KTCN - A 1/4" = 1'-0"3 FD PREP - A 1/4" = 1'-0"4 KTCN - B 1/4" = 1'-0"5 FD PREP - B 1/4" = 1'-0"6 STORAGE - D 1/4" = 1'-0"7 STORAGE - B 1/4" = 1'-0"8 STORAGE - A NSF FABRICATOR INFORMATION 1" = 1'-0"9 TYP Service Counter Detail 1430 E Edinger Ave 3/27/2025 FD FD /A /A /A /A 8' - 0 " 9' - 10"5' - 2"9' - 2" 24' - 2" 9' - 4"8' - 8" 1' - 6" 1' - 6 " 17 " - 1 8 " M I N @ D O O R 32 " C L E A R 0' - 5 " 1' - 6" 18 " x 6 0 " 12"x48" 12"x48" 18"x60" 18"x60" ø 5' - 0"ø 5' - 0" FLOOR DRAIN ALL GENDER RESTROOM ALL GENDER RESTROOM 1' - 5 " E F E F G I X R X L 2' - 6 " 4' - 0" 30"x48" 30"x48" X I G R X A 30"x48" 2' - 0" L N N J J @ D O O R 32 " C L E A R 36" WIDE DOOR 36" WIDE DOOR 1 2 3 4 7 8 5 6 2 A-024 2 A-024 ELEVATION 5 PROPOSED RESTROOM INTERIOR ELEVATIONS DRYWALL WASHABLE FINISH PER PLAN 9' - 0 " 32" CLEAR OPEN 3 5.1 R PER PLAN TILE WALL FINISH + BASE ELEVATION 6 5 5. 1 I E I F G PER PLAN DRYWALL WASHABLE FINISH TILE WALL FINISH + BASE F E I G PER PLAN TILE WALL FINISH + BASEDRYWALL WASHABLE FINISH ELEVATION 7 ELEVATION 8 ELEVATION 1 PROPOSED RESTROOM INTERIOR ELEVATIONS DRYWALL WASHABLE FINISH TILE WALL FINISH + BASE L PER PLAN 9' - 0 " 32" CLEAR OPEN 3 5.1 R PER PLAN DRYWALL WASHABLE FINISH TILE WALL FINISH + BASE J ELEVATION 2 5 5 . 1 I E I F G PER PLAN N R DRYWALL WASHABLE FINISH TILE WALL FINISH + BASE F E I G PER PLAN TILE WALL FINISH + BASEDRYWALL WASHABLE FINISH ELEVATION 3 ELEVATION 4 L JN R A ACCESSORY MOUNT HEIGHT DETAIL SCALE: 1/4" = 1'-0" 3' - 4 " 3' - 5 " 5' - 1 0 " @ M E N 3' - 9 3 / 4 " 33 " 48 " M A X . 3' - 8 " 5' - 0 1 / 2 " M A X . 4' - 3 " 4' - 4 " 17 " A T A C C E S S I B L E U R I N A L 2' - 0 " T Y P I C A L 4' - 0 " M I N . 7"MIN. 9"MAX. 14 " 2' - 0 " 3' - 6 " 1' - 8 " 3' - 2 " 9" 4' - 6 " 6" 17"-18"MIN 4'-0" 9" 3' - 2 " 2' - 5 " 17 " 2' - 5 " 2' - 2 " 12 " M A X . 54 " 12" 36" 42 " M I N . 19 " 54 " M I N . 9" 2' - 1 0 " 5" 2 ' - 6 " 24" CE N T E R O N TI L E 5' - 6 " + @ W O M E N 1'-5" TO 1'-7" AT ACCESSIBLE TOILET MAXIMUM HEIGHT FOR OPERABLE PARTS AND BOTTOM OF MIRRORS NO LESS THAN 15" MIN ABOVE F.F. ACCESSIBLE URINAL-FLUSH CONTROL @ +44" A.F.F. URINAL SCREEN TOILET PARTITION HOOK & BUMPER TOILET PARTITION 36"x1 2" GRAB BAR 1-1/2"DIA. 42"x1 2" GRAB BAR 1-1/2"DIA. MEN: TOILET PAPER & SEAT COVER DISPENSER (RECESSED @ ACCESSIBLE) WOMEN: TOILET PAPER, SEAT COVER DISPENSER & S.N. DISPOSAL (RECESSED @ ACCESSIBLE) ACCESSIBLE WATER CLOSET-FLUSH CONTROL ON WIDE SIDE OF STALL SANITARY NAPKIN/TAMPON DISPENSER PAPER TOWEL DISPENSER PAPER TOWEL DISPENSER & WASTE RECEPTACLE WASTE RECEPTACLE MIRROR WITH STAINLESS STEEL FRAME AT BOTTOM SOAP DISPENSER WALL SWITCH CONVENIENCE OUTLET D G F E H A C B L N M P O I J K Q L KJ N M 0 P Q IH DC E F G B A WATER CLOSET FRONT ELEVATION MI N . 19 " MA X . WATER CLOSET SIDE ELEVATION MAX. WALL BACKING WALL BACKING CL AB O V E F. F . ACCESSIBLE COUNTER W/ ACCESSIBLE SINK R INSULATE OR COVER HOT WATER AND DRAIN PIPING (SEE DETAIL 4/A-7.1) FOR ADDITIONAL INFORMATION FLUSH ONOPEN SIDE TABLE 422.1 MINIMUM PLUMBING FACILITIES OCCUPANT LOAD FOR RESTROOM CALCULATION 2022 CBC TABLE A - GROUP "B" OCCUPANCY = OCCUPANT LOAD FACTOR 1:200 AT KITCHEN AREA AND BACK OF HOUSE AREAS SEE A-0.0 SITE PLAN 1758 S.F. / 200 = 9 OCC - INTERIOR DINING AREA SEE A-0.6 700 S.F. / 15 = 47 OCC 56 OCCUPANTS / 2 = (28 MALE & 28 FEMALE) WATER CLOSETS (FIXTURES PER PERSON) MALE B "BUSINESS" OCCUPANCY 1: 1-50 FEMALE 1: 1-15 2: 16-30 MALE 1: 1-100 LAVATORIES (FIXTURES PER PERSON) MALE 1: 1-75 FEMALE 1: 1-50 2: 51-100 NOTE: 1 MALE WATER CLOSET, 2 FEMALE WATER CLOSETS, 1 MALE URINAL, 1 MALE LAVATORIES & 1 FEMALE LAVATORIES REQUIRED FOR ALL GENDER RESTROOM. NOTE (2) ALL GENDER RESTROOMS PROVIDED URINAL CBC 2022 TABLE 1004.5 OCCUPANCY LOAD PER AREA Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac As indicated A-012 TO M ' S J R Checker Author 9-03-2024 tom's2023 De t a i l R e s t r o o m F l o o r P l a n s Mr . S p i r o s P o l i t i s 1/2" = 1'-0"1 Accessible Restroom Detail Plans ACCESSIBILITY NOTES 2022 CBC 1. UNISEX SANITARY FACILITIES SHALL BE IDENTIFIED BY A CIRCLE 1/4" THICK, 12" DIAMETER, WITH A 1/4" THICK TRIANGLE SUPERIMPOSED ON THE CIRCLE AND WITHIN THE 12" DIAMETER. (11B-703.7.2.6.3) 2. GEOMETRIC (CIRCLE AND TRIANGLE) SYMBOLS ON SANITARY FACILITY DOORS SHALL BE CENTERED ON THE DOOR AT A HEIGHT OF 60" AND THEIR COLOR AND CONTRAST SHALL BE DISTINCTLY DIFFERENT FROM THE COLOR AND CONTRAST OF THE DOOR. (11B-703.5.6 & 11B-703.5.1) NOTE: SEE ALSO SECTION (11B-703.5) FOR ADDITIONAL SIGNAGE REQUIREMENTS APPLICABLE TO SANITARY FACILITIES. 3. DOORS SHALL NOT SWING INTO THE CLEAR FLOOR SPACE REQUIRED FOR ANY FIXTURE. (11B-603.2.3) 4. ALL TOILET ROOM FLOORS SHALL HAVE A SMOOTH, HARD, NON ABSORBENT SURFACE SUCH AS PORTLAND CEMENT, CONCRETE, CERAMIC TILE OR OTHER APPROVED MATERIAL WHICH EXTENDS UPWARD ONTO THE WALLS AT LEAST 4". WALLS WITHIN WATER CLOSET COMPARTMENTS AND W ALLS WITHIN 24" OF THE FRONT AND SIDES OF URINALS SHALL SIMILARLY FINISHED TO THE HEIGHT OF 48" AND EXCEPT FOR STRUCTURAL ELEMENTS, THE MATERIALS USED IN SUCH WALLS SHALL BE A TYPE WHICH IS NOT ADVERSELY AFFECTED BY MOISTURE. (1210.2) 5. WALLS WITHIN 2 FEET (610mm) OF THE FRONT AND SIDE OF URINALS AND WATER CLOSETS SHALL HAVE A SMOOTH, HARD NON ABSORBENT SURFACE OF PORTLAND CEMENT, CONCRETE, CERAMIC TILE OR OTHER SMOOTH, HARD NON-ABSORBENTSURFACE TO A HEIGHT OF 4 FEET (1219mm), AND EXCEPT FOR STRUCTURAL ELEMENTS, THE MATERIALS USED IN SUCH WALLS SHALL BE OF A TYPE THAT IS NOT ADVERSELEY AFFECTED BY MOISTURE (1210.2) 6. CEMENT, FIBER-CEMENT OR GLASS MAT GYPSUM BACKERS IN COMPLIANCE WITH ASTM C1178, C1288 OR C1325 SHALL BE USED AS A BASE FOR WALL TILE IN TUB AND SHOWER AREAS AND WALLS AND CEILING PANELS IN SHOWER AREAS. WATER RESISTANCE GYPSUM BACKING BOARD SHALL BE USED AS A BASE FOR TILE IN WATER CLOSET COMPARTMENT WALLS WHEN INSTALLED IN ACCORDANCE WITH GA-216 OR ASTM C840. REGULAR GYPSUM WALLBOARD IS PERMITTED UNDER TILE OR WALL PANELS IN OTHER WALL AND CEILING AREAS WHEN INSTALLED IN ACCORDANCE WITH GA-216 OR ASTM C840. WATER RESISTANT GYPSUM BOARD SHALL NOT BE USED IN THE FOLLOWING LOCATIONS. a. OVER VAPOR RETARDER. b. IN AREAS SUBJECT TO CONTINUOUS HIGH HUMIDITY, SUCH AS SAUNAS, STEAM ROOMS OR GANG SHOWER ROOMS. c. ON CEILINGS WHERE FRAME SPACING EXCEEDS 12 INCHES O.C. FOR 1/2 INCH THICK AND MORE THAN 16 INCHES O.C. FOR 5/8 INCH THICK. 7. GRAB BARS FOR WATER CLOSETS NOT LOCATED WITHIN A COMPARTMENT SHALL COMPLY WITH SECTION 11B-603 AND SHALL BE PROVIDED ON THE SIDE WALL CLOSEST TO THE WATER CLOSET AND ON THE REAR WALL. (11B-603) 8. GRAB BARS FOR WATER CLOSETS LOCATED WITHIN AN ACCESSIBLE COMPARTMENT SHALL COMPLY WITH SECTION 11B-603 AND SHALL BE PROVIDED ON THE SIDE WALL CLOSEST TO THE WATER CLOSET AND ON THE REAR WALL. (11B-603) 9. DIAMETER OR WIDTH OF THE GRIPPING SURFACES OF A GRAB BAR SHALL BE 1-1/4" TO 1-1/2" NOMINAL, OR THE SHAPE SHALL PROVIDE AN EQUIVALENT GRIPPING SURFACE. IF GRAB BARS ARE MOUNTED ADJACENT TO A WALL, THE SPACE BETWEEN THE WALL AND GRAB BARS SHALL BE 1-1/2". (11B-609, FIG 11B-609.3) 10. ALLOWABLE STRESSES SHALL NOT BE EXCEEDED FOR MATERIALS USED WHEN A VERTICAL OR HORIZONTAL FORCE OF 250 POUNDS IS APPLIED AT ANY POINT OF THE GRAB BAR, FASTENER, MOUNTING DEVICE, OR SUPPORTING STRUCTURE (11B-609.8) 11. GRAB BARS AND ANY WALL OR OTHER SURFACE ADJACENT TO IT SHALL BE FREE OF ANY SHARP OR ABRASIVE ELEMENTS. EDGES SHALL HAVE A MINIMUM RADIUS OF 1/8" (11B-609.5) 12. WALKS AND SIDEWALKS SUBJECT TO COMMERCIAL ACCESSIBILITY DISABLED ACCESS SECTION SHALL HAVE A CONTINUOUS COMMON SURFACE, NOT INTRERRUPTED BY STEPS OR BY ABRUPT CHANGES IN LEVEL EXCEEDING 1/2 INCH (11B-303) 13. WALKS AND SIDEWALKS SHALL BE 48 INCHES MIN WIDTH. (11B-403.5.1) 14. CHANGES IN LEVEL BETWEEN 1/4 INCH AND 1/2 INCH SHALL BE BEVELED WITH A SLOPE NO GREATER THAN ONE VERTICAL IN 2 UNITS HORIZONTAL 50% SLOPE (11B-303) 15. WALKS AND SIDEWALK SURFACES SHALL BE SLIP RESISTANT AS FOLLOWS: SURFACES WITH LESS THAN 6% SLOPE SHALL BE AT LEAST A SLIP RESISTANT AS THAT DESCRIBED AS A MEDIUM SALTED FINISH. SURFACES WITH A 6% OR GREATER SLOPE SHALL BE SLIP-RESISTANT. REFER TO 2022 CBC 16. RECESSED DOOR MATS SHALL BE ADEQUATELY ANCHORED TO PREVENT INTERFERENCE WITH WHEELCHAIR TRAFFIC. REFER TO 2022 CBC 17. FOR HINGED DOORS, THE OPENING WIDTH SHALL BE MEASURED WITH THE DOOR POSITIONED AT AN ANGLE OF 90 DEGREES FROM ITS CLOSED POSITION. (11B-404, FIG. 11B--404.2.3(a)) 18. WHEN A PAIR OF DOORS IS UTILIZED, AT LEAST ONE OF THE DOORS SHALL PROVIDE A CLEAR, UNOBSTRUCTED OPENING WIDTH OF 32 INCHES WITH THE LEAF POSITIONED AT AN ANGLE OF 90 DEGREES FROM ITS CLOSED POSITION. (11B-404.2.3) 19. GROUND AND FLOOR SURFACES ALONG ACCESSIBLE ROUTES AND IN ACCESSIBLE ROOMS AND SPACES, INCLUDING FLOORS, WALKS, RAMPS, STAIRS, AND CURB RAMPS, SHALL BE STABLE, FIRM, AND SLIP RESISTANT. (11B-302) 20. CHANGES IN LEVEL GREATER THAN 1/2 INCH SHALL BE ACCOMPLISHED BY MEANS OF A CURB RAMP, RAMP, OR ELEVATOR. (11B-303) 21. IF CARPET OR CARPET TILE IS USED ON A GROUND OR FLOOR SURFACE, THEN IT SHALL BE SECURELY ATTACHED; HAVE A FIRM CUSHION, PAD OR BACKING OR NO CUSION OR PAD; AND HAVE A LEVEL LOOP, TEXTURED LOOP, LEVEL CUT PILE, OR LEVEL CUT/UNCUT PILE TEXTURE. THE MAXIMUM PILE HEIGHT SHALL BE 1/2 INCH. EXPOSED EDGES OF CARPET SHALL BE FASTENED TO FLOOR SURFACES AND HAVE A TRIM ALONG THE ENTIRE LENGTH OF THE EXPOSED EDGE. CARPET EDGE TRIM SHALL COMPLY WITH SECTION 11B-303 (11B-302.2, FIG 11B-302.2) 22. IF GRATINGS ARE LOCATED ON FLOORS, THEN THEY SHALL HAVE SPACES NO GREATER THAN 1/2 INCH WIDE IN ONE DIRECTION. IF GRATINGS HAVE ELONGATED OPENINGS, THEN THEY SHALL BE PLACED SO THAT THE LONG DIMENSIONS IS PERPENDICULAR TO THE DOMINANT DIRECTION OF TRAVEL. (11B-302.3, FIG 11B-302.3) 23. EVERY CORRIDOR AND HALLWAY SERVING AN OCCUPANT LOAD OF 10 OR MORE SHALL NOT BE LESS THAN 44 INCHES IN WIDTH. (11B-403.5.1) 24. CORRIDORS AND HALLWAYS SERVING AN OCCUPANT LOAD OF LESS THAN 10 SHALL NOT BE LESS THAN 36 INCHES IN WIDTH. (11B-403.5.1) 25. CIRCULATION AISLES AND PEDESTRIAN WAYS SHALL BE SIZED ACCORDING TO FUNCTIONAL REQ. AND IN NO CASE SHALL BE LESS THAN 36 INCHES IN CLEAR WIDTH. (11B-403.5.1) 26. EVERY PORTION OF EVERY BUILDING IN WHICH ARE INSTALLED SEATS, TABLES, MERCHANDISE, EQUIPMENT OR SIMILAR MATERIALS SHALL BE PROVIDED WITH AISLES LEADING TO AN EXIT. (11B-901) 27. EVERY AISLE SHALL BE NOT LESS THAN 36 INCHES WIDE IF SERVING ONLY ONE SIDE, AND NOT LESS TAHN 44 INCHES WIDE IF SERVING BOTH SIDES. (11B-403.5.1) 28. WHERE A SINGLE COUNTER CONTAINS MORE THAN ONE TRANSACTION STATION, SUCH AS BANK COUNTER WITH MULTIPLE TELLER WINDOWS OR A RETAIL SALES COUNTER WITH MULTIPLE CASH REGISTER STATIONS, AT LEAST 5% BUT NEVER LESS THAN ONE OF EACH TYPE OF STATION SHALL BE LOCATED AT A SECTION OF COUNTER THAT IS AT LEAST 36 INCHES LONG AND NO MORE THAN 28 TO 34 INCHES HIGH. (11B-904) 1/4" = 1'-0"2 Accessible Restroom Interior Elevations 1/4" = 1'-0"3 ACCESSORY MOUNT HEIGHT DETAIL1/8" = 1'-0"4 Restroom Occupant Load Calculation No. Description Date 1430 E Edinger Ave 3/27/2025 Fin. Floor 0' -0" Roof 11' -2" Fin Surface -0' -6" Clg. Height 10' -0" 9' - 0 " CE I L I N G H E I G H T 10 ' - 0 " 1' - 2 " 0' - 6 " 19 ' - 0 " 4' - 0 " 5' - 0 " 3' - 0 " 6' - 0 " PICKUP WINDOW AT DRIVE-THRU 15 ' - 6 " 10 ' - 0 " 1' - 6 " 5' - 0 " 1' - 0 " 1' - 6 " 4' - 0 " 3' - 6 " 25' - 8 1/2"13' - 5"7' - 6 1/2"3' - 11" 2' - 6" 813129 8 11 7 6 13 9 13 12 SL-02 SL-02 SL-02SL-02 WINDOW "A" TYPE WINDOW "B" TYPE SL-02 SL-02 1138 10 ' - 0 " 1' - 6 " 4' - 0 " 1' - 0 " 8 0' - 4 " 12 12 8 6 9 112 83 3 3 7 7 14 12 11' - 3" 5' - 8 1 / 2 " Top of Parapet 15' -6" 14 5/8"29 1 / 2 " SEE CIVIL PLANS TACTILE AT 0" CURB LANDSCAPE CURB BEYOND SEE A-0.0 SITE PLAN FLUSH TACTILE WARNING 84.57 FS SEE CIVIL PLANS SLOPED DRIVEWAY SEE CIVIL PLANS Fin. Floor 0' -0" Roof 11' -2" Fin Surface -0' -6" Clg. Height 10' -0" 1 A-015 3 A-015 2' - 2 " 1' - 6 " 1' - 0 " 5' - 0 " 4' - 0 " 16 ' - 6 " 5' - 0 " 1' - 6 " 10 ' - 0 " 2' - 1 0 " 13 ' - 8 " 16 ' - 6 " 9' - 0 " 6' - 6" 2' - 6"11' - 3 1/2"14' - 5"7' - 11 1/2"15' - 5" 7' - 0" 22' - 1 1/2" 1277661376 12812 SL-02 SL-02 SL-02 WINDOW "D" TYPE WINDOW "E" TYPE 4 PAINTED BACKER PANEL AT PROPOSED SIGNAGE. 9' - 0 " MECHANICAL SCREEN AT ROOF 8 81 9 14 76 7' - 6 " 0106 8' - 2 1 / 2 " 9' - 9 " Top of Parapet 15' -6" EXTERIOR ELEVATION NOTES: 1. CONCRETE SLAB BASE MATERIAL AND MEMBRANE: SHALL BE PROPERLY LAPPED AND SEALED TO PREVENT MOISTURE INFILTRATION PER STRUCTURAL ENGINEER'S PLANS AND SPECIFICATIONS. UNDER-SLAB WATERPROOFING PER SPECIFICATIONS & SOILS REPORT INSTALL MANUFACTURER'S RECOMMENDATIONS. 2.FINISHED GRADE. ALL SITE WORK TO BE COMPACTED IN STRICT ACCORDANCE WITH THE SOILS ENGINEER'S RECOMMENDATIONS AND SPECIFICATIONS. 3.CONTINUOUS G.I. WEEP SCREED. LOCATE WEEP SCREED AT LOWEST POSSIBLE POINT OF CONCRETE FOOTING AND SILL PLATE JUNCTURE. 4.WALL CONSTRUCTION: 2x STUDS AT PLATE WALL BEARING. AT THICKENED CONDITIONS FURR WALL WITH 2"x4" STUDS TO THICKNESS SHOWN IN PLANS. SEE STRUCTURAL ENGINEER'S PLANS FOR SPACING AND SPECIFICATIONS. 5. PROVIDE DRAFT STOPS WITHIN ATTICS (IF APPLICABLE), MANSARDS, OVERHANGS, AND SIMILAR CONCEALED SPACE FORMED OF COMBUSTIBLE CONSTRUCTION PER CBC REQUIREMENTS. (3,000 SQ.FT. OR 60' MAX). 6.SMOOTH EXTERIOR PLASTER WITH INTEGRAL COLOR HAND-TROWELED FINISH OVER EXPANDED METAL LATH OVER (2) LAYERS OF GRADE "D" BUILDING PAPER BACKING. OWNER AND ARCHITECT TO APPROVE 5'-0"x5'-0" MINIMUM MOCK-UP OF TEXTURE, COLOR, AND SHEEN. PROVIDE AS MANY MOCK-UPS AS REQUIRED TO GAIN APPROVED EFFECT. ALL OUTSIDE CORNERS TO BE BEADED 7.METAL WINDOW AND DOORS. SEE DOOR AND WINDOW SCHEDULES. GLASS ON ALL SWINGING DOORS WITHIN 18" OF THE ADJACENT WALKING SURFACE SHALL BE FULLY TEMPERED. 8.EXTERIOR GRADE VERTICAL OR HORIZONTAL SMOOTH 4" HARDIE PANEL SYSTEM W/ CONCEALED HARDWARE W/ (2) LAYERS OF BUILDING PAPER UNDER VERTICAL WALLS. SEE ELEVATIONS FOR FINISH. VERIFY WITH CLIENT WOOD PANEL SYSTEM AND COLOR. CONTRACTOR SHALL VERIFY WITH PANEL MANUFACTURER INSTALLATION AND WATERPROOFING REQUIREMENTS. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO ARCHITECT PRIOR TO INSTALLATION. 9.LIGHT FIXTURE LOCATION. OWNER APPROVED FIXTURE. 10. G.I. & PAINTED SHEET METAL PARAPET COPING AND METAL CANOPY SYSTEM SHALL BE PREFABRICATED AND SHALL BE WARP FREE SYSTEM. SHOP APPLIED, SEMI-GLOSS POWDER COATED PAINT. PAINT PER OWNER DIRECTION. PROVIDE SHOP DRAWINGS AND SAMPLES OF METAL PANEL INCLUDING THICKNESS OF PANELS AND WARRANTY INFORMATION AGAINST WARPING. 11. EXTERIOR GRADE TILE FINISH. INSTALL PER MANUFACTURER SPECS OVER MORTAR, WATERPROOFING SYSTEM AND DENS GLASS GOLD SHEATHING. 12. METAL PARAPET COPING G.I. PAINTED FINISH TO MATCH WALL 13. EXTERIOR SIGNAGE PER SEPARATE DEFERRED SUBMITTAL. 14. 1/2" G.I. OR ALUMINUM METAL REVEAL. PAINT TO MATCH WALL. Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac 1/4" = 1'-0" A-013 TO M ' S J R Checker Author 11-20-2024 tom's2023 El e v a t i o n s Mr . S p i r o s P o l i t i s 1/4" = 1'-0"1 North Elevation 1/4" = 1'-0"2 South 3 33 No. Description Date 3 BLDG Revision 3 11.20.24 1430 E Edinger Ave 3/27/2025 Fin. Floor 0' -0" Roof 11' -2" Fin Surface -0' -6" Clg. Height 10' -0" 16 ' - 6 " 5' - 0 " 1' - 6 " 10 ' - 0 " 19 ' - 0 " 19 ' - 0 " 0' - 6 " 9' - 0 " 2' - 0 " 7' - 0 " 3' - 0 " 13 ' - 6 " 18' - 2 1/2"30' - 8 1/2"2' - 9" 3' - 0 " 0' - 6 " 3' - 6" 138109 14 7 86 11 4' - 0" 1' - 6 " SL-02 SL-02 SL-02 WINDOW "H" TYPE 148 SIGNAGE SHALL BE MOUNTED TO METAL CANOPY. ALL SIGNAGE SHOWN FOR CLARIFICATION PURPOSES. SIGNAGE SHALL BE SEPARATE DEFERRED SUBMITTAL ROOF MECHANICAL SCREEN 8 8 14 1 DRIVE-THRU SLOPED PER CIVIL PLANS DRIVE-THRU 6' - 0" Top of Parapet 15' -6" Fin. Floor 0' -0" Roof 11' -2" Fin Surface -0' -6" Clg. Height 10' -0" 2 A-015 2' - 8 " 1' - 6 " 1' - 0 " 9' - 0 " 3' - 0 " 3' - 0"3' - 0" 1' - 4 " 7' - 8 " 16 ' - 6 " 5' - 0 " 1' - 6 " 10 ' - 0 " 3' - 6" 1' - 6 " 10 ' - 0 " 1068 8 7 106 SL-02 SL-02 3' - 0 " WINDOW "F" TYPE WINDOW "G" TYPE 1 19 ' - 0 " PAINTED BACKER PANEL AT PROPOSED SIGNAGE SL-02 34 " M A X WINDOW "C" TYPE PICKUP WINDOW & COUNTER DRIVE-THRU WINDOW & COUNTER 67 14 14 1 DRIVE-THRU 21' - 8 1/2" 9' - 0 " 6' - 2 " 0601 9' - 0 " Top of Parapet 15' -6" 5 A-024 14 5/8"29 1 / 2 " FLUSH TACTILE WARNING 84.57 FS SEE CIVIL PLANS AND SITE PLAN A-000 3 A-021 EXTERIOR ELEVATION NOTES: 1. CONCRETE SLAB BASE MATERIAL AND MEMBRANE: SHALL BE PROPERLY LAPPED AND SEALED TO PREVENT MOISTURE INFILTRATION PER STRUCTURAL ENGINEER'S PLANS AND SPECIFICATIONS. UNDER-SLAB WATERPROOFING PER SPECIFICATIONS & SOILS REPORT INSTALL MANUFACTURER'S RECOMMENDATIONS. 2.FINISHED GRADE. ALL SITE WORK TO BE COMPACTED IN STRICT ACCORDANCE WITH THE SOILS ENGINEER'S RECOMMENDATIONS AND SPECIFICATIONS. 3.CONTINUOUS G.I. WEEP SCREED. LOCATE WEEP SCREED AT LOWEST POSSIBLE POINT OF CONCRETE FOOTING AND SILL PLATE JUNCTURE. 4.WALL CONSTRUCTION: 2x STUDS AT PLATE WALL BEARING. AT THICKENED CONDITIONS FURR WALL WITH 2"x4" STUDS TO THICKNESS SHOWN IN PLANS. SEE STRUCTURAL ENGINEER'S PLANS FOR SPACING AND SPECIFICATIONS. 5. PROVIDE DRAFT STOPS WITHIN ATTICS (IF APPLICABLE), MANSARDS, OVERHANGS, AND SIMILAR CONCEALED SPACE FORMED OF COMBUSTIBLE CONSTRUCTION PER CBC REQUIREMENTS. (3,000 SQ.FT. OR 60' MAX). 6.SMOOTH EXTERIOR PLASTER WITH INTEGRAL COLOR HAND-TROWELED FINISH OVER EXPANDED METAL LATH OVER (2) LAYERS OF GRADE "D" BUILDING PAPER BACKING. OWNER AND ARCHITECT TO APPROVE 5'-0"x5'-0" MINIMUM MOCK-UP OF TEXTURE, COLOR, AND SHEEN. PROVIDE AS MANY MOCK-UPS AS REQUIRED TO GAIN APPROVED EFFECT. ALL OUTSIDE CORNERS TO BE BEADED 7.METAL WINDOW AND DOORS. SEE DOOR AND WINDOW SCHEDULES. GLASS ON ALL SWINGING DOORS WITHIN 18" OF THE ADJACENT WALKING SURFACE SHALL BE FULLY TEMPERED. 8.EXTERIOR GRADE VERTICAL OR HORIZONTAL SMOOTH 4" HARDIE PANEL SYSTEM W/ CONCEALED HARDWARE W/ (2) LAYERS OF BUILDING PAPER UNDER VERTICAL WALLS. SEE ELEVATIONS FOR FINISH. VERIFY WITH CLIENT WOOD PANEL SYSTEM AND COLOR. CONTRACTOR SHALL VERIFY WITH PANEL MANUFACTURER INSTALLATION AND WATERPROOFING REQUIREMENTS. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO ARCHITECT PRIOR TO INSTALLATION. 9.LIGHT FIXTURE LOCATION. OWNER APPROVED FIXTURE. 10. G.I. & PAINTED SHEET METAL PARAPET COPING AND METAL CANOPY SYSTEM SHALL BE PREFABRICATED AND SHALL BE WARP FREE SYSTEM. SHOP APPLIED, SEMI-GLOSS POWDER COATED PAINT. PAINT PER OWNER DIRECTION. PROVIDE SHOP DRAWINGS AND SAMPLES OF METAL PANEL INCLUDING THICKNESS OF PANELS AND WARRANTY INFORMATION AGAINST WARPING. 11. EXTERIOR GRADE TILE FINISH. INSTALL PER MANUFACTURER SPECS OVER MORTAR, WATERPROOFING SYSTEM AND DENS GLASS GOLD SHEATHING. 12. METAL PARAPET COPING G.I. PAINTED FINISH TO MATCH WALL 13. EXTERIOR SIGNAGE PER SEPARATE DEFERRED SUBMITTAL. 14. 1/2" G.I. OR ALUMINUM METAL REVEAL. PAINT TO MATCH WALL. Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac 1/4" = 1'-0" A-014 TO M ' S J R Checker Author 11-20-2024 tom's2023 El e v a t i o n s Mr . S p i r o s P o l i t i s 1/4" = 1'-0"1 East Elevation 1/4" = 1'-0"2 West 3 3 No. Description Date 3 BLDG Revision 3 11.20.24 1430 E Edinger Ave 3/27/2025 Fin. Floor 0' -0" Roof 11' -2" Fin Surface -0' -6" Clg. Height 10' -0" 2 A-015 16 ' - 6 " 2' - 1 0 " 2' - 2 " 1' - 6 " 10 ' - 0 " 10 ' - 0 " 19 ' - 0 " 7' - 6 " 1' - 6 " 10 ' - 0 " CE I L I N G H E I G H T 9' - 1 0 " T O F I N I S H EXISTING CONCRETE SLAB TO REMAIN PROPOSED NEW SLAB AT EXTERIOR WALKWAY. SEE CIVIL PLANS. PROPOSED NEW SLAB AT DRIVE-THRU. SEE CIVIL PLANS. PROPOSED NEW PLANTER. SEE CIVIL PLANS. A-022 3 A-019 4 A-021 2 EXTEND EXISTING PARAPETS, REFER TO STRUCTURAL PLANS. FILL IN ATTIC WITH INSULATION OR PROVIDE ATTIC VENTILATION PER 2022 CBC 2 A-022 2 A-022 2 A-022 A-021 2 A-019 4 PROPOSED ROOF TRUSS SYSTEM REFER TO STRUCTURAL & TRUSS PLANS. PROPOSED MULTI PLY BUILT UP ROOFING SYSTEM OVER PLYWOOD, REFER TO ROOF PLAN & S.E. FOR TRUSS PROPOSED ROOF MOUNTED MECHANICAL EQUIPMENT ON RAISED WOOD PLATFORM PER STRUCTURAL ENGINEER Top of Parapet 15' -6" SLOPED DRIVE-THRU REFER TO CIVIL PLANS Fin. Floor 0' -0" Roof 11' -2" Fin Surface -0' -6" Clg. Height 10' -0" 1 A-015 1' - 6 " 10 ' - 0 " 7' - 0" 13 ' - 6 " CE I L I N G H E I G H T 9' - 1 0 " T O F I N I S H 2' - 8 " 2' - 4 " A-022 3 2 A-022 2 A-022 2 A-022 A-019 4A-021 1 1 A-022 EXISTING CONCRETE SLAB TO REMAIN. REFER TO STRUCTURAL EXISTING EXTERIOR WALLS TO REMAIN PROPOSED ROOF TRUSS STRUCTURE, REFER TO STRUCTURAL PLANS. MECHANICAL SCREEN REFER TO ROOF PLAN PROPOSED NEW SLAB AT EXTERIOR DINING. SEE CIVIL PLANS. PROPOSED NEW SLAB AT DRIVEWAY. SEE CIVIL PLANS. PROPOSED NEW SLAB AT DRIVEWAY. SEE CIVIL PLANS. PROPOSED MULTI PLY BUILT UP ROOFING SYSTEM OVER PLYWOOD, REFER TO ROOF PLAN & S.E. FOR TRUSS GENERAL FINISHES NOTE: SEE COLOR & MATERIAL BOARD FOR ALL EXTERIOR COLORS AND MATERIALS INCLUDING EXTERIOR FINISHES. AS WELL REFER TO 3D VIEWS SHEETS A-8.0 SERIES FOR DIAGRAMATIC SKETCH RENDERINGS SHOWING COLOR & MATERIALS. SLOPE 1/4":12" Top of Parapet 15' -6" 1/4" 12" 9' - 0 " T O F I N I S H S O F F I T CE I L I N G H E I G H T 9' - 1 0 " T O F I N I S H @ P A R K I N G 0' - 6 " C U R B @ D R I V E - T H R U 0' - 6 " C U R B PROPOSED NEW SLAB AT DRIVEWAY. SEE CIVIL PLANS. Fin. Floor 0' -0" Roof 11' -2" Clg. Height 10' -0" 3' - 6" 16 ' - 0 " 4' - 6 " 1' - 6 " 10 ' - 0 " A-021 2 A-022 2 9' - 1 0 " T O F I N I S H 1' - 0 " 0' - 2 1 / 2 " 1' - 1 1 / 2 " 0' - 2 1 / 2 " 7' - 6 " PROPOSED SOLID BACKER AT PROPOSED BUILDING SIGNAGE PER CITY REGULATIONS. ALL SIGNAGE SHALL BE SEPARATE DEFERRED SUBMITTAL SIGNAGE PER SEPARATE DEFERRED SUBMITTAL, SEE ELEVATIONS A-3.0 SERIES Top of Parapet 15' -6" Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac As indicated A-015 TO M ' S J R Checker Author 11-20-2024 tom's2023 Bu i l d i n g S e c t i o n s Mr . S p i r o s P o l i t i s 1/4" = 1'-0"1 Section 1 1/4" = 1'-0"2 Section 2 3/4" = 1'-0"3 Section 3 FU R R C E I L I N G A T I N T E R I O R 9 ' - 1 0 " 3 No. Description Date 3 BLDG Revision 3 11.20.24 1430 E Edinger Ave 3/27/2025 1/4" PLF SLOPE 1.5" SQ G.I. GUARDRAIL VERTICAL POSTS 48" O.C. BOLTED THROUGH (E) ROOF PLYWOOD & (N) SOLID 4x BLOCKING W/ (4) 3/8" G.I. ANCHOR BOLTS INTO SOLID BLK. PER 2022 CBC REFER TO STRUCTURAL PLANS FOR DESIGN LOAD REQUIREMENTS 1. SEE STRUCTURAL DRAWINGS FOR LOAD CALC'S AND EXACT CONNECTION REQUIREMENTS LESS PER 2022 CBC INTERMEDIATE MEMBERS MIN. 4" APART OR 3. SUPPORTS @ 4'-0" MAX O.C. MAKE 2. PREFAB VERT GUARDRAIL TO BE 48" ABOVE FINISH SURFACE. REFER TO STRUCTURAL FOR GUARD CALCULATIONS. SHOP DRAWINGS TO BE SUBMITTED TO STRUCT. ENG. & ARCHITECT FOR APPROVAL BEFORE FABRICATION. NOTES: MECH SCREEN EXTERIOR ELEVATION MECH SCREEN DETAIL G.I. CAP @ SQ VERT POST. USE 30 YEAR UV RESISTANT CAULKING TO SEAL (E) WOOD ROOF FRAMING SEE STRUCTURAL 48" A.F.R. ADD SHAPED 2x PRESSURE TREATED BLOCKING AT SLOPED ROOF CONDITIONS. MECH SCREEN SHALL BE VERTICAL. ADD SELF SEAL FLEX MEMBRANE AT ALL HARDWARE PENETRATIONS. (N) 4x BLOCKING @ VERTICAL MECH SCREEN POSTS 1x6 PRESSURE TREATED SCREEN PAINTED DARK GREY TO MATCH BUILDING OR PLASTIC TREX OR EQUAL PLANKS. BOLT TO VERT POSTS WITH S.S. RECESSED TORX CREW HARDWARE (E) PLYWOOD (N) ROOF SYSTEMOF V E R T P O S T S 6" G A P @ B A S E @ B T M 6" G A P G.I. CAP @ SQ VERT POST. USE 30 YEAR UV RESISTANT CAULKING TO SEAL (N) ROOF SYSTEM (E) PLYWOOD PROVIDE GATE OR REMOVABLE PANEL FOR MECH EQUIP ACCESS 0' - 0 1 / 2 " 0' - 0 1 / 2 " 0' - 0 1 / 2 " 0' - 0 1 / 2 " 0' - 0 1 / 2 " 1x6 HARDIE WOOD TO MATCH BUILDING PAINTED DARK GREY TO MATCH BUILDING. BOLT TO VERT POSTS WITH S.S. RECESSED TORX CREW HARDWARE VERT POSTS 48" O.C. 300' view HE I G H T EQ U I P M E N T RE Q U I R E D OK N O S C R E E N ROOF SCREEN - DIAGRAM VIEW DETAIL CITY NOTES: 1. DESIGN OF SCREEN SHALL MATCH BUILDING MATERIAL TEXTURE AND COLOR. 2. EXTERIOR PLYWOOD, CORRUGATED METAL OR METAL MESH IS NOT PERMITTED. 3. PROVIDE ACCESS DOOR INTO ENCLOSURE. 4. STRUCTURE SHALL SATISFY BUILDING SAFETY DIVISION & FIRE DEPARTMENT REQUIREMENTS. 16' - 0" 17 ' - 2 " 16' - 0" 3' - 7 " 10 ' - 0 " 3' - 7 " 2CY TRASH BIN 0' - 6 " 0' - 6" 0' - 6 " CONCRETE CURB 8" WIDE SPLOT-FACE CONCRETE BLOCK TRASH ENCLOSURE WALL SEE STRUCTURAL ENGINEER 0' - 7 1 / 2 " 5" DIA METAL PIPE TRASH ENCLOSURE ROOF SUPPORT. SEE STRUCTURAL ENGINEER PLANS METAL TRASH ENCLOSURE DOOR WITH METAL HINGES AND LOCKPROPERTY LINE 5' - 0" 6' - 0 " 5' - 0" 6' - 0 " 6' - 0" 5' - 0 " 2CY TRASH BIN 2CY TRASH BIN 14' - 3" 14 ' - 1 1 " B A-016 B A- 0 1 6 A A-016 A A-016 A A-016 A A-016 B A-016 0' - 8 " 1' - 6 " 6' - 0 " 8' - 2 " 16' - 8" 0' - 8 " 1' - 6 " 6' - 0 " 8' - 2 " 10' - 0" TRASH ENCLOSURE FRONT ELEVATION TRASH ENCLOSURE RIGHT SIDE ELEVATION 16'-0" SIDE ELEVATION TRASH ENCLOSURE REAR ELEVATION 16'-0" SIDE ELEVATION TRASH ENCLOSURE LEFT SIDE ELEVATION CMU BLOCK GENERAL NOTE: 8" WIDE CMU BLOCK WALL DECORATIVE SPLIT- FACE STONE BASE WITH ANTI-GRAFFITI COATING & STONE CAP REFER TO STRUCTURAL PLANS FOR REBAR AND DETAILING 4" WIDE CORRUGATED METAL DOOR WITH 3" TUBE STEEL FRAME, STEEL FRAME JAMB PAINTED FINISH, AND STANDARD GATE LATCH AND ANCHOR ROD LOCKING MECHANISM B A-016 A A-016 A A-016 2x8 HSS TUBE STEEL AT ROOF FRAME WITH 1" CORRUGATED SHEET METAL ROOF, SEE STRUCTURAL PLANS. PAINTED FINISH TO MATCH MASONRY ENCLOSURE SPLIT-FACE CMU BLOCK WITH ANTI-GRAFFITI COATING 17' - 2" 16' - 8" DETAIL A DETAIL B A A-016 A A-016 B A-016 B A-016 B A-016 SPLIT-FACE CMU BLOCK WITH ANTI-GRAFFITI COATING SPLIT-FACE CMU BLOCK WITH ANTI- GRAFFITI COATING SPLIT-FACE CMU BLOCK WITH ANTI- GRAFFITI COATING SPLIT-FACE CMU BLOCK WITH ANTI-GRAFFITI COATING 8 x 8 x 16 8 x 8 x 16 A A A A B B B B B Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac As indicated A-016 TO M ' S J R Checker Author 9-03-2024 tom's2023 Me c h a n i c a l S c r e e n & T r a s h En c l o s u r e Mr . S p i r o s P o l i t i s 3" = 1'-0"1 MECH ROOF SCREEN DETAIL 1/2" = 1'-0"2 Trash Enclosure Detail Plan 3/8" = 1'-0"3 Trash Enclosure Elevations DECORATIVE SPLIT BLOCK BY ORCO NATURAL GREY LW A 06 -Astronomical N450-7 BY BEHR -Eggshell Finish B PAINT FINISH AT METALWORK No. Description Date 1430 E Edinger Ave 3/27/2025 11' - 3" 4' - 0 " 5' - 0 " WINDOW "A" TYPE WINDOW "B" TYPE 5' - 7 1/2"5' - 7 1/2" TEMP GLASS TEMP GLASS PLAN VIEW 1' - 0 " 8'-0" PER MANUF 36" A.F.F. S.S. SHELF BUTT JOINT CORNER GLAZING 3' - 0 " 8'-0" PER MANUF 6' - 0 " 3' - 0 " PER MANUFACTURER TEMP GLASS TEMPERED GLASS w/ Self-Closing Mechanism TEMP GLASS SIDE VIEW TEMP GLASS TEMP GLASS WINDOW "D" TYPE 4' - 0 " 5' - 0 " TEMP GLASS 22' - 0" WINDOW "E" TYPE 9' - 0 " 6' - 6" GLASS DOOR 36" WIDE TEMP GLASS TEMP GLASS WINDOW "F" TYPE 6' - 5" TEMP GLASS TEMP GLASSTEMP GLASSTEMP GLASS 7' - 2 1/2"7' - 1"7' - 8 1/2" WINDOW "G" TYPE 9' - 0 " 3' - 8 1/2"9' - 0"9' - 0" 21' - 8 1/2" TEMP GLASS TEMP GLASS TEMP GLASS TEMP GLASS TEMP GLASS TEMP GLASS WINDOW "H" TYPE 6' - 0" 7' - 0 " 2' - 0 " TEMP GLASS 7' - 0 " 3' - 6" 7' - 0 " 3' - 0" 2 3 5 8 6 1 4 7 9 DOORS #7 & #9 AT ELECTRICAL ROOM SHALL BE STEEL WITH LOUVERS 2'-6" WIDE DOUBLE DOOR WINDOW "C" TYPE 2' - 1 0 " 6' - 2 " 9' - 0 " 4' - 7" 8' - 0 " 5'-0" MTL DOOR 9 7' - 6 " 7' - 6 " Tempered Glass w/ Self-Closing Mechanism 9' - 0 " THRESHOLD DETAIL 6/A-003 5/A-003 THRESHOLD DETAIL 6/A-003 5/A-003 THRESHOLD DETAIL 6/A-003 5/A-003 THRESHOLD DETAIL 6/A-003 5/A-003 THRESHOLD DETAIL 6/A-003 5/A-003 GENERAL WINDOW NOTES: 1. ALL WINDOW ROUGH OPENINGS (R.O.) SHOULD BE BASED ON MANUFACTURER'S ORDERED SIZES, SPECIFICATIONS, RECOMMENDATIONS AND DETAILS. 2. ROUGH FRAMING SUBCONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL FRAMING, NAILERS AND FILLERS AS SHOWN ON DOOR DETAILS AND AS MAY OTHERWISE BE REQUIRED FOR PROPER INSTALLATION OF ALL WINDOWS REFER TO DETAILS. 3. ALL WINDOW DETAILS SHOULD MEET OR EXCEED DETAILS AND SPECIFICATIONS OR AN OWNER AND ARCHITECT APPROVED EQUAL SUBSTITUTE. 4. SHOP DRAWINGS OF ALL WINDOW TYPES MUST BE SUBMITTED TO THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. 5. REFER TO GENERAL NOTES FOR TYPICAL REQUIREMENTS APPLICABLE TO WINDOWS 6. ALL WINDOWS TO BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACURER'S SPECIFICATIONS AND RECOMMENDATIONS TO INSURE PRODUCT WARRANTY 7. WINDOW GLAZING TO BE DUAL GLAZING. 8. NOT USED 9. ALL EXTERIOR JAMBS TO BE BACK-PRIMED PRIOR TO INSTALLATION. 10. REFER TO THE ENERGY CALCS REPORT (T24) FOR REQUIRED 'U' & SHGC VALUES. 11. SEE EXTERIOR ELEVATIONS FOR DEMARKATION OF DIRECTION OF SWING ON ALL WINDOWS. 12. EVERY SLEEPING ROOM SHALL HAVE AT LEAST ONE EXTERIOR DOOR OR WINDOW OPEN DIRECTLY INTO A YARD OR EXIT COURT FOR EMERGENCY EGRESS. WINDOWS MUST PROVIDE THE FOLLOWING SITUATION: MINIMUM 5.7 SQUARE FEET OF OPENABLE AREA CLEAR, MINIMUM CLEAR WIDTH OF 20", MINIMUM CLEAR HEIGHT OF 24" AND A FINISH SILL HEIGHT NOT MORE THAN 44" ABOVE FINISH FLOOR. (PER CBC 2022) 13. ALL GLAZING IN HAZARDOUS LOCATIONS MUST BE IDENTIFIED BY A LABEL (PERMANENT IF TEMPERED) AS SAFTEY GLAZING: (PER CBC 2022). A. GLAZING IN ALL DOORS B. GLAZING IN BATH AND SHOWER ENCLOSURES C. ALL GLAZING WITHIN 24" ARC OF THE DOOR EDGE D. PANELS OVER 9 SQ. FT. IN AREA HAVING THE LOWEST EDGE LESS THAN 18" ABOVE THE FINISH FLOOR AND HAVING A TOP EDGE GREATER THAN 36" ABOVE THE FLOOR 14. ANY GLASS AREA 9 SQUARE FEET OR LARGER IN SIZE TO BE SAFTEY GLASS. GENERAL DOOR NOTES: 1. ALL SCHEMATIC DOOR TYPES ARE NOT TO SCALE. REFER TO ABOVE SCHEDULE FOR DIMENSIONS. AND FIELD VERIFY EXISTING DEMOLISHED DOORS TO BE REPLACED. 2. ALL EXTERIOR DOORS TO BE DELIVERED TO JOB SITE AS COMPLETE UNITS. 3. ALL DOOR AND WINDOW HARDWARE TO BE ON AN ALLOWANCE OWNER / INTERIOR DESIGNER SELECTION. 4. REFER TO CF-1R FORM IN TITLE-24 ENERGY CALCULATIONS FOR REQUIRED 'U' VALUES. 5. DOOR SAMPLE TO BE APPROVED BY OWNER AND ARCHITECT BEFORE PLACING DOOR ORDER. 6. ALL DOORS TO BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. 7. ROUGH FRAMING SUBCONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL FRAMING, NAILERS AND FILLERS AS SHOWN ON DOOR DETAILS AND AS MAY OTHERWISE BE REQUIRED FOR PROPER INSTALLATION OF ALL DOORS. INCLUDING HEIGHTS OF HEADERS / BEAMS SUPPORTING DOORS & HARDWARE. SUBCONTRACTOR SHALL COORDINATE WITH MANUFACTURER FOR DOOR CLEARANCES & INSTALLATION. 8. GARAGE DOORS WITH ELECTRIC GARAGE DOOR OPENERS TO HAVE ELECTRIC EYE SAFETY DEVICE MOUNTED AT HEIGHT REQUIRED BY MANUFACTURER AND LOCAL GOVERNING BODY. 9. ANY GLASS AREA 9 SQUARE FEET OR LARGER IN SIZE TO BE TEMPERED. TERMPERED GLASS IN HAZARDOUS LOCATIONS PER U.B.C. SEC 2406.4 A. INGRESS AND EGRESS DOORS B. PANELS IN SLIDING OR SWINGING DOORS OTHER THAN WARDROBE DOORS. C. DOORS AND ENCLOSURES FOR HOT TUB, BATHRUB, SHOWERS (ALSO GLAZING IN WALL ENCLOSING THESE COMPARTMENTS WITHIN 5' OF STANDING SURFACE) D. IF WITHIN 2 FT. OF VERTICAL EDGE OF CLOSED DOOR AND WITHIN 5 FT. OF STANDING SURFACE E. IN WALL ENCLOSING STAIRWAY LANDING 10. SAFTEY GLASS IS REQUIRED AT WARDROBE DOOR. CBC 2022 11. PROVIDE DOOR STOPS WHEREVER NECESSARY. 12. FINAL FINISH SELECTION FOR DOORS BY OWNER, ARCHITECT, AND INTERIOR DESIGNER. NOTE: NOT ALL GENERAL DOOR & WINDOWS NOTE(S) MAY APPLY, CONTACT ARCHITECT FOR CLARRIFICATIONS. Safety Glazing PER CBC 2022 & (R308.4/CBC 2406) 2406.4 Hazardous Locations. The following shall be considered specific hazardous locations for the purposes of glazing: 1. Glazing in ingress and egress doors except jalousies. 2. Glazing in fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. 3. Glazing in storm doors. 4. Glazing in all unframed swinging doors. 5. Glazing in doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers. Glazing in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches (1525 mm) above a standing surface and drain inlet. 6. Glazing in fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch (610 mm) arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches (1525 mm) above the walking surface. 7. Glazing in an individual fixed or operable panel, other than those locations described in Items 5 and 6 above, that meets all of the following conditions: 7.1 Exposed area of an individual pane greater than 9 square feet (0.84 ). 7.2 Exposed bottom edge less than 18 inches (457 mm) above the floor. 7.3 Exposed top edge greater than 36 inches (914 mm) above the floor. 7.4 One or more walking surfaces within 36 inches (914 mm) horizontally of the plane of the glazing. 8. Glazing in railings regardless of height above a walking surface. Included are structural baluster panels and nonstructural in-fill panels. EXCEPTION: The following products and applications are exempt from the requirements for hazardous locations as listed in Items 1 through 8 above: 1. Glazing in Item 6 when there is an intervening wall or other permanent barrier between the door and the glazing. 2. Glazing in Item 7 when a protective bar is installed on the accessible sides of the glazing 34 inches (864 mm) to 38 inches (965 mm) above the floor. The bar shall be capable of withstanding a horizontal load of 50 pounds per linear foot (729 N/m) without contacting the glass and be a minimum of 1 1/2 inches (38.1 mm) in height. 3. Outboard pane in insulating glass units and in other multiple glazed panels in Item 7 when the bottom exposed edge of the glass is 25 feet (7620 mm) or more above any grade, roof, walking surface or other horizontal or sloped (within 45 degrees of horizontal) surface adjacent to the glass exterior. 4. Openings in door through which a 3-inch-diameter (76.2 mm) sphere will not pass. 5. Assemblies of leaded, faceted or carved glass in Items 1, 2, 6 and 7 when used for decorative purposes. 6. Curved panels in revolving door assemblies. 7. Doors in commercial refrigerated cabinets. 8. Glass block panels complying with Section 2110. 9. Glazing in walls and fences used as the barrier for indoor and outdoor swimming pools and spas when all of the following conditions are present: 9.1 The bottom edge of the glazing is less than 60 inches (1525 mm) above the pool side of the glazing. 9.2 The glazing is within 5 feet (1525 mm) of a swimming pool or spa deck area. 10. Glazing in walls enclosing stairway landings or within 5 feet (1525 mm) of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches (1525 mm) above a walking surface. 2406.5 Wardrobe Doors. Glazing in wardrobe doors shall meet the impact test requirements for safety glazing as set forth in U.B.C. Standard 24-2, Part II. Laminated glass must also meet the boil test requirements of U.B.C. Standard 24-2, Part II. EXCEPTION: The impact test shall be modified so that if no breakage occurs when the impacting object is dropped from the height of 18 inches (457 mm), the test shall progress in height increments of 6 inches (152.5 mm) until the maximum of 48 inches (1219 mm) is reached. 2406.6 Glass Railings. Glass used as structural balustrade panels in railings shall be one of the following types: 1. Single fully tempered glass. 2. Laminated fully tempered glass. 3. Laminated heat-strengthened glass. The panels and their support system shall be designed to withstand the load specified in Table 16-B. A safety factor of 4 shall be used. Each handrail or guardrail section shall be supported by a minimum of three glass balusters or otherwise supported so that it remains in place should one baluster panel fail. Glass balusters shall not be installed without a handrail or guardrail attached. For all glazing types the minimum nominal thickness shall be 1/4 inch (6.35 mm). Glazing materials shall not be installed in railings in parking garages except for those locations where the railing is not exposed to impact from vehicles. A. EXIT DOORS SHALL BE EQUIPPED WITH PANIC HARDWARE. S.S. HARDWARE FINISH EXTERIOR DOOR LOCKSET 34" TO 48" A.F.F. SUGATSUNE DSI-2000-30-60I, DORMA BTSBO CLOSER OR EQUAL PER CONTRACTOR. SUBMIT TO CLIENT SPECIFICATIONS. B. SINGLE INTERIOR DOOR LATCHSET 34" TO 48" A.F.F. FALCON T- SERIES DANE GRADE I COMMERCIAL PASSAGE FUNCTION C. EGRESS DOORS/GATES SHALL BE READILY OPENABLE FROM THE EGRESS SIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. (1010.1.9) D. OPENABLE PARTS OF SUCH HARDWARE SHALL BE 34 INCHES MINIMUM AND 44 INCHES MAXIMUM ABOVE THE FINISH FLOOR OR GROUND. E. THE FORCE FOR PUSHING OR PULLING OPEN A DOOR SHALL BE 5- LB MAXIMUM. F. OPERABLE PARTS SHALL BE OPERABLE WITH ONE HAND AND SHALL NOT REQUIRE TIGHT GRASPING, PINCHING, OR TWISTING OF THE WRIST. G. A READILY VISIBLE DURABLE SIGN POSTED ON THE EGRESS SIDE ON OR ADJACENT TO THE MAIN EXIT DOOR STATING: "THIS DOOR TO REMAIN UNLOCKED WHEN THIS SPACE IS OCCUPIED", IS REQUIRED. (1010.1.9.4) NOTE: ALL DOORS MUST MEET CITY OF SANTA ANA BUILDING & POLICE DEPARTMENT APPROVAL & REQUIREMENTS. DOOR HARDWARE SHALL BE ADA & MEET CBC 2022 ACCESSIBILITY REQUIREMENTS, SUBMIT FULL SHOP DRAWINGS FOR ALL DOORS. DOOR HARDWARE NOTES: 1. ALL LOCK SETS TO BE RE-KEYED PRIOR TO OWNER MOVE IN. VERIFY WITH CLIENT & ALL LOCK SETS TO FUNCTION FROM ONE KEY. HARDWARE NOTES: 1. STEEL OR ALUMINUM FRAME W/ SOLID CORE WOOD DOORS AND OR GLASS. PAINTED TO MATCH AS DIRECTED BY CLIENT. VERIFY W/ CLIENT MATERIAL AND FINISH INDEX: Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac As indicated A-017 TO M ' S J R Checker Author 9-03-2024 tom's2023 Do o r & W i n d o w S c h e d u l e s Mr . S p i r o s P o l i t i s Door Schedule Door Number Door Size Frame Type Fire Rating Description Finish Comments 1 Door-Curtain-Wall-Double-Storefront 2 36" x 80" 3 36" x 80" 4 Door-Curtain-Wall-Single-Glass 5 30" x 80" 6 36" x 108" 7 5' x 8' Metal Elec Room Door 8 42" x 80" E 36" x 80" E 36" x 84" Window Schedule Type Mark Rough Opening Manufacturer Material CommentsWidth Height 3/8" = 1'-0"1 Exterior Building Windows WALK IN COOLER DOOR BY MANUFACTURER WALK IN COOLER DOOR BY MANUFACTURER DOUBLE 3'-0" WIDE TEMP GLASS ENTRY STOREFRONT DOOR. SINGLE 3'-0" WIDE TEMP GLASS ENTRY STOREFRONT DOOR. PROVIDE PANIC HARDWARE. MTL N/A MTL N/A MTL N/A MTL N/A MTL N/A MTL N/A MTL N/A MTL N/A MTL N/A MTL N/A "A" TYPE "B" TYPE "C" TYPE "D" TYPE "E" TYPE "F" TYPE "G" TYPE "H" TYPE 11'-3" 5'-0" WESTERN OR EQUAL MTL REFER TO EXTERIOR ELEVATIONS, TEMP GLASS INSULATED UNITS PROVIDE LOUVERS PER MANUF SPECIFICATIONS 8'-0" 6'-0" WESTERN OR EQUAL MTL REFER TO EXTERIOR ELEVATIONS, TEMP GLASS INSULATED UNITS W/ SELF CLOSING MECHANISM. 4'-7" 6'-2" WESTERN OR EQUAL MTL REFER TO EXTERIOR ELEVATIONS, TEMP GLASS INSULATED UNITS W/ SELF CLOSING MECHANISM. 22'-0" 5'-0" WESTERN OR EQUAL MTL REFER TO EXTERIOR ELEVATIONS, TEMP GLASS INSULATED UNITS 6'-6" 1'-6" WESTERN OR EQUAL MTL REFER TO EXTERIOR ELEVATIONS, TEMP GLASS INSULATED UNITS 6'-5" 1'-6" WESTERN OR EQUAL MTL REFER TO EXTERIOR ELEVATIONS, TEMP GLASS INSULATED UNITS 21'-8.5" 5'-0" WESTERN OR EQUAL MTL REFER TO EXTERIOR ELEVATIONS, TEMP GLASS INSULATED UNITS 6'-0" 2'-0" WESTERN OR EQUAL MTL REFER TO EXTERIOR ELEVATIONS, TEMP GLASS INSULATED UNITS No. Description Date PROVIDE PANIC HARDWARE. 1430 E Edinger Ave 3/27/2025 PROPOSED HARDIE PANEL WOOD SIDING UNDER CANOPY PAINT UNDERSIDE OF STRUCTURE AND HVAC SYSTEM FLAT BLACK PAINT UNDERSIDE OF STRUCTURE AND HVAC SYSTEM FLAT BLACK PAINT UNDERSIDE OF STRUCTURE AND HVAC SYSTEM FLAT BLACK DROPPED CEILING SL-02 HARD LID CEILING HARD LID CEILING HARD LID CEILING HARD LID CEILING HARD LID CEILING HARD LID CEILING HARD LID CEILING SL-02 SL-02 SL-02 PROPOSED SL-06 RECESSED LINEAR LED LIGHT FIXTURE. SL-08 SL-08 SL-08 SL-01 TYP, SL-01 TYP. SL-01 TYP. SL-02 SL-02 SL-02 SL-02 MENU BOARD PROVIDE DATA, POWER AND LIGHTING SL-04 TYP. PROPOSED EXTERIOR LINEAR LED LIGHT FIXTURE. SL-07 SL-07 SL-01 TYP, SL-02 SL-02 SL-03 PENDANT A V AV NOTE: PROVIDE POWER AT EXTERIOR OF BUILDING FOR PROPOSED BACK LIT SIGNAGE, SEE EXTERIOR ELEVATIONS A V SL-02 SL-02 SL-02 SEE SHEET A-2.3 FOR HOOD & EQUIPMENTS SL-06 SL-06 SL-06 SL-06 SL-05, TYP SL-05, TYP SL-04 TYP. SL-04 TYP. 3' - 5" 2' - 6 " 2' - 3 " SL-06 SL-06 SL-07 SL-07 SL-08 6 A-022 6 A-022 6 A-022 5 A-020 5 A-020 5 A-020 5 A-020 4 A-020 CEILING SECTION CEILING SECTION 6 A-022 similar section LIGHTING DIAGRAM LEGEND INDICATES THE LOCATION OF EXIT SIGNS PLACED EVERY 100' PER 2022 CBC; SHADED REGION INDICATES THE DIRECTION OF TRAVEL TO THE EXIT. NOT USED Lithonia LDN6 Round 6” Open and Wallwash Recessed Can White Finish SECURITY CAMERA BY CLIENT UNDER SEPARATE PERMIT PAINTED GYPSUM BOARD DROP CEILING J J-BOX FOR FUTURE CLIENT LIGHT FIXTURE EMERGENCY EXIT LIGHT (SEE ELECTRICAL SHEETS) LIGHTING LEVELS SHALL MEET 2022 CBC 2022 CEC SL-01 SL-02 SL-04 SL-03 SL-07 SL-05 ELECTRICAL DIAGRAM LEGEND 110 V DUAL OUTLET REFER TO ELLECTICAL PLANS DATA OUTLET REFER TO ELLECTICAL PLANS SWITCH REFER TO ELLECTICAL PLANS TV WALL MOUNTED TV/COAX CABLE OUTLET, REFER TO ELLECTICAL PLANS AV WALL MOUNTED AUDIO VIDEO OUTLET, REFER TO ELLECTICAL PLANS AV FLUSH FLOOR MOUNTED COMBO QUAD OUTLET/ 2 PORT DATA / AV OUTLET CR WALL MOUNTED CARD READER REFER TO ELLECTICAL PLANS 110 V QUAD REFER TO ELLECTICAL PLANS CAN LIGHTSL -01 SL -02 SL -03 SL -04 SL -05 SL -06 SL -07 EXTERIOR W.P. LIGHT WALL MOUNT LIGHT EXTERIOR W.P. RECESSED LINEAR LIGHT WARM WHITE CONTRACTOR SHALL COORDINATE ALL ELECTRICAL COMPONENTS WITH KITCHEN DESIGNER AND RESTAURANT OWNER. CONTRACTOR SHALL COORDINATE ALL LIGHTING WITH RESTAURANT OWNER. SL-06 SL-08 SL-09 SL -08 LIGHT LIGHT LIGHT LIGHT SKU 991857 Ormandy 18in ROD PENDANT 4in fitter Configuration: Overall Length: 40 inch, Finish: Oil-Rubbed Bronze, Shade: 8.5" Opal Domed Schoolhouse SKU 8947662 Conifer 24in ROD PENDANT Configuration: Finish: Oil-Rubbed Bronze, Overall Length: 30 inch STANDARD RECESSED LED CAN LIGHT 4" DIA STANDARD RECESSED LED CAN LIGHT 6" DIA STANDARD EXTERIOR W.P. GRADE RECESSED LED CAN LIGHT 4" DIA CARSON 12" GOOSENECK A0155 -12" Matte Black EXTERIOR LED LIGHT STRIP PER ELECTRICAL ENGINEER Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac 1/4" = 1'-0" A-018 TO M ' S J R Checker Author 9-03-2024 tom's2023 Fi r s t F l o o r R e f l e c t e d C e i l i n g Pl a n Mr . S p i r o s P o l i t i s 1/4" = 1'-0"1 Electrical & Power Plan 1/4" = 1'-0"2 Electrical & Power Legend No. Description Date 1430 E Edinger Ave 3/27/2025 THE FOLLOWING ITEMS REQUIRE SHOP DRAWINGS: SHOP DRAWINGS/ SAMPLES 1. The Contractor shall submit, with such promptness as to cause no delay in his own work or in that of any other contractor, reproducible shop or setting drawings and schedules required for the work of the various trades, and samples, templates and models as require, and the Architects & CLIENT shall review them with reasonable promptness. 2. Field samples and mock-ups shall be prepared at the site by the Contractor as specified in the various sections of the Construction Documents or Client. 3. Shop Drawings (SD), Manufacturer's Specifications (MS), or Samples (S) are required for the following items. See Notes on specific items for additional requirements: a) Structural Steel (SD) b) Kitchen, Bathrooms, Miscellaneous and/or Decorative Ironwork. Coordinate with Interior Designer. (SD) (MS) c) Cabinetry, Special Millwork Items. Coordinate with Interior Designer. (SD) (MS) d) Skylights Submit Cut Sheets (SD) (MS) e) Membrane waterproofing provide specs/. Submit cut sheets (MS) f) Marble, Granite and Decorative Stonework. Coordinate with Interior Designer. (MS) (S) g) Steel Stairs (SD) (MS) h) Steel Guardrails, Handrails (MS) i) Waterproofing (Building Enevelope System) (MS) j) Sheet metal, Cove Base, Ceiling Cove (MS) k) Under Floor Ventilation (grilles & openings) (MS) l) ALL STOREFRONTS, Doors and Windows submit Cut Sheets for review. (SD, MS, S) m) Crawlspace Access location & door with lock (MS) n) Low Voltage and Security / Data Systems (MS) o) Flooring Coordinate with ARCHITECT & Interior Designer. (MS, S) p) Mechanical equipment by Contractor. Consult with Client & ARCHITECT (MS) q) Thermostats, Mechanical Registers and Diffusers, Consult with Client (MS) r) Electrical Equipment and Devices Consult with Client. (MS) t) Plumbing Equipment and Devices Consult with Client. (MS) u) Exterior Landscape (Show Plantings per Client review & Approval) including Irrigation. v) Contractor Shall consult with Client for all Paints, Finishes and all Interior Design Items to complete the project. Coordinate with Interior Designer if supplied by Client. 4. Review/approval of samples / cut sheets by the Architect & CLIENT shall not be construed as a check for general conformance with the design concept of the work as expressed in the contract documents. The obligation to guarantee dimensions and quantities is solely that of Contractor. 5. Where Shop Drawings are required, Contractor shall submit drawings to Architect & CLIENT for approval prior to fabrication or installation. Important: Verify with Architect the time limit for the submission of Shop Drawings. SEE PLAN JAMB SIMILAR INTERIOR HEAD DETAIL W.R. GRACE BITUTHANE UNDER BUILDING PAPER (SEE SPECIFICATIONS) STAPLED TO HEDER TO EXTEND 8" @ OUTSIDE FACE OF WALL. BITUTHANE TO WRAP ALL 4 SIDES OF OPENING OVER NAILING FIN. 7/8" EXTERIOR PLASTER W/ (2) LAYERS OF BUILDING PAPER UNDER. VERTICAL WALLS SEE ELEVATIONS FOR FINISH. SEE SPECIFICATIONS. MINIMAL SHEET METAL FLASHING PER SPECIFICATIONS. TURN FLASHING DOWN WALL AT EACH END OF HEADER, RUN 8" DOWN WALL. KEY TO INSIDE OF WINDOW. PROVIDE "J" MOLD AT FRAME. PROVIDE CUT SHEET OF "J" MOLD CAULK AS REQ'D BY WINDOW MANUFACTURER NOTE: ALL WINDOWS TO MATH "STYLE" OF THE LA CANTINA OR FLEETWOOD DOORS AT LIVING, DINING ROOM. CONTRACTOR SHALL VERIFY WITH OWNER OF ALL DOOR & WINDOW STYLES PRIOR TO PLACEMENT OF ORDERS. CONTRACTOR SHALL COORDINATE WITH DOOR & WINDOW MANUFACTURER & WATERPROOFING CONSULTANT FOR INSTALLATION INSTRUCTIONS. EXTERIOR REFER TO FLOOR PLAN FOR DOUBLE WALL @ EXTERIOR WALL CONDITION 0' - 5 1/2"VERIFY EDGE OF PLASTER BEYOND OCCURSNOTE: REFER TO EXTERIOR ELEV. FOR VERTICAL & HORIZONTAL WOOD RAINSCREEN DIRECTION. CONTACT THE ARCHITECT FOR CLARIFICATION IF REQUIRED. NOTE: THICKNESS AT IPE WOOD PANEL & PLASTER SYSTEM SHALL MATCH. CONTRACTOR SHALL SUBMIT CONSTRUCTION DETAILING TECHNIQUE FOR ARCHITECT TO PLASTER TRANSITION. INSTALL 1/2" ALUMINUM REVEAL AT ALL MATERIAL TRANSITIONS IN PLANE. NO EXCEPTIONS. PRESSURE TREATED WOOD STRIPS NAILED OR SCREWED TO PLYWODD W/ S.S. SCREWS. RAINSCREEN NOTE: CONTRACTOR SHALL USE RAINSCREEN CLIPS IN LIEU OF WD STRIPS IF CLIENT REQUESTS TO HIDE SCREWS APPLICATION AT IPE PANELS. VERIFY W/ CLIENT ACTUAL RAINSCREEN SYSTEM. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO ARCHITECT PRIOR TO INSTALLATION. W.R. GRACE BITUTHANE UNDER BUILDING PAPER (SEE SPECIFICATIONS) STAPLED TO HEADER TO EXTEND TO EXTEND 8" @ OUTSIDE FACE OF WALL. BITUTHANE TO WRAP ALL 4 SIDES OF OPENING OVER NAILING FIN. 1/8" GAP AT PANELS EXTERIOR GRADE HORIZONTAL IPE PANELS (RAINSCREEN SYSTEM) W/ CONCEALED HARDWARE (RAINSCREEN CLIP) W/ (2) LAYERS OF BUILDING PAPER UNDER VERTICAL WALLS. SEE ELEVATIONS FOR FINISH. VERIFY WITH CLIENT WOOD PANEL SYSTEM AND COLOR. CONTRACTOR SHALL VERIFY WITH PANEL MANUFACTURER INSTALLATIOS AND WATERPROOFING REQUIREMENTS. COTRACTOR SHALL SUBMIT SHOP DRAWINGS TO ARCHITECT PRIOR TO INSTALLATION. IPE TRIM TO MATCH W/ CONCEALED HARDWARE CONTRACTOR TO CONSULT WITH RAINSCREEN MANUFACTURER FOR ALL DETAILING CONDITIONS. SUBMIT SHOP DRAWINGS FOR APPROVALS. SHEET METAL FLASHING PER SPECIFICATIONS. TURN FLASHING DOWN WALL AT EACH END OF HEADER, RUN 8" DOWN WALL. KEY TO INSIDE OF WINDOW. PROVIDE "J" MOLD AT FRAME. CAULK AS REQ'D BY WINDOW MANUFACTURER. SEE EXTERIOR ELEVATIONS & DOOR / WINDOW SCHED FOR WINDOW SYSTEM. JAMB TRIM AT JAMB SIMILAR INTERIOR EXTERIOR HEAD DETAIL W.P. NOTE: INSTALL G.I. FLASHING SELF SEALING MEMBRANE & (2) LAYERS OF BUILDING PAPER AS RECOMMENDED BY MANUF. REFER TO FLOOR PLAN FOR DOUBLE WALL @ EXTERIOR WALL CONDITION PRESSURE TREATED WOOD STRIPS NAILED OR SCREWED TO PLYWOOD S.S. SCREWS OPTIONAL SYSTEM PER MANUF. EXTERIOR GRADE VERTICAL OR HORIZONTAL IPE (SEE EXTERIOR ELEVATIONS) OR OTHER WOOD PANEL SYSTEM (RAIN-SCREEN SYSTEM) W/ CONCEALED HARDWARE (CLIPS) W/ (2) LAYERS OF BUILDING PAPER UNDER VERTICAL WALLS. SEE ELEVATIONS FOR FINISH. VERIFY WITH CLIENT WOOD PANEL SYSTEM AND COLOR. CONTRACTOR SHALL VERIFY WITH PANEL MANUFACTURER INSTALLATION AND WATERPROOFING REQUIREMENTS. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO ARCHITECT PRIOR TO INSTALLATION. 1/2" ALUM REVEAL 7/8" EXTERIOR PLASTER W/ LAYERS OF BUILDING PAPER UNDER. VERTICAL WALLS SEE ELEVATIONS FOR FINISH. SEE SPECIFICATIONS. 1/ 2 " R E V E A L (VERIFY) (VERIFY) 0' - 0 7/8" 0' - 0 1 / 2 " I N C H PLASTER AT WOOD WITH REVEAL DETAIL PLASTER AT STONE VENEER WITH REVEAL DETAIL 1/2" ALUM REVEAL STONE VENEER OVER BUILDING PAPER. INSTALL STONE PER MANUF RECOMENDATIONS SEE ELEVATIONS FOR FINISH. 7/8" EXTERIOR PLASTER W/ LAYERS OF BUILDING PAPER UNDER. VERTICAL WALLS SEE ELEVATIONS FOR FINISH. SEE SPECIFICATIONS. CONC WALL SEE STRUCTURAL NOTE: REFER TO EXTERIOR ELEV, FOR VERTICAL & HORIZONTAL WOOD RAINSCREEN DIRECTION OR WOOD PANELS / HARDIE SYSTEM. CONTACT THE ARCHITECT FOR CLARIFICATIONS IF REQUIRED. 0' - 0 7/8" 0' - 0 1 / 2 " I N C H PLASTER AT PLASTER WITH REVEAL DETAIL 1/2" ALUM REVEAL 7/8" EXTERIOR PLASTER W/ LAYERS OF BUILDING PAPER UNDER. VERTICAL WALLS SEE ELEVATIONS FOR FINISH. SEE SPECIFICATIONS. STOREFRONT SYSTEM SET INMASTIC AND ANCHORED TO SLAB AL I G N W I N D O W / D O O R DI M E N S I O N INSTALL STOREFRONT PER MANUFACTURER'S RECOMMENDATIONS. EXTERIOR PLASTER SELF-ADHERING FLEXIBLE MEMBRANE FLASHING DRIP FLASHING WATER-RESISTANT BARRIER CASING BEAD 4-1/2" THERMALLY BROKEN ALUMINUM STOREFRONT SYSTEM, OUTSIDE GLAZED SHIM AS REQUIRED SEALANT AND BACKER ROD F.O. FRAME 1 2 3 4 5 6 TYPICAL WATER PROOFING AT WEEP LM60 12" GRACE "ICE" 12" COPPER WEEP SCREED 12" GRACE "ICE" BUILDING PAPER CONCRETE FOOTING PER STRUCTURAL PLANS 5/8" TYPE 'X' GYP. BOARD STUD WALL REFER TO PLAN 7/8" EXTERIOR PLASTER OR WOOD SIDING W/ (2) LAYERS OF BUILDING PAPER UNDER VERTICAL WALLS SEE ELEVATIONS FOR FINISH, SEE SPECIFICATIONS. *NOTE: REFER TO EXTERIOR BUILDING ELEVATIONS FOR EXTERIOR MATERIAL " PLASTER OR WOOD FINISH" "IPE WOOD" REFER TO DETAIL A-7 SERIES FOR WOOD RAINSCREEN SYSTEM AS OCCURS. VERIFY EXTERIOR MATERIALS W/ CLIENT FOR APPROVAL. CONACT ARCHITECT FOR ANY PROPOSED CHANGES. PLYWOOD SHEATHING PER STRUCTURAL CONTINUOUS SHEET METAL WEEP SCREED PAINT TO MATCH WALLS. AVOID CONTACT W/ DISSIMILAR METALS. WHERE WEEP SCREED IS MORE THAN 8" BELOW SILL PLATE. SLIP SHEET JOINT W/ 24" W.R. GRACE + 24" DIAMOND LATH OVER LATH, INSTALL PER MANUF SPECIFICATIONS. NOTE: Weep Screed shall be 4 inches (102 mm) above the natural ground or 2 inches (51 mm) above paved areas. The screed should be made of a corrosion- resistant material and allow trapped water to drain outside the building. The exterior lath should cover and end on the screed's attachment flange FINISH GRADE. CONCRETE OR PAVERS PER LANDSCAPE. SLOPE MIN. 2% AWAY FROM BUILDING. INSTALL PER MANUFACTURER SPECIFICATIONS SHEET METAL FLASHING @ PLYWOOD SEE STRUC 2% SLOPE WOOD SUPPORTED BY EXTERIOR FOUNDATION WALLS: WOOD FRAMING MEMBERS,INCLUDING WOOD SHEATHING, THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE LESS THAN 8" FROM EXPOSED EARTH SHALL BE OF NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD FINISH FLOOR PER CLIENT DIRECTION 0' - 8 " 0' - 4 " 1HR FIRE RATED EXTERIOR PLASTER WALL ASSEMBLY COMPLIES WITH: UL DESIGN NO. U371 FIN. FLR. 4" @ G r o u n d 2" @ P a v e d WATERPROOFING 24" BITUTHANE STRIP, 12" ABOVE GRADE, 12" BELOW STAINLESS STEEL OR G.I. PER CONTACTOR Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac As indicated A-019 TO M ' S J R Checker Author 9-03-2024 tom's2023 Ar c h i t e c t u r a l D e t a i l s Mr . S p i r o s P o l i t i s 1 1/2" = 1'-0"0 SHOP DRAWING LIST & REQUIREMENTS 3" = 1'-0"4 WINDOW AT PLASTER SYSTEM 3" = 1'-0"1 WINDOW AT WOOD SIDING / IPE WOOD No. Description Date 3" = 1'-0"5 Standard Aluminum Reveal Detail 6" = 1'-0"3 STOREFRONT DETAIL 3" = 1'-0"2 SLAB ON GRADE FOUNDATION 1430 E Edinger Ave 3/27/2025 5/8" GYP BOARD "TYPE X" @ BOTH SIDES CONCRETE SLAB ON GRADE REFER TO STRUCTURAL PLANS COLED ROLLED CHANEL CONT. WITH CLIP ANGLE @ 4'-0" O.C. R-15 INSULATION FOR SOUND ATTENUATION. (N) 6" 20 GA. MTL STUD. NONSTRUCTURAL - REFER TO STRUCTURAL FOR DETAILING ATTACHMENT. UNDERSIDE OF EXISTING ROOF PLYWOOD SHEATHING STRUCTURAL NOTE: • REFER TO STRUCTURAL FOR ALL FRAMING, DETAILING & ANCHORING. NOTE:NOTIFY ARCHITECT IF FIELD CONDITIONS ARE DIFFERENT THAN THOSE SHOWN ON PROPOSED DETAIL GA FILE NO. WP 1070 STC= 45-49 "HILTI" X-U POWDER DRIVEN FASTENERS at 16" O.C. (ESR 2269) 1" MIN. EMBEDMENT. (USE 3/4" EMBEDMENT at P.T. SLAB) REFER TO STRUCTURAL PLANS BATT INSULATION. DIETRICH INDUSTRIES INC. 20 GAUGE 3 5/8" METAL STUDS @ 16" O.C. UNLESS OTHERWISE NOTED (ICC-ESR-2374) 5/8" GYP. BD. BOTH SIDES W/ 1" LONG SELF DRILLING AND TAPPING SCREWS @ 8" O.C. EDGES AND 12" O.C. FIELD. JOINT COMPOUND TO BE VINYL, DRY OR PRE MIXED APPLIED IN TWO COATS TO JOINTS AND SCREWS. PAPER TAPE TO BE 2" WIDE EMBEDDED IN FIRST LAYER OF COMPOUND OVER ALL JOINTS. BASE, ATTACH W/ CONT. BEAD OF LIQUID NAILS AT UPPER PORTION OF BASE MATERIAL. RAFTERS / TRUSSES PER STR. PLAN ROOFING ATTACH BOTTOM TRACK TO SLAB WITH 'HILTI' OR EQ. .13O x 1" DOME HEAD NAILS X-ZF TYPE @ 36" O.C. MAX (ICC0ESR-2776) 1 HR 5/8" DRYWALL TYPE "X" @ RESTROOMS 1 HR 5/8" DRYWALL TYPE "X" @ RESTROOMS 20GA. RUNNER TRACK W/ 2 1_ 2" MAX. FLANGE. SECURE W/ 2-#10-16 TEK SCREWS @ EA. BLOCK ROOF TRUSSES PER STR. ENG. ROOF PLYWOOD FULL HEIGHT CLG. HARD LID CEILING 2x4 WD. STUD WALL @ 16" O.C. 5/8" GYP. BOARD BOTH SIDES W/ 1" LONG SELF DRILLING AND TAPPING SCREWS @ 8" O.C. EDGES AND 12" O.C. FIELD HILTI OR EQUIVALENT DRIVE PINS @ 32" O.C. THRU P.T. PLATE W/ 17/32" MIN. EMBEDMENT INTO CONCRETE. (ICC -ESR-2776) BASE, ATTACH W/ CONTINUOUS BEAD OF LIQUID NAILS @ UPPER PORTION OF BASE MATERIAL RESTROOM SE E P L A N SE E P L A N 5 S0.8 Fin. Floor 0' -0" Clg. Height 10' -0" 9' - 0 " T O B O T T O M O F S O F F I T D R O P - D O W N 10 ' - 0 " 2x P.T. D.F. SILL W/ 5/8"⌀ANCHOR BOLT. PER STRUCTURAL SHEAR BLOCKING PER TRUSS ENG. 2x6 WOOD STUD WALL @ 16" O.C. SHEAR PER STRUCTURAL PLANS. SIMPSON WOOD FRAMING CONNECTORS. REFER TO STRUCTURAL. BASE, ATTACH W/ CONT. BEAD OF LIQUID NAILS AT UPPER PORTION OF BASE MATERIAL. 5/8" GYP BOARD BOTH SIDES JOINT COMPOUND TO BE VINYL, DRY OR PRE MIXED APPLIED IN TWO COATS TO JOINTS AND SCREWS. PAPER TAPE TO BE 2" WIDE EMBEDDED IN FIRST LAYER OF COMPOUND OVER ALL JOINTS. (3) END NAIL STRUCTURAL NOTE: • REFER TO STRUCTURAL FOR ALL FRAMING, DETAILING & ANCHORING. ROOF SHEATHING. END NAILING PER STRUCTURAL PROPOSED ROOF TRUSSES SEE STRUC REFER TO TRUSS PLANS FOR DIRECTION PLYWOOD ROOF DECK 3-5/8"x20GA. METAL C.J. @ 24" O.C., "CEMCO" OR EQUAL (SR-4943P) 3-5/8"x20GA. CONT. LEDGER CHANNEL W/ (3) 1/4"x3" METAL 'TEK' SCREWS @ 16" O.C. 5/8" GYPSUM WALLBOARD Fin. Floor 0' -0" Clg. Height 10' -0" 9' - 0 " T O B O T T O M O F S O F F I T D R O P - D O W N CONTINUOUS 600T150-43 BOTT. TRACK W/ HILTI X-U. 0.157 DIA. WITH 1" MIN. EMBEDMENT @ 16" O.C. (ESR-2269) 600S162-43 STUD WALLS @ 24" O.C. REFER TO PLAN WHERE MTL. STUD WALL ENDS. FRAMING CONNECTORS. REFER TO STRUCTURAL. BASE, ATTACH W/ CONT. BEAD OF LIQUID NAILS AT UPPER PORTION OF BASE MATERIAL. 5/8" GYP BOARD JOINT COMPOUND TO BE VINYL, DRY OR PRE MIXED APPLIED IN TWO COATS TO JOINTS AND SCREWS. PAPER TAPE TO BE 2" WIDE EMBEDDED IN FIRST LAYER OF COMPOUND OVER ALL JOINTS. (3) END NAIL STRUCTURAL NOTE: • REFER TO STRUCTURAL FOR ALL FRAMING, DETAILING & ANCHORING. CONT. MIN. 18GA C-STUD FLAT BLK'G W/FLANGES CUT OFF AT TRUSS. (1) #10 EA. STUD FLANGE, TYP. PER STRUCTURAL PROPOSED ROOF TRUSSES SEE STRUC REFER TO TRUSS PLANS FOR SPAN & DIRECTION PLYWOOD ROOF DECK 3-5/8"x20GA. METAL C.J. @ 24" O.C., "CEMCO" OR EQUAL (SR-4943P) 3-5/8"x20GA. CONT. LEDGER CHANNEL W/ (3) 1/4"x3" METAL 'TEK' SCREWS @ 16" O.C. 5/8" GYPSUM WALLBOARD STAINLESS STEEL WALL FINISH ADJACENT TO COOKING EQP. SEE PLAN E.S. (3) END NAIL 10 ' - 0 " Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac As indicated A-020 TO M ' S J R Checker Author 11-20-2024 tom's2023 Ar c h i t e c t u r a l D e t a i l s Mr . S p i r o s P o l i t i s 1 1/2" = 1'-0"3 1HR MTL STUD WALL 1" = 1'-0"5 Mtl Std Wall Cooking Line to Back of House 1" = 1'-0"4 Wood Stud Wall - Low to Full Height Clg. 1" = 1'-0"1 INTERIOR WALL DETAIL @ WD STUD 1" = 1'-0"2 INTERIOR WALL DETAIL @ MT STUD 3 No. Description Date 3 BLDG Revision 3 11.20.24 1430 E Edinger Ave 3/27/2025 CONTRACTOR SHALL VERIFY ALL HEIGHTS OF STRUCTURAL FRAMING / BEAMS TO ASSURE PROPER WALL & ROOF FURRING (2) LAYERS OF BUILDING PAPER PLYWOOD REFER TO STRUCTURAL FOR 4x BEAM METAL PANEL ALL SIDES. SMOOTH PLASTER FINISH MAY BE SUBSTITUTED WITH ARCHITECT & CLIENTS WRITTEN APPROVAL. REFER TO STRUCTURAL FOR BEAM @ WINDOWS DETAIL (2) A -7.0 (2) LAYERS OF BUILDING PAPER REFER TO ELEVATIONS FOR WOOD IPE OR HARDIE FINISH. SEE EXT ELEVATIONS FOR MATERIAL / REFERENCE. 1' - 6 " A T E N T R Y R E F E R T O E L E V A T I O N S SE E E X T E R I O R E L E V A T I O N S ELEVATIONS SEE EXTERIOR (2) LAYERS OF BUILDING PAPER PLASTER OR WOOD SIDING. SEE EXTERIOR ELEVATIONS REFER TO EXTERIOR ELEVATIONS FOR WINDOWS METAL PANEL ALL SIDES. SMOOTH PLASTER FINISH MAY BE SUBSTITUTED WITH ARCHITECT & CLIENTS WRITTEN APPROVAL. SLOPE 1/4"/12"8" M I N . CONTRACTOR SHALL VERIFY ALL HEIGHTS OF STRUCTURAL FRAMING / BEAMS TO ASSURE PROPER WALL & ROOF FURRING (2) LAYERS OF BUILDING PAPER PLYWOOD REFER TO STRUCTURAL FOR 4x BEAM REFER TO STRUCTURAL FOR BEAM PREFAB ALUMINUM VERTICAL BLADES. SEE ROOF PLAN UNDER SEP PERMIT. METAL PANEL @ ALL SIDES. SEE EXTERIOR ELEVATIONS & ROOF PLAN FOR DESIGN. CONTRACTOR SHALL CONTACT THE ARCHITECT AND SHALL SUBMIT SHOP DRAWING OF INSTALLATION. RECESSED WATERPROOF LINEAR LED ALUMINUM STRIP LIGHTING AT UNDERSIDE OF CANOPY REFER TO STRUCTURAL FOR BEAM 1' - 0"SEE ROOF PLAN SEE ROOF PLAN SEE ROOF PLAN SEE ROOF PLAN SE E E X T E L E V A T I O N 0' - 4 " 0' - 4 " 0' - 1 0 " SE E E X T E L E V A T I O N REFER TO 3/A-7.2 FOR WOOD IPE OR HARDIE FINISH. SEE EXT ELEVATIONS FOR MATERIAL / REFERENCE. (2) LAYERS OF BUILDING PAPER (2) LAYERS OF BUILDING PAPER PLASTER OR WOOD SIDING. SEE EXTERIOR ELEVATIONS SLOPE 1/4"/12" 8" M I N . METAL PANEL ALL SIDES. SMOOTH PLASTER FINISH MAY BE SUBSTITUTED WITH ARCHITECT & CLIENTS WRITTEN APPROVAL. METAL PANEL ALL SIDES. SMOOTH PLASTER FINISH MAY BE SUBSTITUTED WITH ARCHITECT & CLIENTS WRITTEN APPROVAL. RECESSED WATERPROOF LINEAR LED ALUMINUM STRIP LIGHTING AT UNDERSIDE OF CANOPY METAL PANEL ALL SIDES. SMOOTH PLASTER FINISH MAY BE SUBSTITUTED WITH ARCHITECT & CLIENTS WRITTEN APPROVAL. END DETAIL @ ALUM LOUVER BEAM OR SOLID BLOCKING AT FOR HARDWARE PENETRATION 1/4" S.S. "L" BRACKET ATTACH TO BEAM OR BLOCKING WITH (2) 3/8" X 3" S.S. HEX BOLTS ATTACH ALUM VERTICAL BLADES TO "L" BRACKET WITH (2) 3/8" X 1" S.S. HEX BOLTS. INSTALL RUBBER SEAL WASHER. HARDWARE SLOT AT BOTTOM OF ALUM BLADE. ADD RUBBER PLUG TO SEAL CAULK ALL AROUND AT JOINTS A-022 4 PLYWOOD SHEATHING PER STRUCTURAL WOOD SIDING. SEE EXTERIOR ELEVATION FOR FINISH OVER (2) LAYERS BUILDING PAPER TO LAP OVER FLASHING & BITUTHANE 7/8" BULLNOSE BITUTHANE MEMBRANE STAPLED TO HEADER TO EXTEND 6" @ OUTSIDE FACE OF WALL SHEET METAL FLASHING DRIP EDGE EXTEND 6" @ OUTSIDE FACE OF WALL REFER TO STRUCTURAL PLANS FOR ALL DOOR & WINDOW HEADERS ALL WINDOW & DOOR OPENINGS TO BE FURRED AFTER WINDOW/ DOOR JAMB INSTALLATION TO PROVIDE INTERIOR FINISH CONSISTANCY FRENCH DOOR UNIT - SEE SCHEDULE BACKER ROD @ CAULK + FRY DRIP @ WINDOW HEAD WOOD DOOR SEE PLAN SEALANT TILE OR CONC FLOOR PER CLIENT DIRECTION WOOD SPACER 24 GA. G.I. PAN TO RUN 8" UP WALL W/ BUILDING PAPER TO LAP OVER FLASHING W/ BITUTHANE MEMBRANE TO SEPARATE SHEET METAL FROM CONCRETE. 3/ 4 " M I N . 0' - 6 " *NOTE: CONTRACTOR TO FIELD VERIFY ALL WATERPROOFING CONDITIONS AND PROVIDE APPROPRIATE FLASHING, CAULKING, AND MOISTURE BARRIERS AS REQUIRED. SEE SPECS. FOLLOW ALL LOCAL BUILDING CODES, STANDARDS & 2022 CBC (N) SLAB ON GRADE. SEE ELEVATIONS COORDINATE AS NECESSARY REFER TO STRUCTURAL FOR FOUNDATION. COORDINATE DETAIL WITH FLOOR PLAN CONDITIONS F.F.E. GENERIC DOOR PROFILE SHOWN FOR CLARIFICATION PURPOSES. REFER TO DOOR MANUFACTURER FOR INSTALLATION AND FLASHING REQUIREMENTS. INSTALL AND TEST THE DOOR ASSEMBLIES PER MANUFACTURER'S RECOMMENDATIONS. PROVIDE SHOP DRAWINGS OF INSTALLATION PROCEDURE FOR ARCHITECT & CLIENT REVIEW. CONTRACTOR SHALL COORDINATE WITH A LICENSED AND BONDED WATER PROOFING CONSULTANT FOR INSTALLATION PROCEDURE OF ALL ROOF, WALL & DOOR & WINDOW FLASHING & WATERPROOFING SYSTEMS FOR REVIEW, INSTALLATION AND TESTING PRIOR TO PLACEMENT OF ROOFING & EXTERIOR WALL COVERING SYSTEMS. FRY DRIP ACCESSIBLE DOOR THRESHOLD 2% MIN. SLOPE WOOD SUPPORTED BY EXTERIOR FOUNDATION WALLS: WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, THAT REST ON EXTERIOR FOUNDATION WALLS AND ARE LESS THAN 8" FROM EXPOSED EARTH SHALL BE OF NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD EXTERIOR PAVING VERIFY W/ CLIENT PAVING / MATERIAL A-021 3 2 1 HARD SURFACE, SEE CIVIL DOOR CASING BEYOND OUTSWINGING DOOR ALUMINUM DOOR SHOE PAN FLASHING O/ WATERPROOF MEMBRANE SEALANT & BACKER ROD COMPRESSIBLE FILLER (2) CONTINUOUS BEADS OF URETHANE SEALANT ALUMINUM THRESHOLD CL1/ 2 " M A X . 1/ 2 " M A X . CL1" Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac 3" = 1'-0" A-021 TO M ' S J R Checker Author 9-03-2024 tom's2023 Ar c h i t e c t u r a l D e t a i l s Mr . S p i r o s P o l i t i s 3" = 1'-0"2 Short Canopy Detail 3" = 1'-0"4 Exterior Door Threshold No. Description Date 3" = 1'-0"1 CANOPY & LOUVRE DETAIL 3" = 1'-0"3 EXTERIOR DOOR THRESHOLD 1430 E Edinger Ave 3/27/2025 NOTES: 1. REFER TO STRUCTURAL DRAWINGS FOR FRAMING OF CRICKET OVER ROOF SHEATHING 2. INSTALL COUNTERFLASHING IS LESS THAN 2" WIDE OR WHERE COUNTERFLASHING CANNOT BE REMOVED FOR BASE FLASHING INSTALLATION. 3. CURB SHALL BE CONSTRUCTED AS NECESSARY TO EXTEND 8" MIN. ABOVE CRICKET. 4. VALLEYS SLOPE AT 3/8: PER FOOR MIN. 5. CONTRACTOR SHALL HIRE WATERPROOFING CONSULTANT AND SHALL SET UP A JOBSITE MEETING WITH W.P. CONSULTANT + ROOFER + ARCHITECT & FLASHING CONSULTANT TO GO OVER THE ENTIRE W.P. SYSTEM, DETAILS AND PROCEDURES, METHODS, SPECS TO BE INSTALLED / USED FOR THE COMPLETE PROJECT. NOTIFY ARCH & CLIENT OF MEETING ON SITE. BUILT-UP ROOFING TAPERED EDGE STRIP TO CREATE SMOOTH FLUSH TRANSITION (6" WIDTH) ROOF SHEATHING CAVITY INSULATION @ 60" O.C., REQUIRED IF CAVITY IS GREATER THAN 6" IN HEIGHT. ROOFING SYSTEM W/ CRICKET SHEATHING 2X BLOCKING TOENAIL TO SLEEPERS 2X @ 24" O.C. TOENAIL TO FRM'G ROOF SHEATHING -SEE STRUCTURAL DWGS. 2X SLEEPERS @ 48" O.C. ROOF FRAMING PER STRUCTURAL DWGS. NOTE: SEE WALL DETAIL FOR COUNTERFLASHING CROSSFLOW 2X RIDGE 2X BLOCKING CRICKET TO BE FABRICATED IN STICT ACCORDANCE W/ S.M.A.C.N.A. SPECS. PLATE 62 SLOPE CRICKET TO ALLOW 1/4"= 1'-0" PROVIDE SOLID SHEATHING SHEET METAL UNDER CRICKET. 2% MIN. SLOPE TO DRAINS PE R S T R U C T U R A L PE R S T R U C T U R A L 12" 3/8" MIN. NOTE: PROVIDE OVERFLOW 2" ABOVE DRAIN PER CBC 2022 SECTION ROOF DRAINAGE & CBC PLUMBING CODE. OVERFLOW & WATER FLOW TO BE VISIBLE TO BUILDING OCCUPANTS AT REAR DECKS OR ENTRY PATIO / ENTRY AREAS. SCUPPERS SHALL NOT HAVE AN OPENING DIMENSION LESS THAN 4". THE FLOW THROUGH THE PRIMARY DRAIN SHALL BE CONSIDERED WHEN LOCATING AND SIZING ROOF SCUPPERS. ALL EXPOSED SHEET METALS TO BE PAINTED G.I. ON EXTERIOR OF BUILDING. RE F E R T O B U I L D I N G S E C T I O N S 0' - 4 " 0' - 0 5 / 8 " VARIES 0' - 3 1 / 2 " REFER TO 3/A-7.2 FOR WOOD IPE OR HARDIE FINISH. SEE EXT ELEVATIONS FOR MATERIAL / REFERENCE. SLOPE METAL COPING (2) LAYERS SELF ADHESIVE W/P. MEMBRANE, BOTTOM LAYER LAP DOWN 4" LATH AND 3-COAT PLASTER SYSTEM 1/2" CDX PLYWOOD SHEATHING CAP SHEET SET INTO HOT ASPHALT 4" FIBER CANT STRIP 3-PLY ROOF SYSTEM W/CAP SHEET SEE ROOF PLAN FOR ROOFING SPECIFICATION. CRICKET SHEATHING AS OCCURS W/ 2X BLOCKING 2% MIN. SLOPE TO DRAINS HEIGHT SEE ELEV'S SEE ROOF PLANS T.O. ROOF SHEATHING 2X PARAPET FRM'G, SEE STRUCTURAL PLANS FOR FRAMING CAP SHEET SET INTO HOT ASPHALT W.P. MEMBRANE LAP FLASHING COLLAR SEALANT & BACKER ROD EACH SIDE CONDUCTOR HEAD 8"X6" SCUPPER AT ALL ROOF CONDITIONS. OVERFLOW BEYOND SCUPPER W/ NEOPRENE STRIP ROFING SYSTEM - CAP SHEET W/ SCUPPER,3 PLIES BELOW NEOPRENE CRICKET SHEATHING W/ 2X BLOCKING DOWNSPOUT -SEE SECTION NOTES FOR MORE INFO. OMIT @ OVERFLOW 5/8" TYPE "X" GYPSUM WALL BOARD. REFER TO 3/A-7.2 FOR WOOD IPE OR HARDIE FINISH. SEE EXT ELEVATIONS FOR MATERIAL / REFERENCE. NOTE: PROVIDE OVERFLOW 2" ABOVE DRAIN PER CBC 2022 SECTION ROOF DRAINAGE & CBC PLUMBING CODE. OVERFLOW & WATERFLOW TO BE VISIBLE TO BUILDING OCCUPANTS AR REAR DECKS OR ENTRY PATIO OR ENTRY AREAS. SCUPPERS SHALL NOT HAVE AN OPENING DIMENSION LESS THAN 4". THE FLOW THROUGH THE PRIMARY DRAIN SHALL BE CONSIDERED WHEN LOCATING AND SIZING ROOF SCUPPERS. ALL EXPOOSED SHEET METALS TO BE PAINTE G.I. ON EXTERIOR OF BUILDING 2% MIN. SLOPE TO DRAINS SLOPE SLOPE (2) LAYERS OF BUILDING PAPER W/ FULL METAL FLASHING 0' - 6 " 0' - 3 " 0' - 1 1/2" PROVIDE BID ALTERNATE FOR ARCHITECT & CLIENT REVIEW AT THROUGH WALL "HIDDEN DOWNSPOUT" OPTION IN LIEU OF THROUGH PARAPET & DOWNSPOUT. OVERFLOWS TO DISCHARGE PER 2022 CBC CODE 8" MIN. 8" MIN. 7/8" EXTERIOR PLASTER W/ (2) LAYERS OF BUILDING PAPER UNDER. VERTICAL WALLS SEE ELEVATIONS FOR FINISH. SEE SPECIFICATIONS. ROOF UNDERLAYMENT TO RUN 6" UP VERTICAL SURFACE 2x STUD WALL. SIZE AND SPACING PER STRUCTURAL ENGINEER'S DRAWINGS. SEE STRUCTURAL FOR SHEAR WALL INFORMATION. 2 X 6 BLOCKING COUNTERFLASHING OVER ROOF UNDERLAYMENT. SEE SPECIFICATIONS. 2 x CRICKET AS OCCURS. REFER TO ROOF PLAN EXTERIOR PLYWOOD, TYPICAL THROUGHOUT ALL EXPOSED SHEET METALS TO BE COPPER ON EXTERIOR OF BUILDING 3-PLY ROOF SYSTEM W/CAP SHEET SEE ROOF PLAN FOR ROOFING SPECIFICATION. CAP SHEET SET INTO HOT ASPHALT 4" FIBER CANT STRIP CRICKET SHEATHING AS OCCURS W/ 2X BLOCKING R.R. REFER TO STRUCTURAL 2% MIN. SLOPE TO DRAINS ROOF CANT 73" = 1'-0" Clg. Height 10' -0" SHEAR BLOCKING PER TRUSS ENG. (3) END NAIL STRUCTURAL NOTE: • REFER TO STRUCTURAL FOR ALL FRAMING, DETAILING & ANCHORING. STEEL BEAM PER STRUCTURAL TRUSS BLOCKING PER TRUSS PLANS 2x BLOCKING WITH END NAILING PARAPET PER TRUSS PLANS PROPOSED ROOF TRUSSES SEE STRUC REFER TO TRUSS PLANS FOR SPAN & DIRECTION PLYWOOD ROOF DECK 3-5/8"x20GA. CONT. LEDGER CHANNEL W/ (3) 1/4"x3" METAL 'TEK' SCREWS @ 16" O.C. 3-5/8"x20GA. METAL C.J. @ 24" O.C., "CEMCO" OR EQUAL (SR-4943P) 5/8" GYPSUM WALLBOARD 10'-0" CEILING HEIGHT SEE PLAN FOR WINDOW OR WALL LOCATION. COORDINATE IN THE FIELD 3-5/8"x20GA. CONT. LEDGER CHANNEL W/ (3) 1/4"x3" METAL 'TEK' SCREWS @ 16" O.C. 9'-0" CEILING HEIGHT 3" = 1'-0"2 PARAPET @ ROOF DETAIL 3" = 1'-0"3 PARAPET & SCUPPER @ ROOF DETAIL 3" = 1'-0"1 ROOF CRICKET Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac As indicated A-022 TO M ' S J R Checker Author 9-03-2024 tom's2023 Ar c h i t e c t u r a l D e t a i l s Mr . S p i r o s P o l i t i s No. Description Date 3" = 1'-0"4 ROOF CANT 1" = 1'-0"6 DROP DOWN CEILING SOFIT DETAIL 1430 E Edinger Ave 3/27/2025 TO P B R A C K E T 9" HE I G H T 0' - 3 1 / 2 " 0' - 8" 1/16" - 3/16" FLEX JOINT 0' - 8"0' - 0 1/2"0' - 8" STANDARD BRICK PAVER 3-5/8" X 2-1/4" X 8" 0' - 1 1 / 2 " 6" c o m p a c t e d b a s e SAND SETTING BED COMPACTED DIRT WITH GEOTEXTILE COMPACTED BASE TECHNICAL NOTES on Brick Construction 1850 Centennial Park Drive, Reston, Virginia 20221 | www.gobrick.com | 703-620-0010 Accessible Clay Brick Pavements NOTE: Abstract: Pavements composed of clay brick pavers must be able to accommodate many types of traffic, including pedestrians with physical disabilities. This Technical Note includes guidance related to the design, construction and maintenance of pavements constructed of brick pavers that will serve all people, including those with disabilities. Key Words: accessible surfaces, accessibility, ADA, disabilities, pavements, segmental pavements, sidewalks. Design • Select a paving system that is durable and is easy to maintain and repair • Ensure that the base is designed and constructed properly to avoid differential settlement • Minimize joint and chamfer widths to control vibration experienced by wheeled devices (see Figure 2) • Select appropriate trees and plants for locations near brick pavements, and employ root barriers or other best management practices to accommodate them • Consider permeable pavements that allow more rapid water runoff and allow air and water to reach tree roots • Minimize curb cuts in accessible paths to provide more level surfaces • Use truncated dome pavers/detectable warning surfaces where applicable • Select bond pattern and orientation that minimizes wheelchair vibration Paver Selection • Select pavers that have top surfaces and edges that are planar • When present, chamfers or rounded edges not wider than ¼ in. (6 mm) are recommended • Select pavers with a surface that will provide adequate slip resistance when wet Construction • Construct pavements with smooth and level surfaces within the specified tolerances: • ±⅜ in. (10 mm) from level in 10 ft (3 m), noncumulative • ⅛ in. (3.2 mm) maximum vertical lippage for straight edged pavers; ¼ in. (6 mm) maximum vertical lippage for chamfered pavers • Maximum width of sand-filled joints: 3⁄16 in. (4.8 mm) • Maximum width of mortar-filled joints: ½ in. (13 mm) Maintenance • Inspect and maintain pavements on a regular basis, but not less than once a year • Refill sand in the joints in sand-set brick paving assemblies when necessary • Repair pavements that inhibit accessibility as soon as practical SE E S T R U C T U R A L (m a x i m u m 6 ' h i g h ) HE I G H T V A R I E S S E E S I T E P L A N A - 0 . 0 EXISTING NATURAL GRADE AT ADJACENT NEIGHBOURING PROPERTY TO REMAIN. GRADE VARIES V.I.F. EXISTING CONDITIONS 6" CMU FULL BLOCK 6" X 6" X 16" AT PROPOSED PROPERTY FENCE REFER TO STRUCTURAL PLANS FOR REBAR. PROPERTY LINE SEE SITE PLAN A-0.0 SEE STRUCTURAL 0' - 0" BLOCK WALL 6" WIDE CMU SIDE ELEVATION N.T.S. FRONT ELEVATION N.T.S. (V E R I F Y ) O V E R A L L L A D D E R H E I G H T 24" 27 1/2" TYP. ALUMINUM SERRATED RUNGS 1 1/4"∅ X 3/16" SAFETY CAP 2" LG. ALUM. 4 1/2" X 1 3/8" 3' - 8 1 / 8 " 12 " 1 2 " 3 1/8" GRAB BARS ALUMINUM SERRATED 3' - 6 " PLATFORM 1" X 3" X 1/8" CHANNEL FRAME SERRATED 1 1/4" X 4 1/8" PLATFORM PLAN N.T.S. 3" 12 " 5" PLATFORM (V E R I F Y ) F . F . T O T O P O F P A R A P E T SAFETY CAP TREAD ALLOY- ALLOY 6063-T5 6061-T6 A2 PLATFORM LENGTH B VARIES FINISH PA R A P E T 7" STANDARD LADDER WIDTH 24" STANDARD 3/16" ALUM. WALL BRACKET C A1 D FLOOR 3' - 8 1 / 2 " FLOOR BRACKET 7" MI N I M U M 2 7/16" HOLES FOR 3/8" ANCHOR BOLTS BY OTHERS 3/16" ALUMINUM INTERMEDIATE/TOP BRACKETS AT 10'-0" O.C. MAX. 1/4"∅X 3/4" S.S. H.H.M.B. W/ LOCK NUT AND FLAT WASHER #12 X 1 1/4" S.S. SELF TAPPING SCREW EXTRUDED RUNG ALLOY 6061-T6 PATENT RATED FOR 1500 LBS. 1 1/4" LADDER DETAILS 1/2 FULL SCALE 3" X 1" X 1/8" ALUM.CHANNEL RAIL ALLOY 6063-TS D Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac As indicated A-023 TO M ' S J R Checker Author 9-03-2024 tom's2023 Ar c h i t e c t u r a l D e t a i l s Mr . S p i r o s P o l i t i s 3" = 1'-0"3 ACCESSIBLE BRICK PAVED DETAIL 3/4" = 1'-0"4 CMU FENCE WALL DETAIL 1" = 1'-0"5 Roof Ladder 6" = 1'-0"6 Roof Ladder Detail No. Description Date 1430 E Edinger Ave 3/27/2025 3'-0 " 3' - 4 " 18 ' - 0 " 9'-0" 8'-0" 18" CLEAR MAX. O . C . 1' - 2 3 / 8 " 6" 1 " 22 " M I N . 80 " T O P A V I N G S U R F A C E 17" MIN. 3' - 0 " 3'-0" ENTRANCE 3/8" TYP. PARKING VAN ACCESSIBLE ONLY MINIMUM FINE $250 22" UNAUTHORIZED VEHICLES PARKED IN DESIGNATED ACCESSIBLE SPACES NOT DISPLAYING DISTINGUISHING PLACARDS OR SPECIAL LICENSE PLATES ISSUED FOR PERSONS WITH DISABILITIES WILL BE TOWED AWAY AT OWNER'S EXPENSE. TOWED VEHICLES MAY BE RECLAIMED BY TELEPHONING: THE POLICE DEPARTMENT 1-714-765-1900 3 1/2"1 1/2"1 1/2"1" 17" MIN. 5/8" 1" 5/8" 5" 6" EQ EQ TYPICAL DIMENSIONS AND LAYOUTTYPICAL TACTILE EGRESS SIGNAGE 17" 48" A.F.F. PARKING ONLY MINIMUM FINE $250 VAN ACCESSIBLE ACCESSIBLE NOTE: PROVIDE TOW AWAY SIGN INFO. PER CITY OF ORANGE GUIDELINES BLUE BACKGROUND SEE NOTE 5 3/8" WIDE WHITE COLOR BAND SEE NOTE 4 (CITY CODE REFERENCE) SEE NOTE 4 3/8" WIDE WHITE COLOR BAND LOCATE SIGN AT CENTERLINE AND HEAD OF EACH HANDICAPP STALL; SIGN ON EACH SIDE OF PIPE WHERE APPICABLE. MOUNT ON WALL WHERE POSSIBLE WHITE LETTERS, BORDER AND LOGO ON BLUE BACKGROUND ADD VAN ACCESSIBLE AT VAN SPACES 2" SQ. STEEL TUBE EXTENDED INTO CONCRETE FILLED PIPE 3" DIAMETER STEEL PIPE WELDED TO STEEL PLATE STEEL PLATE 1/4"X6"X6" EPOXY TO CONCRETE SLAB FINISH GRADE NOTE: WALL MOUNTED SIGN IS ACCEPTABLE WHERE NOTED 3'-0" SQ. INTERNATIONAL SYMBOL OF ACCESSIBILITY STENCILED IN WHITE PAIN ON A BLUE BACKGROUND STALL SIGN SEE SITE PLAN HANDICAPPED PARKING 4" WIDE PAINTED LINES WHEEL STOP 4'-0" LONG CONCRETE NOTE: SLOPE SHALL NOT EXCEED 1/4" PER FOOT (2.083% GRADIENT) IN ANY DIRECTION 3/4" SPACE (TYP.) 1" LETTERS (TYP.) 1/2" NOTE: MOUNT ON WALL WHERE POSSIBLE AND WHERE INDICATED ON PLANS SIGN CONSTRUCTION TO BE 0.50 GAUGE T 3 ALUMINUM WITH REFLECTORIZED WHITE LETTERS ON BLUE BACKGROUND BAKED ENAMEL FINISH, PER FEDERAL STANDARD 599B. CONTRACTOR SHALL AFFIX ADDRESS AND TELEPHONE NUMBER OF POLICE DEPARTMENT AS A PERMANENT PART OF THE SIGN. MOUNT SIGN W/ (2) 5/16" DIA. CARRIAGE BOLTS W/ PEENED THREADS. 2" DIA. GALV. STL. STD. GAUGE FENCE POST. EMBED 18" INTO 12" DIA. x 24" DEEP CONC. FTNG. PLASTIC FRAME DISPLAY CONDITIO NS ROYAL BLUE BACKGROUND WHITE NOTES: 2. 1. EXIT STAIRS DOWN BRAILLE EXIT TO EXIT EXIT ROUTE TACTILE EXIT SIGNS SHALL BE REQUIRED AT THE FOLLOWING LOCATIONS: 1.EACH GRADE-LEVEL EXTERIOR EXIT DOOR SHALL BE IDENTIFIED BY A TACTILE EXIT WITH THE WORD, "EXIT" 2.EACH EXIT DOOR THAT LEADS DIRECTLY TO A GRADE-LEVEL EXTERIOR EXIT BY MEANS OF A STAIRWAY OR RAMP SHALL BE IDENTIFIED BY A TACTILE EXIT SIGN WITH THE FOLLOWING WORDS AS APPROPRIATE: a.“EXIT STAIR DOWN” b.“EXIT RAMP DOWN” c.“EXIT STAIR UP” d.“EXIT RAMP UP” 3.EACH EXIT DOOR THAT LEADS DIRECTLY TO A GRADE-LEVEL EXTERIOR EXIT BY MEANS OF AN EXIT ENCLOSURE OR AN EXIT PASSAGEWAY SHALL BE IDENTIFIED BY A TACTILE EXIT SIGN WITH THE WORDS, “EXIT ROUTE”. 4.EACH EXIT ACCESS DOOR FROM AN INTERIOR ROOM OR AREA TO A CORRIDOR OR HALLWAY THAT IS REQUIRED TO HAVE A VISUAL EXIT SIGN SHALL BE IDENTIFIED BY A TACTILE EXIT SIGN WITH THE WORDS, “EXIT ROUTE”. 5.EACH EXIT DOOR THROUTGH A HORIZONTAL EXIT SHALL BE IDENTIFIED BY A SIGN WITH THE WORDS, “TO EXIT”. NO PARKING ACCESS AISLES SHALL BE MARKED WITH BLUE PAINTED BORDERLINES AROUND THE PERIMETER. THE WORDS "NO PARKING" SHALL BE PAINTED IN WHITE WITHIN EACH ACCESS ISLE WITH 12" HIGH LETTERS LOCATED WHERE IT IS VISIBLE FROM ADJACENT VEHICULAR WAY. (11B-502.3.3) ALL STROKES TO BE MIN. 3" WIDE. FIELD: ROYAL BLUE BORDER & SYMBOL: WHITE PROVIDE TWO COARS OF PAINT. DRY BETWEEN COATS 3.LOCATE SYMBOL AT CENTER OF STALL WHERE SHOWN ON SITE PLAN 4.ACCESSIBILITY SYMBOL TO COMPLY W/ CURRENT ADA REQUIREMENTS OF LOCA PUBLIC AGENCY, ETC. 1. THE BOTTOM OF THE SIGN SHALL BE NO LESS THAN 36" AND NO MORE THAN 80" ABOVE FINISH GRADE. 2. SIGNS SHALL BE PROPERLY CENTERED WITHIN THE PARKING SPACE. 3. THE SIGN FACE SHOULD BE LOCATED NO FARTHER THAN 6'-0" FROM THE FRONT OF EACH PARKING SPACE. 4. ALL LETTERING SERIES "C". WHITE COLOR. 5. INTERNATIONAL SYMBOL OF ACCESSIBILITY SHOWN WHITE ON BLUE FIELD. 6. CONT. TO VERIFY PER CITY STANDARDS. NOTE: 12" EQ EQ 58 " M I N 60 " M A X 58 " M I N 60 " M A X 48"MIN A.F.F. 48" A.F.F. 60"MAX A.F.F. CL CL TOILET DOOR SIGN TOILET WALL SIGN PER MOUNTED AT LATCH SIDE OF DOOR 1.ATTACH SIGNS USING (3) THREE FLATHEAD COUNTERSUNK SCREWS TO SOLID BACKING & ADHESIVE TO BACK. 2.SIGNS ARE TO BE MOUNTED 5'-0" FROM C TO FINISHED FLOOR ON WALL ADJACENT TO TOILET ROOM DOOR STRIKE. 3.SIGNS ARE TO BE DISTINCTLY DIFFERENT FROM THE WALL IN COLOR AND CONTRAST. FINISH FLOOR WOMEN ACCESSIBILITY SYMBOL WHERE INDICATED IN SCHEDULE GRADE 2 BRAILLE DOTS 1/10" O.C. 2/10" SPACING BETWEEN CELLS MINIMUM 1/40" RAISED DOTS MINIMUM 5/8" UPPER & LOWER CASE HELVETICA CONTRACTED NOTE: ALL SIGNS TO HAVE WHITE FIGURES ON A BLUE BACKGROUND. SIGNS ARE TO BE DISTINCTLY DIFFERENT FROM THE WALL IN COLOR AND CONTRAST. ALL-GENDER CL 1/4" THICK, 12" DIA. CIRCLE, 1/4" THICK, EQUALATERAL TRIANGLE BASELINE OF LOWEST BRAILLE CELL BASELINE OF THE HIGHEST LINE OF RAISED CHARACTERS BASELINE OF LOWEST BRAILLE CELL "B" "B" 36" WIDE CBC 11B-705.1.2.5 1. 2 0 0 0 24 " SE E S E C T I O N " B " 1. 2 0 0 0 R.1254-PL. SEE DETAIL 30° .1 9 7 5 DIA. 260 PL. .450 SECTION "B" 2X SCALE 0.45-0.47 79° DIA. 260 PL. .900 .7500 30° .0 6 2 5 .2 0 0 .500 18 - P L . 4-SIDES .0 6 2 5 DIA. 18-PL. 18-PL .090 DEG POINTS.045 HIGH .2 0 0 DO M E 2 6 0 P L . EXPANSION ANCHOR TILE INSTALLATION VIEW-B 4x SCALE 1/4" x 1 1/2" LG. SECTION "B" DETECTABLE WARNING ELEMENT TO COMPLY WITH 2022 CBC DETECTABLE WARNING SURFACES TO BE YELLOW AND APPROXIMATE FS 33538 OF FEDERAL STANDARD 595C PER CBC 11B-705.1.1.3.1 2.3"-2.4" 2.3"-2.4"2.3"-2.4" 1/4"CLR. STUD FLANGE TO BLKG. FLANGE 3 5/8" MET. STUDS @ 16" O.C. 5/8" TYPE 'X' GYP. BD. TILE WHERE OCCURS 4"x16 GA. TRACK- NOTCH FLANGE & STUDS (2)#10 TEK SCREWS 1 1/4" S.S. GRAB BAR 3' - 0" DETECTABLE ELEMENT CURB 0' - 6" SLOPE PER CIVIL FINISH SURFACE @ DRIVEWAY FINISH SURFACE @ WALKWAY 3/8" RADIUS PER CIVIL 3 A-024 3" = 1'-0"4 GRAB BAR DETAIL Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I OCALF A2-28-2025 Darian Radac As indicated A-024 TO M ' S J R Checker Author 9-03-2024 tom's2023 Ac c e s s i b l e D e t a i l s Mr . S p i r o s P o l i t i s 3" = 1'-0"1 ACCESSIBILITY VAN PARKING & SIGNAGE 3" = 1'-0"2 ACCESSIBILE ALL GENDER SIGN GENERAL NOTE: CONTRACTOR SHALL FOLLOW AND SHALL BASE ALL WORK PER THE ACCESSIBILITY TO PUBLIC BUILDINGS INCLUDING PUBLIC ACOMODATIONS, COMMERCIAL BUILDINGS AND PUBLIC HOUSINGS SHALL MEET THE CODES AND REGULATIONS AS ESTABLICHED IN 2022 CBC DIVISION 7 & 11B INCLUDING CITY OF ORANGE LOCAL BUILDING CODES AND REGULATIONS. No. Description Date 3" = 1'-0"3 DETECTABLE ELEMENT 1 1/2" = 1'-0"5 0" Curb Detail 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac A-025 TO M ' S J R Checker Author 9-03-2024 tom's2023 3D V i e w s Mr . S p i r o s P o l i t i s 1 3D View 1 2 3D View 2 SIGN FOR REFERENCE ONLY. PROPOSED NEW TOM'S JR MONUMENT SIGN. ALL SIGNS SHALL BE DEFFERED SUBMITTALS SIGN FOR REFERENCE ONLY. PROPOSED NEW TOM'S JR SIGN. ALL SIGNS SHALL BE DEFFERED SUBMITTALS SIGN FOR REFERENCE ONLY. PROPOSED NEW TOM'S JR SIGN. ALL SIGNS SHALL BE DEFFERED SUBMITTALS SIGN FOR REFERENCE ONLY. PROPOSED NEW TOM'S JR SIGN. ALL SIGNS SHALL BE DEFFERED SUBMITTALS SIGN FOR REFERENCE ONLY. PROPOSED NEW TOM'S JR MONUMENT SIGN. ALL SIGNS SHALL BE DEFFERED SUBMITTALS SIGN FOR REFERENCE ONLY. PROPOSED NEW TOM'S JR SIGN. ALL SIGNS SHALL BE DEFFERED SUBMITTALS. PER CITY OF SANTA ANA MINICIPAL CODE BACKER AT SIGNAGE IS REQUIRED. SIGN FOR REFERENCE ONLY. PROPOSED NEW TOM'S JR SIGN. ALL SIGNS SHALL BE DEFFERED SUBMITTALS. PER CITY OF SANTA ANA MINICIPAL CODE BACKER AT SIGNAGE IS REQUIRED. No. Description Date 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac A-026 TO M ' S J R Checker Author 9-03-2024 tom's2023 3D V i e w s Mr . S p i r o s P o l i t i s 1 3D View 4 2 3D View 5 SIGN FOR REFERENCE ONLY. PROPOSED NEW TOM'S JR MONUMENT SIGN. ALL SIGNS SHALL BE DEFFERED SUBMITTALS SIGN FOR REFERENCE ONLY. PROPOSED NEW TOM'S JR MONUMENT SIGN. ALL SIGNS SHALL BE DEFFERED SUBMITTALS No. Description Date 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac A-027 TO M ' S J R Checker Author 9-03-2024 tom's2023 3D V i e w s Mr . S p i r o s P o l i t i s 1 3D View 3 2 3D View 7 SIGN FOR REFERENCE ONLY. PROPOSED NEW TOM'S JR MONUMENT SIGN. ALL SIGNS SHALL BE DEFFERED SUBMITTALS No. Description Date 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac A-028 TO M ' S J R Checker Author 9-03-2024 tom's2023 3D V i e w s Mr . S p i r o s P o l i t i s 1 3D View 6 No. Description Date 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac A-029 TO M ' S J R Checker Author 9-03-2024 tom's2023 3D V i e w s Mr . S p i r o s P o l i t i s 1 3D View 8 No. Description Date 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac A-030 TO M ' S J R Checker Author 9-03-2024 tom's2023 3D V i e w s Mr . S p i r o s P o l i t i s 1 3D View 9 No. Description Date 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac A-031 TO M ' S J R Checker Author 9-03-2024 tom's2023 Co l o r & M a t e r i a l B o a r d Mr . S p i r o s P o l i t i s 09 -CONCRETE FINISH & COLOR @ DRIVE-THRU 10 -HARDIE V SIDING SYSTEM DESIGN GENERAL NOTE: 1. PROPOSED EXTERIOR PERIMETER FENCE TO BE CMU BLOCK WALL. PAINT FINISH GRAY CONC COLOR. 2. PLANTERS AT GRADE TO BE 4" WIDE CMU BLOCK WALL WITH PLASTER FINISH TO MATCH. GRAY CONC COLOR. 3. RAIN GUTTERS & DOWNSPOUTS TO MATCH WALLS 4. ALL EXTERIOR SIGNAGE PER DEFERRED SUBMITTAL 5. ROOFING SHALL BE BRIGHT WHITE "REFLECTANT BUILT UP ROOFING MEMBRANE. 6. REFER TO PROPOSED LANDSCAPE PLAN FOR OTHER PROJECT FINISHES. 08 -Cameo White MQ3-32 -Eggshell Finish 07 -Deep Fire M180-7 BY BEHR PAINT -Eggshell Finish HARDIE SIDING "V" GROOVE OR BUTT JOINT COLOR BY BEHR PAINT PER COLOR & MATERIAL BOARD 06 -Astronomical N450-7 BY BEHR -Eggshell Finish 05 -Intergalactic N450-5 BY BEHR -Eggshell Finish 04 -Silver Mine PPU26-18 BY BEHR -Eggshell Finish 03 -BRIGHT ALUMINUM PAINT "METALLIC"01 -EXTRUDED ADDRESS SIGNAGE 02 -TRAVERTINE STONE FINISH11 -AGING BATTEL PPU5-02 BEHR PAINT -Eggshell Finish CLEAR GLAZING INSULATED GLASS 12 -CONCRETE SAW CUT PATTERN COLOR 02 STONE FINISH @ TOWER COLOR 08 PAINT FINISH @ PLASTER COLOR 08 PAINT FINISH @ SMOOTH PLASTER COLOR 06 PAINT FINISH @ METAL PANEL CANOPY COLOR 08 PAINT FINISH @ SMOOTH PLASTER COLOR 08 PAINT FINISH @ PLASTER COLOR 03 PAINT FINISH @ MTL DOORS AND WINDOWS COLOR 12 SAW CUT CONCRETE @ WALKWAY SIGN UNDER DEFERRED "SEPARATE" SUBMITTAL REFER TO LANDSCAPE PLANS FOR PLANTINGS REFER TO CIVIL PLANS FOR NEW DRIVEWAY COLOR 09 CONCRETE FINISH @ DRIVE-THRU COLOR 03 PAINT FINISH @ MTL STOREFRONT AND DOORS / WINDOWS COLOR 03 ALUM 1/2" REVEAL AT ALL MATERIAL TRANSITIONS SIGN UNDER DEFERRED "SEPARATE" SUBMITTAL COLOR 12 SAW CUT CONCRETE @ WALKWAY COLOR 04 PAINT FINISH @ PLASTER COLOR 04 PAINT FINISH @ SMOOTH PLASTER COLOR 03 EXTRUDED ALUM SIGNAGE w/ LED BACKLIT STAND 3" FROM METAL CANOPY COLOR 07 PAINT FINISH @ HORIZ HARDIE PANEL COLOR 03 EXTRUDED ALUM SIGNAGE W/ LED BACKLIT STAND 2" FROM BACKER PANEL COLOR 06 PAINT FINISH @ HARDIE PANEL COLOR 06 PAINT FINISH @ METAL PANEL CANOPY COLOR 06 @ BACKER PANEL No. Description Date 1430 E Edinger Ave 3/27/2025 THE CONTRACTOR SHALL CONFORM TO ALL STATE AND LOCAL LAWS GOVERNING THE WORK AND OBTAIN ALL NECESSARY LICENSES AND PERMITS. CONCRETE SHALL BE SUPPLIED AND PLACED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 318 AND ACI 301 EXCEPT AS MODIFIED BY THE CONSTRUCTION DOCUMENTS. PORLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II, U.N.O. REINFORCING STEEL SHALL CONFORM TO ASTM A615OR ASTM 716(WELDABLE STEEL) AND SHALL BE GRADE 60 DEFORMED BARS, TYP., U.N.O. REINFORCING IN SLAB ON GRADE MAYBE GRADE 40 STEEL FOR BARS #4 AND SMALLER U.N.O ON THE PLANS. THE CONCRETE COMPRESSIVE STRENGTH (28 DAYS), f'c: a. ALL LOCATIONS, U.N.O: MIN 2500 PSI, (W/C = 0.45) SPECIAL INSPECTION IS REQUIRED WHEN f'c > 2500 PSI. b. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.1% BY WEIGHT: 4000 PSI, SPECIAL INSPECTION IS NOT REQUIRED. c. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.2% BY WEIGHT: 4500 PSI, SPECIAL INSPECTION IS NOT REQUIRED. THE CONTRACTOR SHALL CONFORM TO ALL RECOMMENDATIONS AND CONDITIONS INDICATED IN THE GEOTECHNICAL REPORT. THE GEOTECHNICAL ENGINEER SHALL OBSERVE ALL FOOTING EXCAVATIONS PRIOR TO PLACING CONCRETE OR STEEL. WAITING PERIOD FOR CONCRETE SLABS-ON-GRADE PRIOR TO START OF CONSTRUCTION IS AS FOLLOWS: a. DO NOT WALK ON SLAB UNTIL 24 HOURS AFTER CONCRETE HAS BEEN POURED. b. BEGIN WALL FRAMING 4-5 DAYS AFTER CONCRETE POURED. c. BEGIN ROOF/FLOOR FRAMING 7-10 DAYS AFTER CONCRETE POURED. d. DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POURED. 1 1. 2. 1. AGGREGATE FOR STONE CONCRETE SHALL CONFORM TO ASTM C-33. FOR LOW SHRINKAGE AGGREGATE, USE LIMESTONE OR GRANITE. AGGREGATE FOR LIGHTWEIGHT CONCRETE SHALL CONFORM TO ASTM C-330. REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH ACI 315 AND ACI 318, AND CRSI'S MANUAL OF STANDARD PRACTICE. WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185. LAPS IN WWF SHALL BE SUCH THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRE OF EACH FABRICH SEET IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2 INCHES. 1. PRIOR TO THE CONTRACTOR REQUESTING A BUILDING DEPARTMENT FOUNDATION INSPECTION, THE GEOTECHNICAL ENGINEER SHALL ADVISE THE BUILDING OFFICIAL IN WRITING THAT: a. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE REPORT. b. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED c. THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE REPORT. ALL GRADE BEAMS SHALL BE POURED MONOLITHICALLY FOR THEIR ENTIRE LENGTH. PROJECT DESIGN CRITERIA BUILDING CODE 2022 CBC OCCUPANCY CATEGORY II GEOTECHNICAL ENGINIEER ASSUMED - CHR. 18 MINIMUMS REPORT NUMBER N/A DATE N/A ALLOWABLE SOIL BEARING PRESSURE 1500 PSF SITE CLASS D SHORT PERIOD SPECTRAL ACCELERATION, S 1.0 1ST PERIOD SPECTRAL ACCELERATION, S D SHORT PERIOD ACCELERATION PARAMETER, S 1.275 1 SECOND ACCELERATION PARAMETER, S 0.456 SEISMIC RESPONSE COEFFIECIENT, C 0.85 0.561 RESPONSE MODIFICATION FACTOR, R 6.5 0.131 SEISMIC DESIGN CATEGORY PLYWOOD SHEAR WALL SEISMIC IMPORTANCE FACTOR, I LATERAL FORCE RESISTING SYSTEM GEOTECHNICAL PARAMETERS SEISMIC DESIGN PARAMETERS S DS D1 S WIND DESIGN PARAMETERS BASIC DESIGN WIND SPEED EXPOSURE E 96 MPH C VERTICAL (GRAVITY) DESIGN PARAMETERS: (PSF) (LIVE LOADS ARE REDUCIBLE, U.N.O.) Dead Roof live Snow Live 20 20 - 45 Roof Roof_RTU A.B. ANCHOR BOLT ABV. ABOVE BAR. REINF. BAR BD. BOARD BLK'G. BLOCKING BLW. BELOW BM. BEAM B.N. BOUNDARY NAIL B.O.B BOTTOM OF BEAM BOTT. BOTTOM B.W. BOTH WAYS CANT.CANTILEVER CJ. CEILING JOIST COL. COLUMN CONC. CONCRETE CONT. CONTINUOUS DBL. DOUBLE D.F. DOUGLAS FIR DIA. DIAMETER (E) EXISTING E.W. EACH WAY E.J. EXPANSION JOINT E.N. EDGE NAIL E.Q. EQUAL F.G. FINISH GRADE F.J. FLOOR JOIST FL. FLUSH F.N. FIELD NAIL F.O.C. FACE OF CONCRETE F.O.M. FACE OF MASONRY F.O.S. FACE OF STUDS GA. GAUGE GALV. GALVANIZED ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR, CONTACT THE ARCHITECT OR STRUCTURAL ENGINEER OF RECORD FOR CLARIFICATIONS. THE CONTRACTOR SHALL COMPARE THE STRUCTURAL DRAWINGS WITH ARCHITECTURAL, PLUMPING, MECHANICAL, CIVIL AND ELECTRICAL DRAWINGS AS TO ALL LAYOUTS, DIMENSIONS AND ELEVATIONS. ANY DISCREPANCIES SHALL BE REPORTED TO THE ARCHITECT FOR PROPER ADJUSTMENT BEFORE PROCEEDING WITH THE WORK. 3. SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL DRAWINGS MAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR GREATER CAPACITY AND PERFORMANCE. CURRENT EVALUATION REPORTS AND PRODUCT INFORMATION SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER DEMONSTRATING THE REQUIRED CAPACITY AND PERFORMANCE OF THE MATERIAL TO BE SUBSTITUTED. WRITTEN APPROVAL FROM THE E.O.R SHALL BE OBTAINED PRIOR TO THE SUBSTITUTION OF ANY MATERIAL SPECIFIED ON THE STRUCTURAL CONSTRUCTION DOCUMENTS. 4. ANY DEVIATION, MODIFICATION & SUBSTITUTION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR REVIEW/APPROVAL PRIOR TO ITS USE OR INCLUSION ON THE SHOP DRAWINGS & PRIOR TO PROCEEDING WITH THE WORK. 5. EXISTING CONDITIONS AS SHOWN ON THESE PLANS ARE FOR REFERENCE ONLY. CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL REPORT CONDITIONS THAT CONFLICT WITH THE CONTRACT DOCUMENTS TO THE OWNER'S REPRESENTATIVE. DO NOT DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE OWNER'S REPRESENTATIVE. 6. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD IMPOSED UPON THE STRUCTURE. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN CAPACITY OF THE STRUCTURE AT THE TIME THE LOADS ARE IMPOSED. 7. SPECIFICATIONS RELATED TO WATERPROOFING, INCLUDING BUT NOT LIMITED TO MEMBRANES, WATERSTOPS, SEALANTS, FLASHING, VAPOR BARRIER, ARE AS SPECIFIED BY ARCHITECT/WATER PROOFING CONSULTANT. 8. FEATURES OF CONSTRUCTION SHOWN ARE TYPICAL AND SHALL APPLY GENERALLY THROUGHOUT SIMILAR CONDITIONS. ALL DETAILS REFERENCED, AND DETAILS NOT REFERENCED ON PLANS, SHALL BE CONSIDERED TYPICAL AND APPLY TO ALL SIMILAR CONDITIONS OF THE CONSTRUCTION. 9. UNLESS SHOWN OTHERWISE, DETAILS SHOWN ON "TYPICAL DETAIL" SHEETS SHALL BE USED WHEREVER APPLICABLE. SPECIFIC DETAILS ON THE STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER "TYPICAL DETAILS". SPECIFIC NOTES ON STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER NOTES SHOWN IN "GENERAL NOTES". 10. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE SHOWN THEY DO NOT INDICATE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE CONSTRUCTION AND ALL ADJACENT PROPERTIES DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO BRACING, SHORING OF LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR E.O.R SHALL NOT INCLUDE OBSERVATION OF THE ABOVE ITEMS. 11. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN MIXING CONCRETE SHALL CONFORM WITH ASTM C1602. CONCRETE MIX DESIGNS CONTAINING FLY ASH MAY BE USED WHERE CONCRETE IS NOT VISUALLY EXPOSED. FLY ASH SHALL CONFORM WITH ASTM C618 AND MAY REPLACE UP TO 20% PORTLAND CEMENT BY VOLUME. CONCRETE STRENGTH TEST REPORTS SHALL BE IN COMPLIANCE WITH ACI 318 AND SHALL BE SUBMITTED TO E.O.R. FOR REVIEW. ALL REINFORCING BARS, ANCHOR BOLTS AND ALL OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE. 2. 3. 4. 5. 6. 7. 8. ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING BARS/STEEL ARE TO THE CENTER OF STEEL U.N.O. ON THE PLANS OR DETAILS: CONDITION COVER A.CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" B.EXPOSED TO EARTH OR WEATHER (INCLUDING SLABS ON GRADE) #6 AND LARGER 2" #5 AND SMALLER 1 1/2" C.NOT EXPOSED TO WEATHER OR IN CONTACT WITH SOIL: 1.STRUCTURAL SLABS, WALLS w/ #11 BARS AND SMALLER 3/4" #14 BARS AND LARGER 1 1/2" 2. BEAMS, COLULMNS 1 1/2" DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND SPACING AS THE MAIN REINFORCING, UNO. CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC COATED WHEN RESTING ON EXPOSED SURFACES. 1. 2. 3. 4. 11. 12. SEE ARCHITECTURAL PLANS FOR LOCATIONS OF SLAB SLOPES, DEPRESSIONS, CURBS, DRAINS, NON-STRUCTURAL PARTITIONS AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL PLANS. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED WITH NON-EXPANSIVE SOIL BUT NOT BEHIND RETAINING WALLS BEFORE CONCRETE OR MASONRY ATTAINS ITS FULL DESIGN STRENGTH. FOOTINGS SHALL BEAR ON NATIVE SOIL OR ENGINEERED FILL AS DIRECTED BY THE GEOTECHNICAL REPORT. THE GEOTECHNICAL INVESTIGATION REPORT AND ITS RECOMMENDATIONS SHALL BE FOLLOWED AND SHALL BE CONSIDERED MINIMUM REQUIREMENTS UNLESS MORE STRINGENT REQUIREMENTS ARE PRESENTED IN THE SPECIFICATIONS OR ON THE DRAWINGS. REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION EXCAVATIONS PRIOR TO PLACING CONCRETE. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SHALL BE ROUGHENED TO A MINIMUM 1/4" AMPLITUDE. ALUMINUM CONDUIT, ALUMINUM SLEEVES AND ALUMINUM EMBEDS ARE NOT PERMITTED IN CONCRETE. ALL CONDUITS SHALL BE PLACED WITHIN THE MIDDLE ONE-THIRD OF THE SLAB THICKNESS. THE MAXIMUM SIZE OF CONDUITS SHALL BE 1 1/4" DIAMETER AND SHALL BE SPACED NO CLOSER (TO EACH OTHER OR REINFORCING STEEL) THAN 4 INCHES UNLESS PRIOR APPROVAL IS OBTAINED FROM THE STRUCTURAL ENGINEER. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. ALL HOLDOWNS AND POST ANCHORS SHALL BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. 12. 13. 9. DESIGN CRITERIA COEFFICIENT OF FRICTION - EQUIVALENT LATERAL FORCE PROCEDUREANALYSIS PROCEDURE 0.092WDESIGN BASE SHEAR, V WIND IMPORTANCE FACTOR, I 1.0 ANALYSIS PROCEDURE W ENCLOSED SYSTEM/ANALYTICAL ALL HEIGHT DESIGN METHODOLOGY GENERAL NOTES CONCRETE TYPICAL ABBREVIATIONS FOUNDATION TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE WITH ASTM C94. 10.CONCRETE PLACEMENT/CURING/REDUCTION IN STRENGTH SHALL CONFORM TO ACI 305R AND 3065R REQUIREMENTS FOR HOT AND COLD WEATHER CONCRETING. 11.CONCRETE SHALL BE CURED PER ACI 308R, UNLESS ALTERNATE METHODS OF CURING HAVE BEEN APPROVED BY THE ARCHITECT OR ENGINEER. FOR SLAB CURING, CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING COMPATIBILITY OF CURING COMPOUNDS WITH PROPOSED FINISHES PRIOR TO COMMENCING ANY WORK. MAX. SLUMP SHALL BE 5 INCHES EXCEPT WHERE ADMIXTURES/PLACITIZERS HAVE BEEN ADDED IN THE MIX DESIGN TO IMPROVE FLOWABILITY/WORKABILITY. THE SLUMP LIMIT SHALL BE BASED ON ADMIXTURE MANUFACTURER'S RECOMMENDATIONS. REINFORCING STEEL LAP SPLICES OF BARS SHALL CONFORM TO THE TYPICAL THE LAP SCHEDULE ON THE PLANS, U.N.O. NO TACK WELDING OF BARS ALLOWED. 5. MECHANICAL SPLICE COUPLERS MAY BE USED AND SHALL HAVE CURRENT ICC APPROVAL AND BE CAPABLE OF DEVELOPING 125% OF THE BAR'S YIELD STRENGTH. 6. ALL REINFORCING BARS SHALL BE BENT COLD. DO NOT FIELD BEND OR UNBEND ANY BARS IN A MANNER THAT MAY DAMAGE REINFORCING. 7. REINORCING SPACING SHOWN ON THE PLANS ARE THE MAXIMUM SPACING "ON CENTER SPACING". DO NOT EXCEED THIS. ANY DISCREPANCIES DURING CONSTRUCTION SHALL BE FORWARDED TO THE ENGINEER FOR REVIEW AND APPROVAL. 8. TYPICAL REINFORCING FOR CONCRETE SLAB ON METAL DECK SHALL BE 6x6-W1.4xW1.4 WELDED WIRE FABRIC, U.N.O. PLACE WWF MID-DEPTH OF THE SLAB OVER THE TOP OF THE FLUTE OF THE METAL DECK. 9. ALL DOWELS TO BE SET IN CONCRETE SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. NO WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED ITEMS SHALL BE PERFORMED DURING THE PLACEMENT OF CONCRETE. 10. 12. NAILING SCHEDULE, CONT. SHEET INDEX SHEET NO.SHEET TITLE S0.1 GENERAL NOTES & REQUIREMENTS S0.2 S0.4 FOUNDATION PLAN S0.5 ROOF FRAMING PLAN S0.6 FOUNDATION DETAILSS0.7 STRUCTURAL DETAILS S0.9 STRUCTURAL DETAILS S0.3 TYPICAL DETAILS GLB. GLUE-LAMINATED BEAM GR.BM.GRADE BEAM GWB. GYPSUM WALLBOARD HI. HIGH HDR. HEADER HFX HARDY FRAME HORIZ.HORIZONTAL INFO. INFORMATION K.P. KING POST LT.WT.LIGHT WEIGHT L.V.L. LAMINATED VENEER LUMBER MAS. MASONRY M.B. MACHINE BOLT MANUF.MANUFACTURER (N) NEW N.G. NATURAL GRADE O/C ON CENTER P.J. POUR JOINT PSL. PARALLAM BEAM PLWD.PLYWOOD P.T. PRESSURE TREATED REINF.REINFORCING REQ'D REQUIRED RR. ROOF RAFTER T.O.B TOP OF BEAM UNO.UNLESS NOTED OTHERWISE V.I.F. VERIFY IN FIELD F.H. FULL HEIGHT FLOOR 21. JOIST TO SILL, TOP PLATE OR GIRDER. 3-8d COMMON TOE NAIL 22. RIM JOIST, BAND JOIST OR BLOCKING TO SILL OR TOP PLATE 8d COMMON 6" o.c. TOE NAIL 23. 1"x6" SUBFLOOR OR LESS TO EACH JOIST. 3-8d COMMON FACE NAIL 24. 2" SUBFLOOR TO JOIST OR GIRDER.2-16d COMMON FACE NAIL 25. 2" PLANKS (PLANK & BEAM-FLOOR & ROOF). AT EACH BEARING, FACE NAIL. 26. BAND OR RIM JOIST TO JOIST.3-16d COMMON END NAIL 27. BUILT-UP GIRDERS AND BEAMS, 2-INCH LUMBER LAYERS. 10d COMMON 24" O.C. FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPSITE SIDES. AND: 3-10d COMMON FACE NAIL AT ENDS AND AT EACH SPLICE. 28. LEDGER STRIP SUPPORTING JOISTS OR RAFTERS. 3-16d COMMON END NAIL 29. BRIDGING OR BLOCKING TO JOIST. 2-8d COMMON EACH END, TOE NAIL A. NAILS ARE SMOOTH-COMMON, BOX OR DEFORMED SHANKS EXCEPT WHERE OTHERWISE STATED. NAILS FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE MINIMUM AVERAGE BENDING YIELD STRENGTHS AS SHOWN: 90 ksi FOR SHANK DIAMETERS LARGER THAN 0.142 INCH BUT NOT LARGER THAN 0.177 INCH, AND 100 ksi FOR SHANK DIAMETERS OF 0.142 INCH OR LESS. B. NAILS SHALL BE SPACED AT NOT MORE THAN 6 INCHES ON CENTER AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES OR GREATER. C. FOUR-FOOT BY 8-FOOT OR 4-FOOT BY 9 FOOT PANELS SHALL BE APPLIED VERTICALLY. D. SPACING OF FASTENERS NOT INCLUDED IN THIS TABLE SHALL BE BASED ON CHAPTER 23. E. FOR WOOD STRUCTURAL PANEL ROOF SHEATHING ATTACHED TO GABLE END ROOF FRAMING AND TO INTERMEDIATE SUPPORTS WITHIN 48 INCHES OF ROOF EDGES AND RIDGES, NAILS SHALL BE SPACED AT 6 INCHES ON CENTER WHERE THE ULTIMATE DESIGN WIND SPEED IS LESS THAN 130 MPH AND SHALL BE SPACED 4 INCHES ON CENTER WHERE THE ULTIMETE DESIGN WIND SPEED IS 130 MPH OR GREATER BUT LESS THAN 140 MPH. F. GYPSUM SHEATHING SHALL CONFORM TO ASTM C1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH GA 253. FIBERBOARD SHEATHING SHALL CONFORM TO ASTM C208. G. SPACING OF FASTENERS ON FLOOR SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING AND AT FLOOR PERIMETERS ONLY. SPACING OF FASTENERS ON ROOF SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING. BLOCKING OF ROOF OR FLOOR SHEATHING PANEL EDGES PERPENDICULAR TO THE FRAMING MEMBERS NEED NOT BE PROVIDED EXCEPT AS REQUIRED BY OTHER PROVISIONS OF THIS CODE. FLOOR PERIMETER SHALL BE SUPPORTED BY FRAMING MEMBERS OR SOLID BLOCKING. H.WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE, PROVIDE TWO TOE NAILS ON ONE SIDE OF THE RAFTER AND TOE NAILS FROM THE CEILING JOIST TO TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE. THE TOE NAIL ON THE OPPOSITE SIDE OF THE RAFTER SHALL NOT BE REQUIRED. I. RSRS-01 IS A ROOF SHEATHING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667. 2-16d COMMON FOR NON-SHEAR WALL APPLICATIONS, ANCHOR BOLT SHALL BE INSTALL WITH ROUND WASHERS AND SHOULD CONFORM WITH ANSI/ASME B 18.22.1. USE MIN. 1 3/8" Ø X 7/64" THICK WASHER FOR 1/2" Ø BOLT, 1 3/4" Ø X 9/64" THICK WASHER FOR 5/8" Ø BOLT AND 2 1/2" Ø X 11/64" THICK WASHER FOR 1" Ø BOLT. U.N.O. NAIL SPACING TO BE NOT LESS THAN REQUIRED PENETRATION. EDGE AND END DISTANCES SHALL BE NOT LESS THAN HALF THIS SPACING. ALL SPACING AND EDGE AND END DISTANCES SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. HOLES FOR NAILS, WHERE NECESSARY TO PREVENT SPLITTING, SHALL BE BORED OF A DIAMETER SMALLER THAN THAT OF THE NAILS. ALL NAILS SHALL BE SINKER NAILS AND STAGGERED U.N.O., EXCEPT AS SHOWN IN NAILING SCHEDULE. STRUCTURAL GLUED-LAMINATED (GLULAM) TIMBER OF SOFTWOOD SPECIES SHALL BE IN CONFORMANCE WITH ANSI/AITC STANDARD A190.1 AND ASTM D3737, OR OTHER CODE APPROVED DESIGN, MANUFACTURING AND/OR QUALITY ASSURANCE PROCEDURES. MEMBERS SHALL BE MARKED WITH THE ENGINEERED WOOD SYSTEM APA EWS TRADEMARK INDICATING CONFORMANCE WITH THE MANUFACTURING, QUALITY ASSURANCE AND MARKING PROVISIONS OF ANSI/AITC STANDARD A190.1. THE MANUFACTURER OR SELLER SHALL SUBMIT CERTIFICATES OF CONFORMANCE TO THE FIELD INSPECTOR PRIOR TO INSTALLATION. ALL NON-STRUCTURAL ELEMENTS SHALL BE CONSTRUCTED PER APPROVED CODE REQUIREMENTS. FRAMING PLAN IS ONLY SHOWING FOR THE MAIN STRUCTURAL ELEMENTS IN ACCORDANCE WITH BUILDING CODE OR REQUIREMENTS ARE SPECIFIED OR REQUIRED BY THE LOCAL JURISDICTION. ALL CEILING JOISTS ARE TO BE 2x JOISTS. REFER TO FRAMING FOR ACTUAL SIZE AND SPACING. USE 5/8" DIA. X MIN. 12" ANCHOR BOLTS W/ MIN. 7" EMBEDMENT INTO CONCRETE FOOTING AT 72" O.C. MAX. FOR SILL PLATE TO FOUNDATION UNLESS NOTED OTHERWISE ON SHEARWALL SCHEDULE. A BOLT BETWEEN 6" TO 12" FROM THE END OF EACH PIECE OF SILL (2 BOLTS MIN EACH PIECE). PIECE OF SILL SHALL BE CONSIDERED ENDED WHERE PLATE IS CUT OUT OVER ONE-THIRD OF CROSS SECTION. FOR INTERIOR NON-SHEAR WALLS USE SIMPSON 0.157"Ø SERIES PDPAWL SHOT PINS WITH A PENETRATION OF 11/4" INTO SLAB AT 16" O.C. TO BE INSTALLED IN ACCORDANCE WITH ICC ESR-2138. THE FOLLOWING BEAMS/HEADERS/RIMS CAN BE FROM ANY MANUFACTURER WITH CURRENT APPROVED ICC-ES EVALUATION REPORT WITH THE FOLLOWING MECHANICAL PROPERTIES: ALL WALLS SHALL BE CONSTRUCTED USING 2x STUDS @ 16" O.C. REFER TO FRAMING PLANS FOR ACTUAL STUD SIZE AND SPACING. TYPICAL UNBLOCKED DIAPHRAGM, UNO ON PLANS4. 5. HOT DIP GALVANIZED FASTENERS SUCH AS (BUT NOT LIMITED TO) NAILS, SCREWS, BOLTS, THREADED ROD, ETC., SHALL BE USED WHEN IN CONTACT WITH PRESERVATIVE OR FIRE RETARDANT TREATED LUMBER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/DOT AND ZINC BORATE PRESERVATIVE TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. STUD WALLS PERPENDICULAR TO A CONCRETE OR MASONRY WALL SHALL BE BOLTED TO THE CONCRETE OR MASONRY WALL WITH 5/8" DIAMETER X 8" A307 BOLTS AT TOP, MID-HEIGHT AND BOTTOM. FRAMING MEMBER BEAMS/ POST/ RAFTERS & ALL OTHER STRUCTURAL FRAMING 2x FRAMING: #2 DF 4x FRAMING: #2 DF 6x FRAMING: #1 DF 8x FRAMING: #1 DF STUDS DFL STUD GRADE (UP TO 9'-0") DFL #2 (TALLER THAN 9'-0") TOP PLATES & MUD SILLS DFL CONSTRUCTION GRADE OR BETTER ALL STRUCTURAL WOOD SHALL BE OF DOUGLAS FIR LARCH SPECIES, (19% MAXIMUM MOISTURE CONTENT AT THE TIME OF CONSTRUCTION U.N.O.). FRAMING MEMBER BEAM/ HEADERS SIZE (WIDTH)Fb Fc perp F Fv Ft Ec parallel TYPE MATERIAL RIM BOARD 3 1/2" & WIDER 1 3/4" & 2 5/8" WIDE 1 1/4" THICK (MIN) 3100 PSI 2800 PSI 1750 PSI 750 PSI 525 PSI 285 PSI 285 PSI 225 PSI 2150 PSI 2150 PSI 1100 PSI 2.0E6 PSI 3000 PSI 2500 PSI (MIN) SPEC CAMBER CONDITION LVL LVL LVL 24F-V4 24F-V8 2400 PSI 1850 PSI Fb @ BOT @ TOP Fb Fv (MIN) E (MIN) 265 PSI 2.0E6 PSI 1.3E6 PSI 1.8E6 PSI1600' RADIUS, UNO SINGLE SPAN 2400 PSI 2400 PSI 265 PSI 1.8E6 PSI1600' RADIUS, UNO ALL OTHERS NAIL SIZE 8d COMMON 10d COMMON 16d COMMON 0.131"2 1/2" 0.148" 0.162" 3" 3 1/2" SPECIFICATION SAWN LUMBER1. STRUCTURAL COMPOSITE LUMBER2. GLUED LAMINATED LUMBER3. 750 PSI 3000 PSI SHANK DIAMETER LENGTH ROOF FLOOR SHEATHING APA RATED SHEATHING 15/32 PERFORMANCE CATEGORY 32/16 EXPOSURE 1 NAILING 8d's @ 6" B.N. 8d's @ 6" E.N. 8d's @ 12" F.N. APA RATED STURD-I-FLOOR 19/32 PERFORMANCE CATEGORY 20" OC EXPOSURE 1 10d's @ 6" B.N. 10d's @ 6" E.N. 10d's @ 12" F.N. TRUSS DRAWINGS AND CALCULATIONS SHALL HAVE ORIGINAL SIGNATURE BY CIVIL OR STRUCTURAL ENGINEER LICENSED IN THE STATE AND SHALL BE SUBMITTED TO THE PROJECT ENGINEER AND LOCAL BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. TRUSS MANUFACTURER SHALL DESIGN ALL MEMBERS, TRUSS TYPES AND CONNECTIONS FOR SELF-WEIGHT, LIVE (ROOF OR FLOOR) LOAD, INCLUDING MECHANICAL EQUIPMENT LOADS, ATTIC LOADS AS REQUIRED PER IBC/CBC TABLE 1607.1 AND ALSO BE DESIGNED TO RESIST ALL DRAG FORCES, SHEAR WALL UPLIFT AND DOWNWARD LOADS AND ANY OTHER SPECIAL LOADS NOTED ON THE PLANS. 2. APPROVED COPIES OF TRUSS DRAWINGS SHALL BE FORWARDED TO THE BUILDING INSPECTION DEPARTMENT. 3. TRUSS MANUFACTURER SHALL LAYOUT AND DESIGN ALL TRUSSES TO ACCOMMODATE ROOF AND REFLECTED CEILING LAYOUT AS SHOWN ON THE ARCHITECTURAL DRAWINGS. 4. ALL TRUSS TO TO TRUSS CONNECTIONS SHALL BE DESIGNED AND SPECIFIED BY THE TRUSS MANUFACTURER. SUCH CONNECTIONS SHALL BE CLEARLY NOTED ON THE SHOP DRAWINGS. 5. TEMPORARY BRACING/BRIDGING PER MANUFACTURER'S RECOMMENDATIONS SHALL BE INSTALLED TO HOLD TRUSS TRUE AND PLUMB UNTIL PERMANENT SHEATHING IS INSTALLED. 6. TRUSS MANUFACTURER IS RESPONSIBLE FOR PROVIDING ADDITIONAL SHEAR AND DRAG TRUSSES AS SHOWN ON THE FRAMING PLAN. 7. USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE USED: GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG-TIE QUICK DRIVE SCREWS (ICC-ER-1472) FOR SHEAR WALL APPLICATIONS, ANCHOR BOLT SHALL BE INSTALLED WITH PLATE WASHERS OF MIN. 3" SQ. X 0.229" THICK BETWEEN SILL PLATE AND NUT. EDGE(S) OF PLATE WASHERS SHALL BE 1/2" MAX. FROM INSIDE FACE OF SHEAR PANEL. ALL METAL FRAMING CONNECTORS SHALL BE MANUFACTURED BY SIMPSON STRONG TIE COMPANY (CURRENT CATALOG), OR "USP" WITH EQUIVALENT ICC PUBLISHED VALUES AND SHALL BE INSTALLED PER SPECIFICATIONS, NO EXCEPTIONS. 1. 2. 3. 4. SILL PLATE SHALL BE PRESSURE-TREATED AND UNDER SHEAR WALLS OF UP TO 4'-0" IN LENGTH MUST BE CONTINUOUS. 6. 7. 8. 10. STUD BEARING WALLS AND PARTITIONS SHALL HAVE HAVE DOUBLE TOP PLATES LAPPED AT WALL AND PARTITION INTERSECTIONS. JOINTS IN UPPER AND LOWER MEMBERS OF DOUBLE TOP PLATES SHALL BE STAGGERED AT LEAST 4'-0". HOLES IN WOOD MEMBERS FOR BOLTS SHALL BE THE NOMIAL BOLT DIAMETER PLUS 1/16". LAG SCREWS SHALL BE TURNED, NOT DRIVEN, INTO PRE DRILLED HOLES. HOLES IN WOOD FOR LAG SCREW SHANK SHALL BE BORED TO THE SAME DIAMETER AND DEPTH AS THE SHANK, AND FOR THE THREADED PORTION BORED WITH A BIT NOT LARGER THAN 40% TO 70% OF THE SHANK DIAMETER. I-JOISTS SHALL BE MANUFACTURED BY WEYERHAEUSER OR EQUIVALENT APPROVED ICC MANUFACTURED PRODUCT. 9. WOOD COLUMNS SHALL HAVE SOLID VERTICAL BLOCKING THROUGH THE FLOORS TO THE SUPPORT BELOW. FOR WALLS 10'-0" AND GREATER PROVIDE BLOCKING AT MID-HEIGHT FOR CONSTRUCTION STABILITY. ALL WALLS SHALL HAVE SINGLE BOTTOM PLATE AND DOUBLE TOP PLATE, UNO. ALL EXTERIOR LUMBER AND ALL LUMBER IN CONTACT WITH CONRETE OR MASONRY, OR EXPOSED TO THE EXTERIOR SHALL BE TREATED LUMBER. DO NOT CUT, BORE, COUNTERSINK OR NOTCH WOOD MEMBERS EXCEPT WHERE SHOWN IN THE DETAILS. PROVIDE DOUBLE JOISTS BENEATH ALL PARALLEL WALLS AND SOLID BLOCKING BENEATH ALL WALLS PERPENDICULAR TO JOISTS. WOOD NAILERS: UNO. ON PLANS AND DETAILS, WHERE WOOD MEMBERS ARE TO BE CONNECTED TO STEEL ELEMENTS, OR WHERE WOOD NAILERS CONNECTED TO STEEL MEMBERS ARE NEEDED FOR PROPER INSTALLATION OF FINISH MATERIALS, AS A MINIMUM PROVIDE WOOD NAILERS AS SPECIFIED BELOW WITH 5/8"Ø WELDED THREADED STUDS @ 24" O.C.: A. WOOD NAILERS NEEDED ONLY FOR INSTALLATION OF FINISH MATERIAL: 2X WOOD NAILERS, COUNTERSINKING OF THREADED STUDS BOLT IS ACCEPTABLE IF NEEDED FOR FLUSH INSTALLATION OF FINISH MATERIAL. B. WOOD NAILERS NEEDED TO SUPPORT OTHER WOOD ELEMENTS: 2X OR 3X WOOD NAILERS WITH OR WITHOUT COUNTERSINKING OF THREADED STUDS BOLT RESPECTIVELY. 1. 2. 3. 4. 5. 6. 7. 8. 9. 12. 10. 13. 14. WOOD SCREWS SHALL BE TURNED, NOT DRIVE, INTO LEAD HOLES. SOAP OR OTHER LUBRICANTS SHALL BE PERMITTED AS NEEDED TO FACILITATE THE INSERTION AND PREVENT DAMAGE OF THE WOOD SCREW. LEAD SCREWS SHALL BE ABOUT 7/8 THE DIAMETER OF THE SCREW. THE MINIMUM PENETRATION OF WOOD SCREWS SHALL BE 10 TIMES THE SCREW DIAMETER OR 1.5", WHICHEVER IS GREATER. PENETRACTION IS MEASURED INTO THE PIECE RECEIVING THE NAIL POINT. 15. 11. 16. 17. NAILING & HARDWARE WOOD FRAMING PRE-MANUFACTURED TRUSSES: PRE-MANUFACTURED TRUSSES SHALL BE DESIGNED AND FABRICATED AND ERECTED IN ACCORDANCE WITH THE TRUSS PLATE INSTITUTE(TP1) "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION" AND SHALL BE PROVIDED BY AN APPROVED FABRICATOR. 8. MAXIMUM DEFLECTION LIMITS FOR TRUSSES SHALL BE AS FOLLOWS: LIVE LOAD TOTAL LOAD ROOF L/360 L/240 FLOOR L/480 L/360 11. WOOD (MIN)(MIN)(MIN)(MIN)(MIN) WOOD FRAMING, CONT. ALL WOOD CONSTRUCTION CONNECTORS SHOWN ON THE PLANS OR DETAILS SHALL BE SIMPSON STRONG-TIE OR EQUIVALENT, U.N.O. ALL CONNECTORS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS IN CONJUNCTION WITH APPROVED ICC REPORTS. NOTIFY EOR FOR ANY POTENTIAL SUBSTITUTION PRIOR TO COMMENCING WORK. 18. - ALL SHEATHING SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS, SHALL BE C-D OR C-C SHEATHING CONFORMING TO CBC 2303.1.5. SDS SCREWS SPECIFIED ON PLANS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE WITH ICC ESR-2236. ALTERNATES MAYBE USED ONLY WITH PRIOR APPROVAL BY EOR. 19. ALL TRUSS TOP CHORDS SHALL BE DOUGLAS FIR-LARCH. ALL LUMBER USED FOR TRUSSES SHALL BE SURFACE DRY OR KILN DRIED TO A MOISTURE CONTENT LESS THAN 19% PRIOR TO FABRICATION. 9. ALL TRUSS TOP CHORDS SHALL BE DOUGLAS FIR-LARCH. ALL LUMBER USED FOR TRUSSES SHALL BE SURFACE DRY OR KILN DRIED TO A MOISTURE CONTENT LESS THAN 19% PRIOR TO FABRICATION. 10. REFER TO THE BUILDING CODE FOR THE BALANCE OF NOTES APPLICABLE.12. 1. BLOCKING BETWEEN CEILING JOISTS OR RAFTERS TO TOP PLATE 2. CEILING JOISTS TO TO PLATE 3. CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER, LAPS OVER PARTITION 4. CEILING JOIST ATTACHED TO PARALLEL RAFTER 5. COLLAR TIE TO RAFTER, FACE NAIL OR 1 1/4"X20 GA.RIDGE STRAP TO RAFTER 6. RAFTER OR ROOF TRUSS PLATE 7. ROOF RAFTER TO RIDGE, VALLEY OR HIP RAFTERS OR ROOF RAFTER TO MINIMUM 2" RIDGE BEAM 3-8d COMMON 3-16d COMMON PER TABLE 2308.7.3.1 DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER TOE NAIL FACE NAIL FACE NAIL EACH RAFTER (2) TOE NAILS ON ONE SIDE AND (1) TOE NAIL ON OPP. SIDE OF EACH RAFTER OR TRUSS 3-8d COMMON PER JOIST, TOE NAIL 3-10d COMMON FACE NAIL 3-10d COMMON 3-10d COMMON TOE NAIL SPACING AND LOCATION ROOF WALL 8. STUD TO STUD(NOT AT BRACED WALL PANELS) 16d COMMON 24" o.c. FACE NAIL 9. STUD TO STUD AND ABUTTING STUDS AT INTERSECTING WALL CORNERS ( AT BRACED WALL PANELS) 16" o.c. FACE NAIL16d COMMON 10. BUILT-UP HEADER( 2" TO 2" HEADER WITH 1/2" SPACER) 16d COMMON 16" o.c. FACE NAIL 11. CONTINUOUS HEADER TO STUD 4-8d COMMON TOE NAIL 12. TOP PLATE TO TOP PLATE 16d COMMON 16" o.c. FACE NAIL 13. DOUBLE TOP PLATE SPLICE 8-16d COMMON FACE NAIL ON EA. SIDE OF END JOINT (MINIMUM 24" LAP SPLICE LENGTH EA. SIDE OF END JOINT) 14. BOTTOM PLATE TO JOIST, RIM JOIST,BAND JOIST OR BLOCKING(NOT AT BRACED WALL PANELS) 16d COMMON 15. BOTTOM PLATE TO JOIST, RIM JOIST,BAND JOIST OR BLOCKING(AT BRACED WALL PANELS) 2-16d COMMON 20. 1"x8" AND WIDER SHEATHING TO EACH BEARING. FACE NAIL 19. 1"x 6" SHEATHING TO EACH BEARING. 2-8d COMMON FACE NAIL 18. 1" BRACE TO EACH STUD AND PLATE. 2-8d COMMON FACE NAIL 17. TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS. 2-16d COMMON FACE NAIL 16. TOP OR BOTTOM PLATE TO STUD. 4-8d COMMON NAILING SCHEDULE END NAIL 2-8d COMMON 16" o.c. FACE NAIL 16" o.c. FACE NAIL REDUNDANCY FACTOR, 1.0 GENERAL NOTES & REQUIREMENTS 1. 20 S0.8 STRUCTURAL DETAILS S1.0 STRUCTURAL PLANS - TRASH ENCLOSURE 10Roof_Trash Enclosure 20 GE N E R A L N O T E S & RE Q U I R E M E N T S S0.1 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 08/19/2024 Pr o j e c t A d d r e s s : TO M ' S J R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. 23172 Plaza Pointe Dr. Suite #145 Laguna Hills, CA 92653 Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 1430 E Edinger Ave 3/27/2025 COLD FORMED METAL FRAMING 10.PROVIDE MINIMUM YIELD STRESS, FY , OF 50 KSI FOR 16 GAUGE (54 MIL) AND THICKER AND 33 KSI FOR 18 GAUGE (43 MIL) AND THINNER. 11.COLD-FORMED STEEL JOISTS SHALL HAVE PUNCHED ENLARGED SERVICE HOLES WITH STIFFENED FLANGES. 12.U.N.O. ON PLANS EXTERIOR WALL STUDS SHALL BE 600S162-43 (18 GAUGE) @24" O.C. AND SATISFYING THE REQUIREMENTS OF LOAD BEARING STUD WALLS PER TABLE OF NOTE 13 BELOW ( WHICHEVER IS GREATER).UNLESS NOTED OTHERWISE ON PLANS. WALLS SHALL BE PROVIDED WITH MANUFACTURER'S STANDARD BRIDGING ( EITHER WELDED 2 1/2"X18 GAUGE STUD OR CLIPPED COLD-ROLLED CHANNEL 1 1/2"X16" GAUGE). PROVIDE BRIDGING AT 4'-0" O.C. MAXIMUM FOR LOAD BEARING WALLS AND EXTERIOR WALLS. EXCEPTION: WHERE FULL HEIGHT SHEATHING OR GYP BOARD OCCURS ON BOTH SIDE OF WALL STUDS, BRIDGING IS ALLOWED TO BE OMITTED 13.ALL KNEE WALL STUDS OVER THE FOOTING STEMS SHALL BE 600S162-54 (16 GAUGE) @ 24" O.C. UON. ACCEPTABLE COLD-FORMED METAL FRAMING MANUFACTURERS MANUFACTURER CEMCO DIETRICH METAL FRAMING SCAFCO CORP. UNITED METAL PRODUCT, INC. ICC-ES NUMBER ESR-4943P ESR-4943P ESR-4943P ESR-4943P LARR NUMBER RR24923 RR25132 SHOP DRAWINGS: WHERE IS PROPOSED TO DIFFER FROM DETAILS SHOWN, SUBMIT SHOP DRAWINGS. SHOW METHOD OF STUD ATTACHMENT TO FLOOR AND CEILING TRACKS, ATTACHMENT OF TRACKS, CONSTRUCTION OVER AND AROUND DOORS AND OTHER OPENINGS, AT CORNERS, CEILING DETAILS, AND OTHER SIGNIFICANT FEATURES. FRAMING AT DOOR JAMBS AND OPENINGS: PROVIDE SINGLE 18 GAUGE STUD OR DOUBLE 20 GAUGE STUDS AT DOOR JAMBS AND CASED OPENINGS, AND OTHER LOCATIONS INDICATED. CROSS-BRACING: UNLESS INDICATED ON DRAWINGS, CROSS-BRACING AT DOUBLE STUD WALLS AND PARTITION SHALL NOT BE USED TO LIMIT DEFLECTION UNLESS ACOUSTICAL PERFORMANCE OF WALL OR PARTITION IS NOT DEGRADED. TRACKS, SILLS AND HEADERS: UNPUNCHED CHANNELS SIZED FOR STUD FLANGES, GAUGE THE SAME AS STUDS UNLESS OTHERWISE NOTED. SLOTTED HEAD TRACKS AT STUDS TO STRUCTURE ABOVE. METAL FRAMING FINISH: ALUMINUM-ZINC CORROSION RESISTANT COATING, ASTM A792 OR HOT DIPPED GALVANIZED ASTM A525 G60. SCREWS: AS RECOMMENDED OR REQUIRED BY MANUFACTURER, SELF-FILLING, SELF-TAPPING IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. MANUFACTURER'S PROPRIETARY TYPE " SSCJ" C-SHAPED STEEL JOISTS OF THE SIZE INDICATED ON WITH EXTRA-LARGE TRAPEZOID-SHAPED SERVICE HOLES WITH FY=33 KSI FOR 18 GAUGE AND 50 KSI FOR 16, 14 AND 12 GAUGE. PROVIDE JOIST BRIDGING/BLOCKING @ 8'-0" O.C. MAXIMUM. STUDS AND JOISTS INSTALLATION: INSTALL STUDS AND JOISTS AT 24 INCHES ON CENTER TYPICALLY, UNLESS OTHERWISE INDICATED. DO NOT SPLICE STUDS AND JOISTS. PROVIDE STUDS NOT MORE THAN 2 INCHES FROM EACH CORNER OF WALL OR ABUTTING CONSTRUCTION. SECURE STUDS TO TOP AND BOTTOM TRACKS WITH 2-#10 SCREWS PER LOCATION. BACKING PLATES: 16 GAUGE GALVANIZED SHEET METAL COVERING FULL WIDTH OF STUD SPACING BY 4 INCH WIDE MINIMUM. INSTALL STUD TRACK OR SHEET METAL BACKING AS INDICATED AND AS NECESSARY TO SUPPORT ALL PRODUCTS ATTACHED TO WALL OR CEILING AFTER COMPLETION OF FINISH SURFACE, INCLUDING TOILET AND BATH ACCESSORIES, PLUMBING AND ELECTRICAL FIXTURE, ELECTRICAL PANELS, TOILET PARTITIONS, CASEWORK, HARDWARE, HANDRAILS AND TRIM. TRACK INSTALLATION: PLACE AND ALIGN TRACKS IN CONFIGURATIONS SHOWN. SECURE TOP, BOTTOM AND SIDE TRACKS AT MAXIMUM 24 INCHES ON CENTER TO STRUCTURE USING FASTENERS AS DETAILED. PROVIDE FOR DEFLECTION AT TOP TRACK OF PARTITION FRAMING ABUTTING STEEL FLOOR OR ROOF DECK, AS INDICATED ON THE DRAWINGS. COORDINATION: COORDINATE ERECTION OF STUDS AND JOISTS WITH INSTALLATION OF SERVICE UTILITIES TO MINIMIZE DISCONTINUITY IN FARMING. ALIGN STUD WEB OPENINGS. COORDINATE WITH INSTALLATION OF BUCKS, ANCHORS, BACKING, BLOCKING, PLUMBING, MECHANICAL AND ELECTRICAL COMPONENTS TO PROVIDE NECESSARY CLEARANCES AND SUPPORTS. COORDINATE WITH REQUIREMENTS FOR DOOR AND WINDOW FRAME SUPPORTS AND ATTACHMENTS. CLEARANCES: MAINTAIN CLEARANCE UNDER BUILDING STRUCTURAL MEMBERS TO AVOID DEFLECTION TRANSFER TO NON-LOAD BEARING FRAMING. OPENINGS AND RECESSES: PROVIDE FRAMED OPENINGS FOR ALL RECESSED AND BUILT-IN COMPONENTS. COORDINATE INSTALLATION OF FRAMING WITH REQUIREMENTS FOR DOOR AND WINDOW FRAME SUPPORTS AND ATTACHMENTS. BRACING INSTALLATION: INSTALL BRACING AT STUDS AND JOISTS TO MAKE RIGID. INSTALL INTERLOCKING BRIDGING MEMBER THROUGH STUD WEB OPENINGS AT STUDS 7-1/2 FEET IN LENGTH OR GREATER. LIGHT GUAGE METAL FRAMING GENERAL NOTES 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 15. 16. 14. 1.ALL COLD-FORMED METAL FRAMING SHALL CONFIRM TO AISI STANDARD S100-16 "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS''. 2.SHALL MEET ALL THE REQUIREMENT AISI 2016 LATEST EDITION. 3.CONTRACTOR SHALL PROVIDE EFFECTIVE, FULL TIME QUALITY CONTROL OVER ALL FABRICATION AND ERECTION COMPLYING WITH THE PERTINENT CODES AND REGULATIONS OF GOVERMENT AGENCIES HAVING JURISDICTION. 4.PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO, TRACKS, CLIPS WEB STIFFENERS, ANCHORS, FASTENING DEVICES, RESILIENT CLIPS, AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALLATION, AND AS RECOMMENDED BY THE MANUFACTURER FOR THE STEEL MEMBERS USED. 5.FASTENING OF COMPONENTS SHALL BE WITH ICC APPROVED SELF-DRILLING SCREWS OR WELDING, SCREWS OR WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF THE CONNECTION ALL WELDS OF GALVANIZED STEEL SHALL BE TOUCHED UP WITH A ZIN-RICH PAINT. ALL WELDS OF CARBON SHEET STEEL SHALL BE TOUCHED UP WITH PAINT. WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED. 6.UNIFORM AND LEVEL JOIST BEARING SHALL BE PROVIDES AT FOUNDATION WALLS BY MEANS OF SHIMS AND/OR NON-SETTING GROUT. 7.ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO AISI "SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL'', LATEST EDITION. 8.ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS IN FULL COMPLIANCE WITH AWS D1.3 9.UNLESS NOTED OTHERWISE ON THE DRAWINGS, SCREWS SHALL BE #10-16 SELF DRILLING, SELF TAPPING HEX HEAD SCREWS WITH HEAD DIAMETER OF 0.333 IN. 17.IN-LINE FRAMING: EACH JOIST, RAFTER, TRUSS, AND STRUCTURAL WALL STUD (ABOVE OR BENEATH) SHALL BE ALIGNED VERTICALLY ACCORDING TO LIMIT OF AISI-S200. THE ALIGNMENT TOLERANCE IS NOT REQUIRED WHERE LOAD DISTRIBUTION MEMEBER IS SPECIFIED IN PLAN DRAWINGS OR DETAILS. CONNECTION NUMBER AND SIZE OF FASTENERS SPACING OF FASTENERS FLOOR JOIST TO TRACK OF AN INTERIOR LOAD BEARING WALL. FLOOR JOIST TO TRACK AT END OF JOIST SUBFLOOR SHEATHING TO FLOOR JOIST 2-#10 SCREWS EACH JOIST 2-#10 SCREWS ONE PER FLANGE OR TWO PER BEARING STIFFENER #10 SCREWS2 1 6" ON CENTER ON EDGES AND 10" ON CENTER AT INTERMEDIATE SUPPORTS STUD TO TOP OR BOTTOM TRACK 2-#10 SCREWS EACH END OF STUD, ONE PER FLANGE STRUCTURAL SHEATHING( ORIENTED STRAND BOARD OR PLYWOOD) TO FRAMING 6" ON EDGES & 12" ON INTERMEDIATE SUPPORTS#10 SCREWS 2 1/2" GYPSUM WALL BOARD TO FRAMING #10 SCREWS 12" O.C. CEILING JOIST TO TOP TRACK OF LOAD BEARING WALL.2-#10 SCREWS EACH JOIST ROOF SHEATHING( ORIENTED STRAND BOARD OR PLYWOOD) TO RAFTERS #10 SCREWS 6" ON CENTER ON EDGES AND 12" ON CENTER AT INTERIOR SUPPORTS RAFTER/TRUSS TO BEARING WALL 2-#10 SCREWS EACH RAFTER/TRUSSES 3 GABLE END TRUSS/RAFTERS TO ENDWALL TOP TRACK #10 SCREWS 12" O.C. RAFTER TO CEILING JOIST OR RIDGE MEMBER MIN. #10 SCREWS SEE NOTE NO.4 FASTENING SCHEDULE :(AS PER AISI LATEST EDITION )PREFABRICATED OR SPECIALTY ITEMS AND THEIR COMPONENTS, WHICH ARE INDICATED BY THE STRUCTURAL DRAWINGS TO BE DESIGNED BY OTHERS, MAY BE SUBMITTED TO THE ARCHITECT AND/OR ENGINEER OF RECORD FOR REVIEW AS A DEFERRED SUBMITTAL PROVIDED THAT SUCH SUBMITTAL IS AUTHORIZED BY THE BUILDING DEPARTMENT. DEFERRED SUBMITTALS REQUIRED TO BE SUBMITTED TO THE STRUCTRURAL ENGINEER OF RECORD SHALL INCLUDE BUT NOT BE LIMITED TO: A. MECHANICAL, ELECTRICAL AND PLUMPING EQUIPMENT B. SELF SUPPORTING, PRE-MANUFACTURED STAIR ASSEMBLY C. PREFABRICATED ROOF & FLOOR TRUSSES D. HVAC STRUCTURAL SUPPORT REQUIREMENTS E. AWNINGS, SIGNAGE, FASCIAS, ETC. F. FIRE SPRINKLERS G. CONTINUOUS TIE DOWN SYSTEM H. CONCRETE MIX DESIGN STRUCTURAL STEEL TO BE SUPPLIED DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS. NON-SHRINK GROUT BENEATH COLUMN BASES OR BEARING PLATES SHALL BE 5000 PSI(MIN.) NON-SHRINK SHALL BE INSTALLED IMMEDIATELY AFTER COLUMN IS PLUMBED. CONTRACTOR SHALL NOT LOAD COLUMN ANCHOR BOLTS UNDER PLACEMENT OF NON-SHRINK GROUT WITHOUT TAKING APPROPRIATE MEASURES TO PREVENT BUCKLING OF ANCHOR BOLTS UNDER CONSTRUCTION LOADS. CONTINUOUS AND PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE WORK AS DESCRIBLE IN IBC/CBC CHAPTER 17, SEE INSPECTION SCHEDULE BELOW, ONLY CHECKED ITEMS ARE REQUIRED. APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OF FAILURE TO COMPLY WITH THE PLANS OR SPECIFICATIONS, ANY DETAIL THAT FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE STRUCTURAL ENGINEER FOR INTERPRETATION OR CLARIFICATION. CONTINUOUS SPECIAL INSPECTION PER AWS D1.1 IS REQUIRED FOR ALL STRUCTURAL STEEL WELDING, EXCEPT FOR SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE. STRUCTURAL WOOD, PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEARWALLS, SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING OF COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM, INCLUDING WOOD SHEARWALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS, AND HOLD-DOWNS, EXCEPTION: SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEARWALLS, SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM, WHERE THE FASTENER SPACING OF THE SHEATHING IS MORE THAN 4 INCHES ON CENTER. INSPECTIONS SHALL BE PERFORMED BEFORE COVERING. 1. 1. 1. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS. SHOP DRAWINGS ARE REVIEWED ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS. DESIGN ACCURACY OF SUCH PRODUCT, DIMENSIONS AND QUANTITY OF THE PRODUCT IS NOT REVIEWED BY EOR. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DRAWINGS SHALL BE CLOUDED. ANY OF THE AFOREMENTIONED SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW UNLESS SPECIFICALLY NOTED ACCORDINGLY. 3. PROVIDE THE FOLLOWING MATERIALS FOR STRUCTURAL STEEL, UNO:2. ROLLED WIDE FLANGE SECTIONS HOLLOW STRUCTURAL SECTIONS (HSS), SQUARE AND RECT. ASTM A992 (Fy = 50 ksi) ASTM A500, GR.B (Fy = 46 KSI) STEEL PIPE ASTM A53, GR B (Fy=35 KSI) HOLLOW STRUCTURAL SECTION (HSS), ROUND ASTM A500, GR. B (Fy=42 KSI) HP SECTIONS ASTM A572, GR.50 (Fy=50 KSI) PLATES, ANGLES, CHANNELS & TEES ASTM A36 MACHINE BOLTS ASTM A307 HIGH STRENGTH BOLTS ASTM A325, Type N, A490 WELDED HEADED STUDS ASTM A108 HOLES FOR BOLTS SHOULD BE DRILLED OR PUNCHED & SHALL BE 1/16" LARGER THAN BOLT DIAMETER. ALL STRUCTURAL WELDING PROCEDURES AND MATERIALS SHALL CONFORM TO BUILDING CODE, SECTION 2204.1. ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS. ALL TESTING AND INSPECTION OF SHOP AND FIELD WELDING OPERATIONS SHALL BE MADE BY A CERTIFIED WELDING INSPECTOR WHICH ARE APPROVED BY THE BUILDING OFFICIAL. 3. 4. 5. WELDING SHALL CONFORM THE LATEST EDITION OF AWS D1.1 AND SHALL USE EITHER THE SHIELDED OR FLUX CORE METHODS. ELECTRODES USED SHALL BE E70XX, E71-T8 OR E70-T6. ALL WELDING SHALL BE PERFORMED BY QUALIFIED AND CERTIFIED WELDERS. 6. ALL FABRICATIONS SHALL BE DONE IN A SHOP OF AN APPROVED AND LICENSED FABRICATOR BY AISC AND/OR LOCAL JURISDICTION. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. 7. MASONRY WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 530, "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" AND CBC 2104. 1. MIN. SPECIFIED COMPRESSIVE STRENGTH SHALL BE F'M = 2000 PSI, UNO ON THE PLANS. 2. CEMENT: ASTM C-150, LOW ALKALI, TYPE I OR II PORTLAND CEMENT. (MASONRY CEMENT AND PLASTIC CEMENT SHALL NOT BE USED). 3. MORTAR: A. CONFORMING TO ASTM C-270, TYPE S. B. MIX PROPORTIONS SHALL CONFORM TO ASTM C-270. C. AGGREGATES SHALL CONFORM TO ASTM C-144. 4. GROUT: A. CONFORMING TO ASTM C-476. B. ATTAINS THE MASONRY COMPRESSIVE STRENGTH F'M OR 2000 PSI AT 28 DAYS, WHICHEVER IS GREATER. C. MIX PROPORTIONS SHALL CONFORM TO ASTM C-476. D. AGGREGATES SHALL CONFORM TO ASTM C-404. E. USE COARSE GROUT IN GROUT SPACES 2 INCHES OR MORE IN WIDTH AND IN CELLS TO BE GROUTED SOLID. 5. PRISM TEST SHALL BE PERFORMED FOR MASONRY WITH f'm OVER 2000 PSI AS DESCRIBED IN BUILDING CODE, SECTION 2105. 6. VERTICAL REINFORCING SHALL BE FULL HEIGHT OF WALL AND SHALL BE BRACED AT 8'-0" MAXIMUM TO PREVENT MOVEMENT WHILE GROUTING. 7. HORIZONTAL REINFORCING SHALL BE IN BOND BEAM UNITS AND TIED SECURELY TO VERTICAL REINFORCING. 8. DOWELS, ANCHORS, AND OTHER EMBEDDED ITEMS SHALL BE TIED SECURELY IN PLACE TO PREVENT MOVEMENT WHILE GROUNTING, WET SETTING OR STABBING IS NOT ALLOWED. 9. MAXIMUM GROUT LIFTS SHALL NOT EXCEED 8'-0" AND CLEANOUTS AT THE BOTTOM OF ALL CELLS SHALL BE USED UNLESS THE LIFT IS 4'-0" OR LESS, THE CLEANOUTS SHALL BE SEALED BEFORE GROUTING. GROUT FOR EACH POUR SHALL BE STOPPED 1 1/2" BELOW THE TOP OF A BLOCK COURSE EXCEPT AT TH FINAL COURSE. ALL GROUT SHALL BE THOROUGHLY CONSOLIDATED BY VIBRATING IMMEDIATELY AFTER PLACING. SHAKING OR RODDING REBAR IS NOT ALLOWED. FILL ALL CELLS WITH GROUT. 10. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE SAFETY OF LIFT HEIGHT FOR OPEN ENDED OR FIELD MODIFIED BLOCKS. 11. THE SHOP DRAWINGS DO NOT SUPERSEDE OR REPLACE THE ORIGINAL CONTRACT DRAWINGS. ANY ENGINEERING PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THE SEAL OF AN APPROPRIATELY REGISTERED ENGINEER. ENGINEERING SYSTEM SOLUTIONS SHALL NOT BE RESPONSIBLE FOR THE ADEQUACY OF ENGINEERING DESIGNS PERFORMED BY OTHERS. 4. SHOP DRAWINGS SHALL REFERENCE DATE AND DELTA (IF ANY) OF CONTRACT DRAWINGS.5. ALL DEFERRED SUBMITTALS SHALL INCLUDE CALCULATIONS AND DRAWINGS PREPARED IN ACCORDANCE WITH ALL APPLICABLE BUILDING CODES AND STAMPED BY AN APPROPRIATELY LICENSED PROFESSIONAL ENGINEER. SUBMITTALS SHALL SHOW LOCATION AND MAGNITUDE OF LOADS, SIZE AND CONFIGURATIONS OF MEMBERS, AND COMPATIBILITY WITH THE PRIMARY STRUCTURAL SYSTEM. 2. CONTRACTOR RESPONSIBLE FOR CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THIS STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH A SYSTEM OR COMPONENT PER SEC 1704.4. WHERE FABRICATION OF MEMBERS AND ASSEMBLIES IS PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE REQUIRED BY THIS SECTION, UNLESS THE FABRICATOR IS REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION, APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY, AT COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE OF VEVIRYING APPROVAL OF FABRICATOR. 2. 3. 4. 5. 6. STRUCTURAL STEEL 8. WELDS IDENTIFIED AS REQUIRING CONTINUOUS OR PERIODIC INSPECTIONS NEED NOT TO HAVE CONTINUOUS SPECIAL INSPECTION WHEN THE WELDING IS PERFORMED IN AN APPROVED FABRICATOR'S SHOP. FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE IN ACCORDANCE WITH CBC SECTION 1704.2. 9. ALL FULL PENETRATION GROVE WELDS FOR MOMENT CONNECTIONS SHALL BE ULTRASONICALLY INSPECTED BY AN APPROVED TESTING AGENCY AND SHALL CONFORM TO THE LASTEST EDITION OF AWS D1.1, SECTIONS 5 & 6. 10. STEEL FABRICATOR SHALL VERIFY ALL DIMENSIONS WITH ARCHITECTURAL AND STRUCTURAL DRAWINGS AND COORDINATE WITH MECHANICAL DRAWINGS AND SUB-CONTRACTOR FOR SIZE, LOCATION OF ALL MECHANICAL UNITS AND OPENINGS. 11. ALL MISC. FILLET WELDS NOT NOTED, INCLUDING THOSE FOR STIFFENERS, MISC. PLATES, ETC. SHALL BE PER AISC 360, TABLE J2.4. 12. WELDED MEMBERS AND CONNECTIONS IN THE SEISMIC LOAD RESISTING SYSTEM SHALL BE SUBJECT TO AWS D1.8 REQUIREMENTS. 13. NUTS ASTM A563 ANCHOR RODS/BOLTS ASTM F1554, GR. 36 OR 55 MASONRY STRUCTURAL MASONRY SHALL BE HOLLOW, MEDIUM WEIGHT(115 PCF), LOAD BEARING CONCRETE MASONRY UNIT CONFORMING TO CBC 2103.1. BLOCK TEST DATA BY A CERTIFIED LAB. SHALL BE PROVIDED TO THE EOR FOR REVIEW. 12. ALL MASONRY BLOCK CONSTRUCTION SHALL BE PLACED IN RUNNING BOND METHOD WITH ALL VERTICAL CELLS IN ALIGNMENT, TYP. 13. LAP REINFORCING BARS PER TYPICAL MASONRY LAP SCHEDULE, U.N.O.14. MECHANICAL, ELECTRICAL AND PLUMBING PENETRATION SHALL COMPLY WITH: A. DO NOT CUT ANY REINFORCING THAT MAY INTERFERE WITH ANY PENETRATIONS. INSTALL SLEEVES AS REQUIRED PRIOR TO GROUTING OF CELLS. B. NO PENETRATION SHALL BE CORED WITHOUT PRIOR APPROVAL FROM EOR. C. CONDUITS AND PIPING PARALLEL TO PLANE OF WALL MAY NOT BE EMBEDDED IN WALL D. PENETRATION AT LINTELS, PILASTERS AND JAMBS ARE ONLY PERMITTED AS SHOWN OR SPECIFICALLY DETAILED. NO OTHER PENETRATION IS ALLOWED. 15. SUBMITTALS AND SHOP DRAWINGS STATEMENT OF SPECIAL INSPECTION: THE SPECIAL INSPECTOR SHALL BE A QUALIFIED INDIVIDUAL WHO WILL DEMONSTRATE COMPETENCE, AND KNOWLEDGE TO THE BUILDING OFFICIAL, FOR THE SPECIFIC TYPE OF SPECIAL INSPECTION REQUIREMENT REQUIRED PER SCHEDULE BELOW. 7. WOOD SPECIAL INSPECTIONS SHALL BE PER CBC SECTION 1705.5.8. SPECIAL INSPECTIONS FOR WIND AND SEISMIC RESISTANCE SHALL BE PER SECTION 1705.11 AND 1705.12 RESPECTIVELY. 9. REQ'D(?) STATEMENT OF SPECIAL INSPECTIONS (ONLY INDICATED ITEMS ARE REQUIRED) INSPECTION ITEMS SPECIAL INSPECTIORS (NAME, PHONE#, REGISTRATION#) STRUCTURAL STEEL (1705.2.1) STEEL FRAME JOINT DETAILS COLD-FORMED STEEL DECK (1705.2.2) OPEN-WEB STEEL JOISTS AND JOISTS GIRDERS (1705.2.3) REINFORCING STEEL AND PRE-STRESSING STEEL TENDONS SHOTCRETE (CURING TEMPERATURE, DESIGN MIX, PLACEMENT, STRENGTH ETC. PER TABLE 1705.3) COLD-FORMED STEEL TRUSSES SPANNING >= 60 FT CONCRETE CONSTRUCTION (DESIGN MIX, FORMWORK, PLACEMENT, ETC. PER TABLE 1705.3) (SEE 1705.3 EXCEPTIONS) STRUCTURAL WELDING/REBAR WELDING ALL MASONRY CONSTRUCTION (1705.4) WOOD FOR HIGH LOAD DIAPHRAGMS (1705.5.1) METAL-PLATE-CONNECTED WOOD TRUSSES SPANNING >=60 FT SOILS (EXCAVATION, FILL, ETC. PER 1705.6) (SEE 1705.6 EXCEPTIONS) DRIVEN PILES PER 1705.7 CAST IN PLACE PILES PER 1705.8 HELICAL PILE FOUNDATIONS PER 1705.9 ERECTION OF PRE- CAST CONCRETE MEMBERS BOLTS INSTALLED IN CONCRETE HIGH STRENGTH BOLTING/MATERIAL VERIFICATION WOOD DIAPHRAGM AND SHEAR WALLS* *: FOR SPECIAL INSPECTION OF WOOD DIAPHRAGMS AND SHEAR WALLS, CONTACT EOR FOR SCHEDULE. EPOXY/ POST INSTALLED ANCHORSYES YES YES YES YES GE N E R A L N O T E S & RE Q U I R E M E N T S S0.2 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 08/19/2024 Pr o j e c t A d d r e s s : TO M ' S J R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. 23172 Plaza Pointe Dr. Suite #145 Laguna Hills, CA 92653 Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 1430 E Edinger Ave 3/27/2025 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 08/19/2024 Pr o j e c t A d d r e s s : TO M ' S J R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. 23172 Plaza Pointe Dr. Suite #145 Laguna Hills, CA 92653 Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 S0.3 TY P I C A L D E T A I L S 4 3 5 6 TY P I C A L D E T A I L S 1 810 9 SHEAR WALL FRAMING ELEVATION CONCRETE FLOOR CONDITION WOOD FLOOR CONDITION 1' MIN.PARTIAL SHEET AT WALL END ONLY 1' MI N . WH E R E RE Q ' D 7" MI N . STAGGER HORIZ. PANEL JOINTS, TYP OR USE FULL HEIGHT SHEETS WHERE POSSIBLE FULL SIZE PLYWOOD SHEET TYP. U.O.N. HEADER PER PLAN EDGE NAIL TO HOLD DOWN END POST ANCHOR BOLTS PER SHEAR WALL SCHEDULE EDGE NAIL TO SILL BLK'G AT PANEL EDGES SAME SIZE AS PANEL EDGE STUD WITH STAGG. E.N. FIELD NAILING @12" O.C. EDGE NAIL AT PANEL EDGES TYP. STUDS PLYWOOD FACE GRAIN PARALLEL TO STUD EDGE NAIL TO SOLE PLATE SOLE PLATE NAILING A35 PER SHEAR WALL SCHEDULE NOTES: 1.PROVIDE STAGGERED NAILING AT ALL PANEL EDGES. 2. STUDS ARE SPACED @ 16" O.C. MAX. U.O.N. 3. PROVIDE 1/8" GAP BETWEEN ADJACENT PANELS. EDGE NAIL TO TOP PLATES STAGGER NAILS EDGE NAIL AT ALL VERTICAL PANEL SPLICES (STAGG.). POST SIZE AT SPLICE PER SHEAR WALL SCHEDULE NOTES. TYPE HOLDOWN WHERE OCCURS 2x TRIMER W/ 16d @ 6" O.C. TO KING STUD DOUBLE SILL IF OPENING =8'-0" OR GREATER PARTITION WALL (NON-BEARING/ NON-SHEARWALL) 1/ 2 " GA P FLOOR LINE H TOP OF PARTITION PARALLEL TO JOISTS 1/ 2 " GA P FLOOR LINE H TOP OF PARTITION PERPENDICULAR TO JOISTS 1/2 "GAP TOP OF PARTITION TO CONC. SLAB 1/ 2 " GA P 4x W/ 1/2" Ø HILTI KH-EZ @48" O.C. W/ 5" EMBED EA SIDE DBL. TOP PLATES CEILING WHERE OCCURS SLAB PER PLAN 2-16d TOE NAIL 2x4 FLAT @ 48" O.C. DBL. TOP PLATES 2x6 BRACING W/ (3)16d EA END @ 8'-0" WHERE WALL IS: 2x4 AND H> 14'-0" 2X6 AND H> 22'-0" PROVIDE 2x6 CONT. @ MIDSPAN WHERE BRACE EXCEEDS 6'-0" W/(2) 16dCEILING WHERE OCCURS SIMPSON DTC (SLOT VERTICAL) AT EA JOIST OR RAFTER DBL. TOP PLATES CEILING WHERE OCCURS SIMPSON DTC (SLOT VERTICAL) CLIP @ EA RAFTER CEILING WHERE OCCURS SIMPSON STCT CLIP (SLOTS VERTICAL) WHERE REQUIRED @ EA RAFTER TRUSS BOTTOM CHORD OR ROOF JOIST TRUSS BOTTOM CHORD OR ROOF JOIST TRUSS BOTTOM CHORD OR ROOF JOIST FRAMING AT NON BEARING WALLS NON BEARING WALLS FLOOR JOIST PER PLAN SIMPSON Z CLIP EA. END 2X BLOCKING @16" O.C. SIMPSON Z CLIP EA. END 2X BLOCKING @16" O.C. WALL PARALLEL TO JOIST WALL PERPENDICULAR TO JOIST NON BEARING WALLS PROVIDE DOUBLE JOISTS UNDER NON BEARING WALLS NON BEARING WALLS PROVIDE FULL HEIGHT BLK'G UNDER NON BEARING WALLS 2x SAWN LUMBER 1 3/4" ENGINEERED LUMBER WEB STIFFENER WALL PARALLEL TO JOIST OPTION NOTES: 1. NAILS SHALL BE DRIVEN TIGHT BUT SHALL NOT FRACTURE SURFACE OF SHEATHING. 2. PLYWOOD OSB PIECES SHALL CONTAIN NOT LESS THAN 8 SQ. FT. NOR BE LESS THAN 2-0" WIDE. 3. MAXIMUM UNSUPPORTED SHEATHING TO BE 24". 4. FRAMING AT ADJOINING PANEL EDGE SHALL BE 3" NOMINAL OR WIDER AND NAILS AT ALL PANEL EDGES SHALL BE STAGG. WHERE PANEL EDGE NAILING IS SPECIFIED AT 2 1/2" 0.C. OR LESS. 5. ALL PANEL EDGES OF THE FLOOR SHEATHING SHALL HAVE APPROVED T AND G JOINTS OR SHALL BE SUPPORTED BY BLK'G. PER IBC/CBC TABLE 2304.8 (3) FOOTNOTE D. 6. DIAPHRAGM BOUNDARY SHALL BE SUPPORTED BY FRAMING MEMBERS WITH BOUNDARY NAILING. SECTION A-A PLAN 1/8" GAP 4'-0"x8-0" SHEETS, STAGG. AS SHOWN FIELD NAILING SHEATHING EDGE NAILS 2x MIN. FRAMING DIRECTION OF FACE GRAIN PERPENDICULAR TO SUPPORT DISCONTINUOUS EDGE W/2x MIN. FRAMING BLK'G. CONT. EDGE W/2x MIN. BLK'G. AT BLOCKED DIAPHRAGM JOIST PER PLAN CONT. EDGE W/O BLK'G. @ UNBLK'G. DIAPHRAGMEDGE NAILING STAGG. AA PANEL JOINT ROOF OR FLOOR SHEATHING LAYOUT BOUNDARY NAILING 4' - 0 " M A X 1" MIN PENETRATION SECTION OF DOUBLE JOISTS PLAN VIEW NOTES: SEE ARCHITECTURAL, PLUMBING, MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF OPENING WOOD JOISTS PER PLAN SHEATHING PER PLAN MSTA30 W/2x BLOCK TYP. @ CORNER DOUBLE JOISTS TAIL JOIST HANGER PER PLAN EDGE NAILING COMMON NAILS @ 6" O.C. EACH FACE TOP AND BOTTOM WEB STIFFENER AT HANGER (I-JOIST ONLY) TYP. FLOOR AND ROOF OPENING 1. INTERSECTION w/ POST INTERSECTION w/o POST OUTSIDE CORNER w/ POST OUTSIDE CORNER w/o POST NOTE: SEE FRAMING PLAN FOR SHEAR WALL LOCATIONS, ORIENTATIONS AND SCHEDULE REFERENCES 16d @ 12" O.C. FOR 2x STUD 20d @ 6" O.C. FOR 3x STUD PLYWOOD AT DOUBLE-SIDED WALL POST AT PER PLAN 16d @ 12" O.C. POST AT PER PLAN 2x OR 3x STUD AS REQ'D., TYP. PER S.W. SCHED. PLY. CONT. THRU WALL INTERSECTION ATDOUBLE-SIDED WALL 16d @ 12" O.C. FOR 2x STUD 20d @ 6" O.C. FOR 3x STUD DOUBLE 2x, MIN. 16d @ 12" O.C. SHEAR WALL/ INTERSECTION DOUBLE STUDS 16d @24" O.C. TYP. WALL INTERSECTION POST SEE PLAN OR SOLID BLK'G. SEAT ON HEADER (2)2x TOP PL'S PROVIDE FULL WIDTH BLK'G. UNDER POST ABOVE JOIST SEE PLAN FOR DIRECTION POST SEE PLAN SIMP. A34 EACH SIDE 2x SOLE PL. PLYWOOD SHEATHING SEE PLAN BLOCKING AT POSTS/TRIMMERS13 1/2" MAX. NOTES: 1. INSTALL SOLE PLATE ANCHORAGE AS SHOWN AND AT SPACING INDICATED IN WOOD SHEARWALL BASE CONNECTION SCHEDULE. 2. STAGGER ANCHORS AT DOUBLE SIDE OF SHEARWALL SHEARWALL WHERE OCCURS SOLE PLATE ANCHORAGE PER SHEARWALL SCHEDULE 1/2" MAX. SHEARWALL WHERE OCCURS CONCRETE SLAB PLATE WASHER 0.229"x3"x3"- MIN. @SHEARWALL APPLICABLE NOTE 2@SHEARWALL APPLICABLE NOTE 2 WOOD SHEARWALL SILL PLATE ANCHORAGE14 SPLICE LENGTH OF REINFORCEMENT CLASS B REBAR TENSION SPLICE LENGTH (PROVIDED CONCRETE COVER, CLEAR BAR SPACING AND TRANSVERSE REINFORCEMENT ARE IN COMPLIANCE WITH ACI 318-19, CHAPTER 25) f'c 25 0 0 P S I NO R M A L WE I G H T CO N C R E T E 30 0 0 P S I NO R M A L WE I G H T CO N C R E T E LOCATION *TOP BARS AND HORIZONTAL WALL STEEL OTHER BARS *TOP BARS AND HORIZONTAL WALL STEEL OTHER BARS Fy 40 60 40 60 40 60 40 60 3 4 5 6 7 8 9 10 11 SPLICE LENGTH IN INCHES 20 27 34 41 59 68 76 86 95 30 41 51 61 89 101 114 129 143 16 21 26 31 46 52 59 66 73 23 31 39 47 68 78 88 99 110 19 25 31 37 54 62 70 78 87 28 37 46 56 81 93 104 118 131 14 19 24 28 42 47 54 60 67 21 28 36 43 62 71 80 90 100 REBAR TENSION SPLICE LENGTH (PROVIDED MASONRY COVER, CLEAR BAR SPACING AND TRANSVERSE REINFORCEMENT ARE IN COMPLIANCE WITH ACI 530-13, SECTION 9.3.3.3 ) fy f'm 1500 3 4 5 6 7 8 9 SPLICE LENGTH IN INCHES 19 34 45 54 63 72 81 18 30 45 54 63 72 81 18 26 41 54 63 72 81 18 24 38 54 63 72 81 BAR SIZE (psl)(psl) 2000 2500 3000 60000 15 WALL FRAMING INTERSECTION FRAMING CORNER FRAMING SCREWS AS REQUIRED SCREWS AS REQUIRED STUD OR CLIP ANGLES AS REQUIRED FOR STUD CONNECTION WALL TRANSITION SCREWS AS REQUIRED NOTES: - CONNECT MULTI-STUD AND CORNER TOGETHER W/#10 SDS @12" O.C. U.N.O 16 TYP. TOP TRACK SPLICE EQUAL±EQUAL± 24" MAX. MIN 16 GA. TOP TRACK (54 MILS) PER PLAN STUD SPLICE SAME THICKNESS W/ TOP TRACK 16" LONG STUD SPLICE SAME THICKNESS W/ TOP TRACK W/(8) #10 SCRWS EA. SIDE (16 TOTAL) U.N.O CFS STUD WALL MIN 16 GA. TOP TRACK (54 MILS) PER PLAN A-A 17 1430 E Edinger Ave 3/27/2025 FOOTING SCHEDULE LEGEND FOUNDATION NOTES 1.REFER TO SHEET S0.1 FOR MORE INFORMATION. 2.CONTRACTOR IS RESPONSIBLE FOR VERIFYING PREFABRICATED SHEAR WALLS AND MATCH TOP PLATE HEIGHT AND WALL WIDTH AND NOTIFY ENGINEER OF RECORD IF DIFFERENT THAN PLANS. 3.TOP OF ALL EXTERIOR FOOTING, GRADE BEAM FOOTING, PAD FOOTING, OR FLAG POLE FOOTING TO BE MIN. 6" BELOW FINISH GRADE. 4.FOR NON-SHEAR WALLS, MASA/MASAP MUDSILL ANCHORS CAN BE USED IN LIEU OF ANCHOR BOLTS WITH END DISTANCE OF 4" MIN. PER ESR #2555. 5.FOR DOUBLE SHEAR PANEL TYPES SW3, SW4, SW5 USE MIN. 3X6 SILL PLATES U.N.O. DENOTES HOLDOWN PER SCHEDULE DENOTES PAD NUMBER PER SCHEDULE DENOTES SLAB STEP PER ARCH. (VERIFY PRIOR TO CONSTRUCTION) HOLDOWN SCHEDULE CONV. FOUNDATION DENOTES DETAIL SHEET NUMBER DENOTES DETAIL NUMBER REFER TO DETAIL 5/S0.6 PAD SIZESYMBOL 2'-0" SQ. x 24" THICK SYMBOL SIMPSON HOLDOWN USP HOLDOWN NOTES STAD10 HTT22HTT5 STHD10 X SDX DENOTES NEW FOOTING DENOTES NEW PAD DENOTES EXISTING FOOTING DENOTES EXISTING PAD DENOTES SHEAR PANEL LENGTH DENOTES PANEL TYPE, REFER TO SHEARWALL SCHEDULE STEP REINFORCEMENT (3) #4 E.W. X X X X'-X" PF1 HD1 HD3 DENOTES POST OR TRIMMER AS NOTED #X DENOTES PAD NUMBER IN CALCULATIONS CF1 CONT. W=12", D=24"CONT. (2) #4 TOP & BOTTOM REFER TO DETAIL 1/S0.6 2'-6" SQ. x 24" THICK (4) #4 E.W.PF2 DOUBLE C-STUD UNIT W.T. 755# UNIT W.T. 540# UNIT W.T. 970# UNIT W.T.: 215# UNIT W.T. 859# HALLWAY RESTROOM ALL GENDER FREEZER W.I.C. RESTROOM ALL GENDER FOOD PREP/DISH WASH SECONDARY ENTRANCE DRY STORAGE RACKS MAX 7' HIGH OFFICE WAITING AREA CLOSET 5'x7' TRASH EXIT EXIT TABLE SEATING 30 " D O O R BURNER RESTAURANT GAS RANGE SODA/CO2 ELECTRICAL DRY STORAGE RACKS MAX 7' HIGH PICK UP WINDOW SW 1 4' - 0 " SW 1 4' - 0 " SW1 3'-8" SW1 5'-4" SW1 10'-3" SW1 9'-9" SW 1 19 ' - 9 " 1 2 3 A D B HSS5 x 5 x 1 / 4 HSS 5 x 5 x 1 / 4 SW1 12'-0" SW 1 13'- 6 " SW 1 5' - 5 " SW 1 4' - 0 " SW 1 4' - 0 " SW 1 24 ' - 0 " SW 1 5' - 3 " SW1 3'-8" SW1 5'-4" SW1 10'-3" SW1 9'-9" SW 1 19 ' - 9 " HD3 HD3 HD3 HD3 HD3 HD1 HD1 HD1 HD1 HD1 HD1 HD3 HD3 HD3 HD3 PF2 #1 2 S0.7 10 S0.7 3 S0.7 4 S0.7 5 S0.7 5 S0.7 4 S0.7 5 S0.7 5 S0.7 2 S0.7 2 S0.7 HD3 HD3 2 S0.7 5 S0.7 2 S0.7 6 S0.7 6 S0.7 6 S0.7 (E) SLAB (E) SLAB (E) SLAB CF1 4 S0.7 CF1 CF1 (E) FOOTING (E) FOOTING 7 S0.7 7 S0.7 7 S0.7 (E) FOOTING CF1 CF1 9 S0.7 HD1 HD1 HD1 HD1 PF2 #2 9 S0.7 PF2 #3 SW2 12'-0" HD3 HD3 C HD3 2 S0.7 10 S0.7 4'-0" 2 S0.7 2022 CALIFORNIA BUILDING CODE (1), (3) (4) (2) (1) 870 (PLF) SHEAR ALLOWABLE 220 PANEL TYPE SHEAR 8 d's 10 d's @ 2" O.C. 8 d's @ 2" O.C. @ 3" O.C. 15/32" APA Structural I rated 3/8" APA rated 10 d's @ 12" O.C. 8 d's @ 12" O.C. 8 d's @ 12" O.C. 8 d's @ 4" O.C. NAILING (COMMON) EDGE 8 d's@ 6" O.C. 3/8" APA rated rated3/8" APA SHEATHING 8 d's @ 12" O.C. @ 12" O.C.8 d's FIELD (COMMON) NAILING PERIODIC SPECIAL INSPECTION IS REQUIRED. (4) (2) (5) (6) USE CLIPS @ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.). SINKER 16d's CONNECTION SILL PLATE @ 4" O.C. @ 6" O.C. @ 3" O.C. @ 2" O.C. @ 16" O.C. @ 12" O.C. @ 8" O.C. @ 6" O.C. @ 5" O.C. SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED. USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIED ON FRAMING PLANS. FRAMING CLIPS A35's, LS50's OR LTP4's (5), (6) 2 ROWS STAGG. @ 3" O.C. 1/4"Øx6" SCREWS SDS (8) 260 320 380 410 490 (7)ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24" O.C. MAX. (8)SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS. (9)NAILING @ 6" O.C. WHEN STUDS ARE SPACED @ 24" O.C. (9) (7) (7) (7) 3/8" APA rated 530 640 (7) (10)FOR DOUBLE SIDED SHEAR PANELS: (10)(10)(10) (10)(10)(10) (10)(10)(10) a. USE HALF THE SPACING OF SILL PLATE ANCHOR BOLTS FOR TYPES SW3, SW4 & SW5. c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND HALF THE SPACING, FOR TYPES SW3, SW4 & SW5. 5/8" Ø 2X A.B. SPC'G @ 24" O.C. @ 16" O.C. @ 8" O.C. @ 8" O.C. @ 6" O.C. 48" 42" 36" 24" 18" SHEAR WALL SCHEDULE (4) (2) (4) (2) (4) (2) (3)STUDS ARE SPACED @ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN. b. USE ONLY 1/4"Øx6" SDS SCREWS IN SCHEDULE AND WITH HALF THE SPACING, FOR TYPES SW4 & SW5. SW1 SW2 SW3 SW4 SW5 FOUNDATION PLAN SCALE : 1/4" = 1'-0" 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 08/19/2024 Pr o j e c t A d d r e s s : TO M ' S J R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. 23172 Plaza Pointe Dr. Suite #145 Laguna Hills, CA 92653 Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 S0.4 FO U N D A T I O N P L A N 1430 E Edinger Ave 3/27/2025 FRAMING NOTES 1.REFER TO SHEET S0.1 FOR MORE INFORMATION. 2.CONTRACTOR IS RESPONSIBLE FOR VERIFYING PREFABRICATED SHEAR WALLS AND MATCH TOP PLATE HEIGHT AND WALL WIDTH AND NOTIFY ENGINEER OF RECORD IF DIFFERENT THAN PLANS. 3.USP CONNECTORS CAN BE USED IN LIEU OF SIMPSON STRONG TIE IN THIS PROJECT. CONTACT E.O.R. FOR CONVERSION TABLE OR SUBMIT SHOP DRAWINGS TO E.O.R. FOR REVIEW AND APPROVAL. 4.USE USP " TFL " HANGERS FOR CONNECTION OF I-JOISTS TO OTHER FRAMING MEMBERS (U.N.O.) AND " JUS " HANGERS FOR CONNECTION OF SOLID JOISTS. 5.USE ST6224 STRAP FOR THE TOP PLATES SPLICE AT ALL FRAMING LEVELS (3B/S0.7), UNO ON PLANS. 6.USE ST22 STRAP FOR LEDGER SPLICES, UNO. 7.USE (1)CS16 x 3'-0" STRAP AT RIM JOISTS SPLICE, U.N.O ON PLANS. 1¼” MIN. LVL RIM JOISTS SHOULD BE USED AT ALL FLOOR FRAMING EDGES. 8.HEADER AT NON-BEARING WALLS, USE 2x4 FOR OPENINGS UP TO 3'-0" MAX., (2)2x4 FOR OPENINGS UP TO 6'-0" MAX., 4x6 FOR OPENINGS UP TO 12'-0" MAX., (UNO). USE 4x4 FOR OPENINGS LESS THAN 16" AT BEARING WALLS WITHOUT POINT LOADS. 9.WOOD HEADER OR POSTS MADE UP OF 2 OR MORE 2X'S SHALL BE SPIKED TOGETHER PER THE NAILING SCHEDULE. 10.SHEARWALL PANEL TO BE NAILED TO ALL MULTIPLE STUDS RECEIVING HOLDOWNS AND DO NOT BREAK AT PERPENDICULAR WALL LOCATIONS, UNO. FRAMING SCHEDULE DENOTES POST OR TRIMMER AS NOTED LEGEND KEY NOTES LINE OF 2x FLAT BLOCKING W/E.N. DENOTES SHEAR PANEL LENGTH DENOTES PANEL TYPE, REFER TO SHEARWALL SCHEDULE DENOTES BEAM NUMBER, REFER TO E.O.R. CALCULATIONS PROVIDE SOLID BLOCKING WHERE POSTS ARE DISCONTINUOUS AT JOIST SPACE AND/OR FROM TOP OF BEAMS/HEADERS TO LOWER TOP PLATE. TRUSS HANGER BY TRUSS MANUFACTURER SHEAR TRUSS W/E.N. DRAG TRUSS W/E.N. LINE OF FULL HEIGHT BLK'G W/E.N. DENOTES FLOOR TO FLOOR HOLDOWN PER SCHEDULE IN DETAIL 12/S0.7 & 12/S0.8 FRAMING ALIGN POST WITH UPPER FLOOR POST WITH SOLID BLOCKING BETWEEN FLOOR CONTINUOUS LINE OF BLOCKING W/E.N. UNDER SHEAR WALL ABOVE W/ (1) CS16 DENOTES DIRECTION OF FRAMING MEMBER PER FRAMING SCHEDULE DENOTES DETAIL SHEET NUMBER DENOTES KEY NOTE NUMBER DENOTES BEARING WALL DENOTES OVER FRAMING CONTINUOUS JOIST W/E.N. DENOTES POST OR TRIMMER FROM FLOOR ABOVE DENOTES DETAIL NUMBER DENOTES DROP BEAM OR HEADER PER PLAN DENOTES FLUSH BEAM PER PLAN MARK MEMBER TYPE DESIGN ROOF TRUSSES BY OTHERS @ 24" O.C.RT X X X X SDX 1 2 3 4 5 6 7 8 9 DENOTES DRAG DIRECTION BLOCKED ROOF DIAPHRAGM 8d's @ 4" B.N. 8d's @ 6" E.N. 8d's @ 12" F.N. 10 BLOCKED FLOOR DIAPHRAGM 10d's @ 6" B.N. 10d's @ 6" E.N. 10d's @ 12" F.N. 11 X X'-X" X X X DENOTES FRAMING ZONE DIVISION X DENOTES SHEARWALL LINE IN CALCULATIONS DOUBLE C-STUD AI R F L O W . RTU 1 KEF 1 MAU 1 KEF 2 RTU 2 UNIT W.T. 755# UNIT W.T. 540# UNIT W.T. 970# UNIT W.T.: 215# UNIT W.T. 859# HALLWAY RESTROOM ALL GENDER FREEZER W.I.C. RESTROOM ALL GENDER FOOD PREP/DISH WASH SECONDARY ENTRANCE DRY STORAGE RACKS MAX 7' HIGH OFFICE WAITING AREA CLOSET 5'x7' TRASH EXIT EXIT TABLE SEATING 30 " D O O R BURNER RESTAURANT GAS RANGE SODA/CO2 ELECTRICAL DRY STORAGE RACKS MAX 7' HIGH PICK UP WINDOW 11 8A 6x 6 H D R ( L O W ) 6x6 HDR 6x6 HDR19 5 1/4"x11 1/4" LVL HDR18 6x6 HDR SB 1 HS S 1 0 x 5 x 3 / 8 S T L B M 6x 8 H D R 6x 6 H D R 10 6x8 CL'G BM 4x 6 RT RT CANT. CA N T . RT RT 5 CANT. 6x10 CL'G BM 4 CA N T . 4 x 1 0 C L ' G B M 2 CANT. 6x10 CL'G BM CANT. 6x10 CL'G BM (HIGH) 1 4x 1 0 C L ' G B M 6x 6 C L ' G B M 6x 6 C L ' G B M 2A 6x6 CL'G BM 4x6 4x6 RT RT 6x 6 H D R ( L O W ) 25 6x 8 H D R 7 6x 1 0 C L ' G B M 9 6x6 CL'G BM 8 CA N T . 6 x 1 0 C L ' G B M ( H I G H ) 6 4x1 0 C L ' G B M 2- 6 0 0 S 1 6 2 - 5 4 RT RTRT 2- 2 x 6 TR I M 2- 2 x 6 TR I M RT 4x6 4x6 14 CANT. 4x10 CL'G BM 15 16 13 4x 1 0 C L ' G B M 12 4x 1 0 C L ' G B M 17 4x 1 0 C L ' G B M RT CA N T . 4x 6 4x 6 GT- 2 1 22 4x 6 4x6 24 CA N T . 6 x 8 CL ' G B M 4x6 2- 2 x 6 4x 6 4x6 4x6 TR I M 20 6x6 CL'G BM SW 1 4' - 0 " SW 1 4' - 0 " SW1 3'-8" SW1 5'-4" SW1 10'-3" SW1 9'-9" SW 1 19 ' - 9 " 4x 6 2- 2 x 6 2- 2 x 6 4x6 4x6 4x6 4x6 4x 6 4x6 3 POINTS BR'G CANT. 3 POINTS BR'G CA N T . 4x 6 4x 6 4x 6 4x 6 4x 6 6x6 4x6 1 2 3 A D B 3 CANT. 4x10 CL'G BM CANT. 6x10 CL'G BM 1 TR E L L I S B M (T Y P . ) LO C A T E T R U S S LOCATE TRUSS BLK'G BL K ' G BL K ' G BL K ' G 2A S0.8 LO C A T E T R U S S 1 S1.0 SIMPSON ST6236 1B S0.8 7 S0.8 7 S0.8 1B S0.8 8 S0.8 LOWHI. 1B S0.8 1B S0.8 9 S0.8 14 S0.9 15 S0.9 9 S0.8 9 S0.8 9 S0.8 4 S0.8 4 S0.8 15 S0.8 2 S0.9 9 S0.8 9 S0.8 2 S1.0 3 S0.9 1B S0.8 1B S0.84 S0.9 LOW HI. 5 S0.8 8 S0.8 8 S0.8 9 S0.8 8 S0.8 1A S0.8 1B S0.8 7 S0.8 1B S0.8 2A S0.8 1B S0.8 2A S0.8 1B S0.8 2A S0.8 1A S0.8 8 S0.8 9 S0.3TYP. 15 S0.8 15 S0.8 15 S0.8 16 S0.8 15 S0.8 1 S0.9 2 S0.9 6x12 HDR HSS5 x 5 x 1 / 4 HSS 5 x 5 x 1 / 4 3 S0.9 4 S0.9 LOW HI. 3 S0.9 11 S0.8 TYP. SW1 12'-0" SW 1 13'- 6 " SW 1 5' - 5 " SW 1 4' - 0 " SW 1 4' - 0 " SW 1 24 ' - 0 " SW 1 5' - 3 " SW1 3'-8" SW1 5'-4" SW1 10'-3" SW1 9'-9" SW 1 19 ' - 9 " 4 S0.8 SIM. 23 6x8 CL'G BM 6x8 CL'G BM SHEAR TRUSS OFFSET (DRAG LOAD = 4600#) HU HI. LOW HU HU HU HU C HUHUCQHGUS HUCQ HUC HUC HUC HUC HU HUC SKE W E D HUCSKE W E D 10 4x 6 4x6 SIM. SIM. TYP. 2A S0.8 5 S0.9 5 S0.9 5 S0.9 5 S0.9 5 S0.9 5 S0.9 5 S0.9 5 S0.9 5 S0.9 17 S0.8 1B S0.8 SIM. 6 S0.9 6 S0.9 6 S0.9 8 S0.9 7 S0.9 8 S0.9 8 S0.9 16 S0.9 9 S0.9 10 S0.9 IN V . 2A S0.8 2A S0.8 LO C A T E T R U S S LO C A T E T R U S S SIMPSON ST6236 (D R A G L O A D = 1 7 5 0 # ) 14 S0.8 14 S0.8 14 S0.8 13 S0.9 SIM. @ PARAPET SW2 12'-0" 4x6 4x 6 SHEAR TRUSS (DRAG LOAD = 5300#) C 4x6 2- 6 0 0 S 1 6 2 - 5 4 2-600 S 1 6 2 - 5 4 15 S0.9 17 S0.9 5' - 0 " 600S162-43 STUDS @ 24" O.C. 60 0 S 1 6 2 - 4 3 ST U D S @ 24 " O . C . 10 6 S1.0 GT-32 28 4x 8 F L B M HU HU 28 4x 8 F L B M HU GT - 3 1 27 4x8 FL BM HUHU 27 4x8 FL BM HUHU 30 4x8 FL BM HU HU GT - 3 3 29 4x 8 F L B M HU 29 4x 8 F L B M HU GT - 3 1 GT - 3 3 LO C A T E T R U S S 3 S1.0 @ HOOD SIM. TYP. 28A 4x8 FL BM 28A 4x8 FL BM 4x 8 FL B M 4x 8 FL B M 6 S0.8 HU, TYP. 4x8 FL BM 4x8 FL BM GT - 3 3 GT - 3 3 7 S1.0 TYP. @ RTU, MAU, KEF 2022 CALIFORNIA BUILDING CODE (1), (3) (4) (2) (1) 870 (PLF) SHEAR ALLOWABLE 220 PANEL TYPE SHEAR 8 d's 10 d's @ 2" O.C. 8 d's @ 2" O.C. @ 3" O.C. 15/32" APA Structural I rated 3/8" APA rated 10 d's @ 12" O.C. 8 d's @ 12" O.C. 8 d's @ 12" O.C. 8 d's @ 4" O.C. NAILING (COMMON) EDGE 8 d's@ 6" O.C. 3/8" APA rated rated3/8" APA SHEATHING 8 d's @ 12" O.C. @ 12" O.C.8 d's FIELD (COMMON) NAILING PERIODIC SPECIAL INSPECTION IS REQUIRED. (4) (2) (5) (6) USE CLIPS @ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.). SINKER 16d's CONNECTION SILL PLATE @ 4" O.C. @ 6" O.C. @ 3" O.C. @ 2" O.C. @ 16" O.C. @ 12" O.C. @ 8" O.C. @ 6" O.C. @ 5" O.C. SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED. USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIED ON FRAMING PLANS. FRAMING CLIPS A35's, LS50's OR LTP4's (5), (6) 2 ROWS STAGG. @ 3" O.C. 1/4"Øx6" SCREWS SDS (8) 260 320 380 410 490 (7)ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24" O.C. MAX. (8)SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS. (9)NAILING @ 6" O.C. WHEN STUDS ARE SPACED @ 24" O.C. (9) (7) (7) (7) 3/8" APA rated 530 640 (7) (10)FOR DOUBLE SIDED SHEAR PANELS: (10)(10)(10) (10)(10)(10) (10)(10)(10) a. USE HALF THE SPACING OF SILL PLATE ANCHOR BOLTS FOR TYPES SW3, SW4 & SW5. c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND HALF THE SPACING, FOR TYPES SW3, SW4 & SW5. 5/8" Ø 2X A.B. SPC'G @ 24" O.C. @ 16" O.C. @ 8" O.C. @ 8" O.C. @ 6" O.C. 48" 42" 36" 24" 18" SHEAR WALL SCHEDULE (4) (2) (4) (2) (4) (2) (3)STUDS ARE SPACED @ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN. b. USE ONLY 1/4"Øx6" SDS SCREWS IN SCHEDULE AND WITH HALF THE SPACING, FOR TYPES SW4 & SW5. SW1 SW2 SW3 SW4 SW5 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 08/19/2024 Pr o j e c t A d d r e s s : TO M ' S J R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. 23172 Plaza Pointe Dr. Suite #145 Laguna Hills, CA 92653 Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 S0.5 RO O F F R A M I N G P L A N ROOF FRAMING PLAN SCALE : 1/4" = 1'-0" 1430 E Edinger Ave 3/27/2025 FRAMING NOTES 1.REFER TO SHEET S0.1 FOR MORE INFORMATION. 2.CONTRACTOR IS RESPONSIBLE FOR VERIFYING PREFABRICATED SHEAR WALLS AND MATCH TOP PLATE HEIGHT AND WALL WIDTH AND NOTIFY ENGINEER OF RECORD IF DIFFERENT THAN PLANS. 3.USP CONNECTORS CAN BE USED IN LIEU OF SIMPSON STRONG TIE IN THIS PROJECT. CONTACT E.O.R. FOR CONVERSION TABLE OR SUBMIT SHOP DRAWINGS TO E.O.R. FOR REVIEW AND APPROVAL. 4.USE USP " TFL " HANGERS FOR CONNECTION OF I-JOISTS TO OTHER FRAMING MEMBERS (U.N.O.) AND " JUS " HANGERS FOR CONNECTION OF SOLID JOISTS. 5.USE ST6224 STRAP FOR THE TOP PLATES SPLICE AT ALL FRAMING LEVELS (13B/S0.7), UNO ON PLANS. 6.USE ST22 STRAP FOR LEDGER SPLICES, UNO. 7.USE (1)CS16 x 3'-0" STRAP AT RIM JOISTS SPLICE, U.N.O ON PLANS. 1¼” MIN. LVL RIM JOISTS SHOULD BE USED AT ALL FLOOR FRAMING EDGES. 8.HEADER AT NON-BEARING WALLS, USE 2x4 FOR OPENINGS UP TO 3'-0" MAX., (2)2x4 FOR OPENINGS UP TO 6'-0" MAX., 4x6 FOR OPENINGS UP TO 12'-0" MAX., (UNO). USE 4x4 FOR OPENINGS LESS THAN 16" AT BEARING WALLS WITHOUT POINT LOADS. 9.WOOD HEADER OR POSTS MADE UP OF 2 OR MORE 2X'S SHALL BE SPIKED TOGETHER PER THE NAILING SCHEDULE. 10.SHEARWALL PANEL TO BE NAILED TO ALL MULTIPLE STUDS RECEIVING HOLDOWNS AND DO NOT BREAK AT PERPENDICULAR WALL LOCATIONS, UNO. 11. APPLY TYP. DETAIL 14/S-0.20 TO ALL HEADER AND POST TRIM CONNECTIONS ON THE EXTERIOR WALL. (U.N.O.). 12. PROVIDE (2)2x STUDS UNDER EACH TRUSS, TYP. 13. ALL INTERIOR WALLS SHALL BE SIZE UP THE 4" STUDS (5 PSF INTERIOR PRESSURE) TRASH - ENCLOSURE FOUNDATION NOTES 1.REFER TO SHEET S0.1 FOR MORE INFORMATION. 2.CONTRACTOR IS RESPONSIBLE FOR VERIFYING PREFABRICATED SHEAR WALLS AND MATCH TOP PLATE HEIGHT AND WALL WIDTH AND NOTIFY ENGINEER OF RECORD IF DIFFERENT THAN PLANS. 3.TOP OF ALL EXTERIOR FOOTING, GRADE BEAM FOOTING, PAD FOOTING, OR FLAG POLE FOOTING TO BE MIN. 6" BELOW FINISH GRADE. 4.FOR NON-SHEAR WALLS, MASA/MASAP MUDSILL ANCHORS CAN BE USED IN LIEU OF ANCHOR BOLTS WITH END DISTANCE OF 4" MIN. PER ESR #2555. 5.FOR DOUBLE SHEAR PANEL TYPES SW3, SW4, SW5 USE MIN. 3X6 SILL PLATES U.N.O. DENOTES POST OR TRIMMER AS NOTED LEGEND DENOTES BEAM NUMBER, REFER TO E.O.R. CALCULATIONS DENOTES DIRECTION OF FRAMING MEMBER PER FRAMING SCHEDULE DENOTES DETAIL SHEET NUMBER DENOTES DETAIL NUMBER DENOTES FLUSH BEAM PER PLANX X SDX X X FRAMING SCHEDULE MARK MEMBER TYPE DENOTES SLAB STEP PER ARCH. (VERIFY PRIOR TO CONSTRUCTION)STEP DENOTES FOOTING 1 20 GAUGE TYPE B 1-1/2" METAL DECK BY VERCO OR EQUIVALENT WITH #12 SCREWS, MIN. 14 IN 36" WIDE PANEL SUPPORTS, AND SIDELAPS CONNECTED AT 24" O.C. #12 SCREWS SHALL BE SELF DRILLING, SELF TAPPING SCREWS WITH A MIN. WASHER DIAMETER OF 5/16" AND WASHER THICKNESS OF 0.05". THE SCREWS MUST BE COMPLIANT WITH ASTM C1513. FOOTING SCHEDULE PAD SIZESYMBOL REINFORCEMENT CF1 CONT. W=12", D=24"CONT. (2) #4 TOP & BOTTOM SB2 HSS8x2x3/8 STL BM SB2 HSS8x2x3/8 STL BM SB 4 CO N T . HS S 8 x 2 x 3 / 8 S T L B M SB 4 CO N T . H S S 8 x 2 x 3 / 8 S T L B M 1 HSS 3 " D I A . x 1 / 4 " SB3 HSS8x2x3/8 STL BM SB3 HSS8x2x3/8 STL BM 4 S0.9 TYP.4 S1.0 4 S1.0 4 S1.0 4 S1.0 TYP. HSS 3 " D I A . x 1 / 4 " HSS 3 " D I A . x 1 / 4 " HSS 3 " D I A . x 1 / 4 " HSS 3 " D I A . x 1 / 4 " HSS 3 " D I A . x 1 / 4 " HSS 3 " D I A . x 1 / 4 " HSS 3 " D I A . x 1 / 4 " 5 S1.0 EQ . EQ . EQ . 1' - 0 " 11 S0.7 11 S0.7 13 S0.7 13 S0.7 13 S0.7 13 S0.7 15 S0.7 THICK CONVENTIONAL AND UNDERLAYMENT 5" PER DETAIL 1/S0.7 SLAB w/#4 @ 16" O.C. E.W. 1' - 0 " 13 S0.7 CF1 8" CMU WALL, TYP. 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 08/19/2024 Pr o j e c t A d d r e s s : TO M ' S J R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. 23172 Plaza Pointe Dr. Suite #145 Laguna Hills, CA 92653 Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 S0.6 ROOF FRAMING PLAN SCALE : 1/4" = 1'-0"TRASH ENCLOSURE FOUNDATION PLAN SCALE : 1/4" = 1'-0"TRASH ENCLOSURE ST R U C T U R A L P L A N S TR A S H E N C L O S U R E 1430 E Edinger Ave 3/27/2025 10 " ( S T H D 1 0 ) 14 " ( S T H D 1 4 ) 3" - 5 " MAX. ALLOWABLE SPALL = 1" STHD PER PLAN APPLY ON STUD/POST WHERE NO SHEATHING EXISTS (1)#4 BAR L=56" CENTERED AT STHD REINFORCING PER PLAN CONC. SLAB & REINF. PER PLAN 10 " ( S T H D 1 0 ) 14 " ( S T H D 1 4 ) 3" - 5 " MAX. ALLOWABLE SPALL = 1" (1)#4 BAR L=56" CENTERED AT STHD FINISH GRADE REINFORCING PER PLAN CONC. SLAB & REINF. PER PLAN STHD PER PLAN APPLY ON STUD/POST WHERE NO SHEATHING EXISTS PER PLAN D PE R P L A N PER PLAN AT CURB NOTES: 1.REFER TO MANUF. REQUIREMENTS, SPECIFICATIONS, AND APPLICABLE ICC-ESR REPORT. 2.FOOTING TOP REBAR(S) OR POST-TENSION TENDON MAY BE COUNTED AS REQ'D HOLDOWN REBAR. 3.FOR ALL INFORMATION NOT SHOWN, REFER TO DETAIL 1. AT EXTERIOR FOOTING STHD STRAP HOLDOWN D PE R P L A N 12 " M A X #4 CONT. 1 #4 DOWELS @ 18" O.C. EMBED MIN. 12" INTO NEW FOOTING & MIN 6" INTO EXISTING SLAB.STAGGERED TO BOTH SIDES OF (E) SLAB . DRILL & EPOXY W/ SIMP. SET-3G EPOXY. (SPECIAL INSPECTION REQUIRED) [ICC ESR#4057] 12" MIN. WIDTH PER PLAN MI N . 1 8 " - N O L E S S TH A N E X I S T I N G FO O T I N G D E P T H 6" M I N . SAW CUT (E) SLAB, CHEAP CONC. SURFACE NEW FOOTING W/(2)#4 BAR TOP & BOTTOM EXISTING SLAB 2X P.T.D.F. SILL w/5/8" Ø ANCHOR BOLTS PER SHEAR WALL SCHEDULE 2X STUDS @16" O.C. INTERIOR FINISH EXISTING SLAB NEW INTERIOR BEARING FOOTING IN EXISTING SLAB 3" CLR. COVER, TYP. ISOLATED PAD FOOTING PAD REINFORCEMENT, SEE PLANS CENTERLINE OF POST AND PAD FOOTING POST IN WALL OR USE COLUMN BASE, SEE PLAN #4 DOWELS @ 18" O.C. EMBED MIN.12" INTO NEW FOOTING & MIN 6" INTO EXISTING SLAB.STAGGERED TO BOTH SIDES OF (E) SLAB. DRILL & EPOXY W/ SIMP. SET-3G EPOXY. (SPECIAL INSPECTION REQUIRED) [ICC ESR#4057]SAW CUT (E) SLAB, CHEAP CONC. SURFACE SEE PLANS 24" SQ. MIN. 24 " M I N . 24" MIN. MIN. 6" EMBEDMENT W/ SIMPSON SET-3G EXISTING SLAB NEW SLAB REBAR PER PLANS NEW TO EXISTING FOUNDATION DETAIL #4 OVERLAPPED W/ NEW REBAR TO MATCH SPACING OF TYPICAL FOOTING REBAR TOP & BOTTOM NEW SLAB PER PLANS 6" MIN. 24" EXISTING SLAB NEW SLAB PER PLANS NEW FOOTING MIN. AS DEEP AS EXISTING NEW REBAR MATCH SIZE & SPACING OF TYP. FOOTING REBAR @ TOP & BOTT. - SET-3G ESR #4057 - SPECIAL INSPECTION REQUIRED MISSING SHEAR ANCHOR DETAIL REPLACE EACH MISSING 5/8" Ø A.B. W/ (2) 1/2" Ø TITEN-HD SCREWS OR (2) 1/2"Ø A307 ALL THREAD W/ SET-3G EPOXY EXISTING SLAB & FOOTING 7" - SET-3G ICC-ES ESR-4057 - TITEN-HD ESR-2713 - SPECIAL INSPECTION REQUIRED 2.5" @ EDGE CONC. FOOTING OR CENTERED AT INTERIOR FOOTING HOLDOWN RETROFIT DETAIL EXTERIOR CONDITION F.G. h M I N . NEW ANCHOR BOLT (ASTM-A36) PER TABLE DRILLED THROUGH EXISTING FOOTING BACK FILL w/ 2500 PSI CONCRETE NEW HOLDOWN PER PLAN PLATE WASHER & NUT PER TABLE HDU 2 & 4,HTT, STHD 13/4" SQ.x5/8"12" HDU 5 & 8 HDU 11 & 14 5/8" Ø 7/8" Ø 1" Ø 2/12" SQ.x5/8" 3" SQ.x5/8" 15" 24" h 3" C L R . , T Y P . NEW HOLDOWN PER PLAN E.Q.E.Q. 15" MIN. EXISTING INTERIOR FOOTING 5/8" TO 3/4" COUPLER REFER TO SIMPSON CATALOGUE FOR ADDITION INFOR. THREADED ROD ASTM A36 IN SIMPSON SET-3G (3/4" Ø) W/ 12" EMBEDMENT h M I N . INTERIOR CONDITION - SET-3G ICC-ES ESR-4057 - SPECIAL INSPECTION REQUIRED 6" MIN. HOLDOWN ASTM-A36 ROD Ø A36 PLATE WASHER 1 3/4" @ 2x4 STUD WALL OR 2 1/2" @ 2x6 STUD WALL CONT. REBAR PER PLAN "D " M I N . E M B E D M E N T PE R S C H E D U L E 3" C L R . , TY P . PLYWOOD OR OSB PER PLAN (WHERE OCCURS) MI N . 8" 2x STUDS WALL PER PLAN 2x PTDF SILL (USE 3x WHERE REQUIRED PER PLANS) w/ 5/8" DIA. ANCHOR BOLTS (E) SLAB PER PLAN PER PLAN TOP OF NATURAL GRADE 3" CLR., TYP.NOTES: 1.FOR TWO POUR CONSTRUCTION, SEE FOOTING COLD JOINT DETAIL. 2.MAXIMUM WATER CEMENT RATIO FOR SLAB CONCRETE SHALL BE W/C=0.45. 3.EMBEDMENT DEPTH, "D" SHALL BE MEASURED FROM THE LOWEST ADJACENT GRADE. 4. SEE DETAIL 1/S0.7 FOR MORE INFORMATION NOT SHOWN EXTERIOR FOOTING DETAIL 6" NEW FOUNDATION PER PLAN #4 DOWEL (MIN. 24" LENGTH) w/6" MIN. EMBED INTO EXISTING CONCRETE SLAB E.N. 2 3 4 5 6 7 HSS COLUMN PER PLAN 1/4" FILLET WELD (2) 5/8" DIAM. ALL THREAD W/SIMPSON "SET-3G" EPOXY, W/ MIN. 8" EMBED. INTO EXISTING FOOTING, SPECIAL INSPECTION REQUIRED 5 1/2"X12"X1/4" STEEL BASEPLATE 5 1/2"X12"X1/4" STEEL BASEPLATE HSS COLUMN PER PLAN NOTE: SIMPSON "SET-3G" EPOXY ANCHORS REQUIRE SPECIAL INSPECTION ICC ESR-4057 FOUNDATION DETAIL 9" 10 " M I N 5 1/2" 1 1 / 2 " 1 1 / 2 " 12 " (E) FOOTING 8 9 NEW PAD FOOTING @ EXTERIOR CONDITION (N) STEEL COLUMN PER PLAN (E) CONCRETE FOUNDATION (N) PAD FOOTING PER PLAN #4 DOWELS @ 18" O.C. BENT AS SHOWN IN FOOTING MIN. 5" EMBEDMENT OF DOWELS INTO EXISTING CONCRETE W/ SIMPSON SET-XP EPOXY, ESR #2508. PERIODIC SPECIAL INSPECTION IS REQ'D. ADDITIONAL #4 BOTTOM DOWEL AT ENDS ONLY. PAD REINF. PER PLAN PER PLAN (E) WIDTH (N) FTN'G WIDTH MIN 3" CL R . 24 " M I N . (E ) D E P T H 3" (2) 5/8" DIAM. ALL THREAD W/SIMPSON "SET-3G" ESR-4057, W/ MIN. 10" EMBED. INTO EXISTING FOOTING, SPECIAL INSPECTION REQUIRED 5 1/2"X12"X1/2" STEEL BASE PLATE 1/2" THICK STEEL BASE PLATE 3/16 1.5"1.5" 12" 5 1 / 2 " STEEL COLUMN PER PLAN #4 DOWELS @ 18" O.C. EMBED MIN. 12" INTO NEW FOOTING & MIN 6" INTO EXISTING SLAB.STAGGERED TO BOTH SIDES OF (E) SLAB . DRILL & EPOXY W/ SIMP. SET-3G EPOXY. (SPECIAL INSPECTION REQUIRED) [ICC ESR#4057] 12" MIN. WIDTH PER PLAN MI N . 1 8 " - N O L E S S TH A N E X I S T I N G FO O T I N G D E P T H 6" M I N . SAW CUT (E) SLAB, CHEAP CONC. SURFACE NEW FOOTING W/(2)#4 BAR TOP & BOTTOM EXISTING SLABEXISTING SLAB CONNECTION DETAIL 3" CLR. COVER, TYP. FIN. FLR. 600S162-43 STUD WALLS @ 24" O.C. CONTINUOUS 600T150-43 BOTT. TRACK W/ HILTI X-U. 0.157 DIA. WITH 1" MIN. EMBEDMENT @ 16" O.C. (ESR-2269) 10 11 6" MI N . MI N . CMU WALL #4x12" LENGTH A.B @16" O.C. MIN. 6" EMBEDED INTO CMU (MIN (4) A.B. PER PLATE) F.G.CONNECTION BY OTHERS METAL GATE BY OTHERS 6" 1/4" BENT STEEL PLATE / TUBE STEEL BY DOOR MANUFACTURER WITH A.B. TO CMU WALL, EXTEND BENT PLATE / TUBE STEEL INTO FOOTING BELOW. CMU FOOTING & REBAR WHERE OCCURS MI N . 2 1 / 2 ' MI N . 1 1 / 2 " MI N . 2 1 / 2 ' MI N . 1 1 / 2 " MIN. 6" CORNER CMU BLOCK 1/2"X12" LONG A.B. @MAX. 16" O.C. METAL GATE & CONNECTION BY OTHERS 1/4" BENT PLATE SIZE TO MATCH MIN. HSS POST WHERE OCCURS MIN. 4" NOTE: - ALL DISTANCES ARE CLEAR. - VERTICAL REINFORMENT IN CMU WALL NOT SHOW FOR CLARITY. 1/2"X12" LONG A.B. @MAX. 16" O.C. 24 " E M B E D ENLARGE PAD FOOTING AT STEEL POST, PROVIDE (2) #5 TOP AND BOTTOM MIN 24" 30 " M I N . MIN. 6" MI N . 3" GATE / DOOR AT TRASH ENCLOSURE DETAIL A A TYPICAL POST AT MASONRY WALL STEEL COLUMN PER PLAN 8" CMU WALL PER PLAN 1/4 TYP. PLATE VIEW (4)1/2"Ø AWS TYPE A HEADED STUD W/ 4" EMBEDMENT AND ANCHOR BOLT. 4" ADD'L (2) #4 HORIZONTAL 1" , T Y P . 1/ 2 " , T Y P . 6" 6" 6"x6"x1/2" STL PLATE 1/4TYP.STEEL COLUMN PER PLAN (4)1/2"Ø AWS TYPE A HEADED STUD W/ 4" EMBEDMENT AND ANCHOR BOLT. 1/2" THICK STL PLATE 12 #5 @ 8" O.C. VERT. BARS H= 6 ' - 0 " M A X . 3" C L R TY P . #6 @ 10" O.C. @ TOP & BOTT. 8" CMU WALL SOLID GROUT WALL (SPECIAL INSPECTION REQUIRED) RAISED CURB WHERE OCCURS #4 @ 16" O.C. HORIZ. BARS CONCRETE FOOTING #5 @ 12" O.C. @ TOP & BOTT. (1)- #4 CONT. 1'-9"2'-3" 4'-0" 2' - 0 " F.G. PER GRADING 6" MI N . TRASH ENDCLOSURE WALL DETAIL (2)- #4 CONT. CONCRETE SLAB W/ REBAR PER PLAN 36 " L A P DOWELS TO MATCH WITH VERTICAL BAR AS SHOWN. SEE DETAIL 12/S0.7 13 CORNERINTERSECTIONEND 72DB 72DB 0" TYP. TYPICAL DOUBLE CURTAIN REINF. NOTES: 1. USE DOUBLE OPEN END BOND BEAM UNITS, SINGLE OPEN END UNITS AT CORNERS & ENDS OF WALL. 2. PROVIDE 2-#5 OR 2 WALL VER. REINF. WHICHEVER IS GREATER. 2-#5 (NOTE 2) BREAK SHELL FOR FLOW OF GROUT BAR, SAME SIZE & SPACING AS HORIZ. REINF. 2-#5 (NOTE 2) 2-#5 (NOTE 2) 1" C L R . , T Y P . 2-#5 (NOTE 2) OPEN END UNIT BAR SAME SIZE & SPACING AS HORIZ. REINF. 14 15 CONT. REBAR PER PLAN MIN. 15 MIL VAPOR BARRIER 4" GRAVEL TOP OF NATURAL GRADE OR COMPACT FILL MIN. 6" OVERLAP (U.N.O.) "D " M I N . E M B E D M E N T PE R S C H E D U L E MI N . 8" CONC. SLAB PER PLAN SLAB REINF. PER PLAN PER PLAN TOP OF NATURAL GRADE 3" CLR. COVER COLD JOINT (ROUGHENED TO 1/4" AMPLITUDE) (FOR TWO POUR CONSTRUCTION) TYPICAL EXTERIOR FOOTING NOTES: 1.MAXIMUM WATER CEMENT RATIO FOR SLAB CONCRETE SHALL BE W/C=0.45. 2.EMBEDMENT DEPTH, "D" SHALL BE MEASURED FROM THE LOWEST ADJACENT GRADE. 3. SLAB REBAR CAN BE BENT INTO THE FIRST POUR AND COUNTED TOWARDS REQUIRED DOWELS CROSSING COLD JOINT. ADD #4 DOWELS MATCH SPACING OF SLAB REINF. 1 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 08/19/2024 Pr o j e c t A d d r e s s : TO M ' S J R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. 23172 Plaza Pointe Dr. Suite #145 Laguna Hills, CA 92653 Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 S0.7 FO U N D A T I O N DE T A I L S 1430 E Edinger Ave 3/27/2025 STRAP SCHEDULE SIMPSON STRAP MIN BEAM/JOIST WIDTH END LENGTH A (1) CS16 2x 18" (2) CS16 2-2x OR 3x 18" C 24" CMST14 4x 36" 1700# 3400# 4585# 6490# CAPACITY TO RECEIVE STRAP MARK D B FLUSH BEAM CONDITION FLUSH BEAM/JOIST(S) W/ LINE OF E.N. PER PLAN POST OR MULTISTUD PER PLAN DBL. TOP PL. CONT. BEAM/BLK'G PER FRAMING PLAN EQ.EQ. STUD SIMPSON STRAP PER SCHEDULE NOTE: PROVIDE FULL NAILING PER MANUF. TO DEVELOP FULL CAPACITY OF THE STRAP. DRAG STRAP AT WALL END DROP BEAM CONDITION DROP BEAM PER PLAN POST OR MULTISTUDS PER PLAN SIMPSON STRAP PER SCHEDULE EQ.EQ. DBL. TOP PL. STUD ALT. STRAP LOCATION 2-2x OR 3x(2) CS14 ROOF SHEATHING DBL. GIRDER TRUSS OR BEAM OFFSET FROM CORNER TYP. TRUSSES HANGING FROM GIRDER TRUSS SIMP. STRAP OVER WALL AND UNDER ALL BAYS OF BLK'G. PER PLAN (MIN. (4) BAYS) W/ MIN. (3) NAILS TOEACH BLK. USE (2) ROWS OF NAILS EA. STRAP (NAIL SIZE PER SIMP. CATALOG) SCAB BLOCKING TO OFFSET TRUSS END LENGTH 1-1/2" TYPICAL TRUSSES BEARING ON WALL BEVELED BLK'G. W/ E.N. BOTTOM VIEW BOTTOM VIEW BOTTOM VIEW SIDE VIEW SIDE VIEW SIDE VIEW WALL STUDS EN D L E N G T H SIMP. SDS25500 @ 4.5" O.C., STAGG. TYP. TRUSSES BEARING ON WALL STRAP SCHEDULE SIMPSON STRAP END LENGTH A CS16 18" B (2) CS16 18" C (2) CS14 24" 1705# 3410# 4690# CAPACITYMARK TYPE NOTES: 1.PROVIDE FULL NAILING PER MANUF. ON END LENGTH SIDE (I.E. ALL HOLES; ONLY HALF OF TOTAL # OF NAILS ARE REQ'D AT EACH END LENGTH). 2. AT MARK C & D WIDTH OF BLK'G. SHALL BE 3-1/2". 3. AT MARK B USE DBL. 2x BLK'G. IN CASE TRUSS OFFSET 4. AT MARK B PROVIDE ONE PIECE OF 2x4 x 4 FT LONG MEMBER SISTERED TO DRAG TRUSS PER SECTION A-A IN CASE TRUSS IN LINEDCMST1436"6475# DBL. GIRDER TRUSS OR BEAM OFFSET FROM CORNER DRAG TRUSS AT WALL ROOF SHEATHING TYP. TRUSSES BEARING ON WALL END LENGTH END LENGTH DRAG TRUSS (ES) W/ LINE OF E.N. SIMP. STRAP PER SCHEDULE SEE NOTE 2 AND 3 FOR CONDITIONS B, C AND D. A SIMPSON SDS25300 @4" o.c. 2x4 DRAG MEMBER OR DRAG TRUSS BOT. CHORD (SEE NOTES 2 & 3) BN SECTION A-A SIDE VIEW A ALTERNATE 1: TRUSS IN LINE ALTERNATE 1: OFFSET TRUSS STRAP PER MARK B&C B.N. GABLE END SHEAR TRUSS SEE PLAN FOR REQ'D SHEAR TRANSFER LOAD FROM TOP CHORD TO BOTT. CHORD 8d COM TOE NAILS @ 6" O.C. SIMP. FRAMING CLIP PER SW SCHEDULE (AT NON-SHEAR WALL, USE LTP4 @ 48" O.C. MAX.). NOT REQ'D IF PLYWOOD IS E.N. TO BOTT. CHORD OF TRUSS. SHEAR PANEL PER PLAN WHERE OCCURS (1) 2x4 @ 6'-0" O.C. OR (2) 2x4 BRACE @ 8'-0" O.C. UP TO A MAX. PLATE HEIGHT OF 14 FT (NOTE 3). 40 ° - 5 0 ° 2x4 BLK'G. W/E.N. TO ROOF SHEATHING @ EA. BRACE ROOF SHEATHING H2.5A EA. BRACE 48 " M A X . (3) 16d's BLK'G. TO TRUSS TOP CHORD (6) 16d's EA. BRACE TO BLK'G. CONT. 2x4 LATERAL BRACING W/3-16d TO EACH BRACE WHERE BRACE LENGTH IS MORE THAN 6FT 6" MAX. NOTES: 1.INTERSECTING PERPENDICULAR WALLS MAY REPLACE DIAGONAL BRACES. 2.AT HEAVY ROOF COVERS (CONCRETE/CLAY TILES) NAIL BRACES TO BLOCKS AFTER APPLICATION OF ROOF COVER TO AVOID UNEVEN ROOF DEFLECTION. 3.FOR TOP PLATE HEIGHTS BETWEEN 14FT TO 20FT MAX. USE 2x6 DIAGONAL BRACES. GABLE END TRUSS SHEAR TRANSFER 2x FASCIA BOARD WHERE OCCURS B.N. NOTCH TRUSS TOP CHORD @ OUTRIGGER, DO NOT OVERCUT. GABLE END SHEAR TRUSS SEE PLAN FOR REQ'D SHEAR TRANSFER LOAD FROM TOP CHORD TO BOTT. CHORD SHIM AS REQ'D. 8d's TOE NAILS @ 6" O.C. SIMP. FRAMING CLIP PER SW SCHEDULE (AT NON-SHEAR WALL, USE LTP4 @ 48" O.C. MAX.). NOT REQ'D IF PLYWOOD IS E.N. TO BOTT. CHORD OF TRUSS. SHEAR PANEL PER PLAN WHERE OCCURS ROOF SHEATHING W/ LINE OF E.N. @ OUTRIGGER 2x4 FLAT OUTRIGGERS @ 24" O.C. (2) 16ds' EA. END, TYP. (2) 16d's EA. TRUSS, TYP. 2x4 FLAT STRONG BACK PASSING OVER 4 ROOF TRUSSES OR AS REQ'D BY TRUSS MANUF. 18" MAX. (PER ARCH.) 18" MAX. (PER ARCH.) 24" MIN. B.N. (2) 16d's TO EA. OUTRIGGER SHEAR WALL PER PLAN BALLOON FRAMED STUDS TYPICAL TRUSS PER PLAN (2) 16d's PER CONNECTION 2x4 FLAT OUTRIGGER @ 24" O.C. ROOF SHEATHING 2x FLAT BLOCKS W/ 16d's @ 4" O.C. TO PLATE BELOW. 2x FASCIA BOARD E.N. CONDITION III-SHEAR TRANSFER WITH BRACING CONDITION II-SHEAR TRANSFER W/EAVE CONDITION I CONDITION III-SHEAR TRANSFER THROUGH BLOCKING AT FULL HEIGHT WALL SHEAR PANEL SEE PLAN FOR TYPE 4" MAX. OFFSET 2x8 (MAX.) NAILER W/ 10d COMMON NAILS TO PLATE & TRUSS. USE SAME SPACING AS EDGE NAILS OF SW TYPE BELOW SHEAR TRUSS SEE PLAN FOR REQ'D SHEAR TRANSFER LOAD FROM TOP CHORD TO BOTT. CHORD ROOF SHEATHING PER PLAN (SEE S-0.10) (6) 16d's @ BRACE TO BLK'G. 2x4 BLK'G. W/E.N. TO ROOF SHEATHING @ E.A. BRACE 2x4 BRACE AT END OF DOUBLE SIDED SHEAR WALLS (SEE NOTE) NOTE: BRACES ARE NOT REQ'D FOR SINGLE SIDED SHEAR WALL. SIMP. A34 AT BRACING B.N.ROOF SHEATHING PER PLAN (SEE S-0.10) A35'S PER SHEAR WALL SCHEDULE (AT NON-SHEAR WALL. @ 48" O.C. MAX.). CONNECT AFTER ROOF CONSTRUCTION B.N.ROOF SHEATHING PER PLAN (SEE S-0.10) TYPICAL TRUSS SHEAR PANEL SEE PLAN FOR TYPE E.N. E.N. SHEAR PANEL SEE PLAN FOR TYPE SHEAR TRUSS PER PLAN SEE PLAN FOR REQ'D SHEAR TRANSFER LOAD FROM TOP CHORD TO BOTT. CHORD CONDITION 1: ALIGNED TRUSS CONDITION 2: OFFSET TRUSS SIMP. FRAMING CLIP PER SHEAR WALL SCHEDULE (AT NON-SHEAR WALL @48" O.C. MAX.) INTERIOR SHEAR TRANSFER B.N. SIMPSON STRAP PER SCHEDULE BEAM PER PLAN POST PER PLAN STRAP SCHEDULE STRAP END LENGTH A ST12 6" B ST18 9" C ST6215 8" - 2900# 5600# CAPACITYMARK EA. SIDE END VIEWISOMETRIC VIEW EN D LE N G T H EN D LE N G T H EN D LE N G T H NOTES: 1.ADD SHIMS EA. SIDE WHERE BEAM & POST WIDTH ARE DIFFERENT (MIN. 10D PENETRATION INTO MAIN MEMBER IS REQ'D, WHERE "D" IS THE SHANK DIAMETER OF NAIL) 2.PROVIDE FULL NAILING PER MANUF. REQUIREMENTS. 3.INCREASE STRAP LENGTH ON POST SIDE WHERE THERE IS DBL. TOP PLATE BETWEEN POST AND BEAM. SIMPSON STRAP PER SCHEDULE EN D LE N G T H BEAM/POST CONNECTION ALT 1: STRAP SPLICE SIMPSON STRAP PER SCHEDULE EQ.EQ. ALT 2: LAP SPLICE LAP SPLICE LENGTH PER SCHEDULE 2x STUDS (PLACE AT JOINT TYP.) 16d SEE SCHEDULE FOR REQ'D # 2x STUDS (PLACE AT JOINT TYP.) 2 1/2" (MIN.) 16d NAIL PATTERN TOP PLATE (PLAN VIEW @ LAP ZONE) NOTES: 1.NAILING SHOULD BE PER MANUFACTURER TO DEVELOP 100% CAPACITY OF THE STRAP. 2.FOR NAIL SIZE AND SPACING OUTSIDE THE LAP LENGTH REFER TO NAILING SCHEDULE OF GENERAL NOTES. 3.STAGGER NAILS AND SPACE EVENLY TO AVOID SPLITTING. TOTAL STRAP LENGTH TOP PLATE SPLICE 2x STUDS (PLACE AT JOINT TYP.)2x STUD (PLACE AT JOINT TYP.) SIMPSON STRAP PER SCHEDULE EQ.EQ. EQ.EQ. HIP CONDITION VALLEY CONDITION SIMPSON STRAP PER SCHEDULE NO. OF 16d LAP SPLICE LENGTH SIMPSON STRAP A 18 4'-0"ST22 B 28 4'-0"ST6224 C 40 6'-0" 42 ST6236 MARK E 8'-0"MSTC52 D 62 8'-0"MSTC37 (NOTE 1) SPLICE SCHEDULE @ EACH LAP (NOTE 2) LAP SPLICE STRAP SPLICE 1 2 3 5 4 8 10 13 12 14 6 PROVIDE SOLID SHIM UNDER AND AT THE SIDE AS REQUIRED SIMPSON MSTC 28, U.N.O. POST PER PLAN w/ SIMPSON CCQ OR CC EQ.EQ. SIMPSON ECCQ OR SIMILAR POST PER PLAN w/ SIMPSON ECCQ OR ECC END CONDITION MIDDLE CONDITION (EQUAL BEAM HEIGHTS) MIDDLE CONDITION (UNEQUAL BEAM HEIGHTS) LARGER BEAM SMALLER BEAMFIRST BEAM SECOND BEAMBEAM EQ.EQ. NOTES: 1.BEAMS SHALL BE ALIGNED TO RECEIVE STRAP. ALTERNATIVELY STRAP MAY BE PLACED OVER THE TOP OF BEAM. 2.SHIM TIGHT WHERE REQUIRED. 3.STRAP NOT REQUIRED AT INTERIOR SUPPORT OF CONTINUOUS BEAMS. BEAM TO POST CONNECTION ALT. CONDITION SIMPSON ECCL OR SIMILAR BEAM POST PER PLAN WOOD BEAM SEE PLAN SIMPSON ECCLQ/CCCQ/CCT OR SIMILAR BEAM POST PER PLAN BEAM WOOD BEAM SEE PLAN EQ.EQ.SIMPSON MSTC 28, U.N.O. 7 BEAM & POST CONNECTION BEAM PER PLAN FULL HEIGHT POST PER PLAN "HUCQ" HANGER (U.N.O.) SIMPSON A35 FLUSH BEAM SIMPSON A34 (TYP.) MULTIPLE STUDS (SISTER w/FACE NAILS PER NAILING SCHEDULE) OR POST, PER PLAN DBL. TOP PLATES SILL/SOLE PLATE FRONT VIEW SIDE VIEW CONT. FLUSH BEAM WHERE OCCURS FLUSH BEAM TO DBL TOP PLATES CONNECTION9 PERPENDICULAR TRUSS TO EXTERIOR WALL WITH PARAPET ROOF SHEATHING (PER PLAN SEE S-0.10) PARAPET BY TRUSS MANUFACTURER E.N. E.N. E.N. E.N. 2x BLOCKING W/E.N. DBL. TOP PLATES 2x STUD ROOF TRUSS PER PLAN SIMPSON A35 PER SHEARWALL SCHEDULE (MAX 48" O.C.) SHEAR BLOCKING PER TRUSS ENGINEER (MIN. 200PLF) MA X 2 ' - 0 " 2x BLOCKING 16d's @ 6" O.C. STRAP TYPE PER SCHEDULE FLUSH BM. PER PLAN DBL. TOP PL (1)ST22 PER EA. MTS/HTS STRAP (TOTAL # OF ST STRAPS TO MATCH TOTAL # OF TWIST STRAPS). SEE NOTE 3 SOLID BLK'G. SIZE TO MATCH FLUSH AND DROP BEAM WIDTHS AND ACCOMMODATE TWIST STRAPS. DROP BM./HDR. PER PLAN PLYWOOD SHEATHING EQ . EQ . LONGER TWIST STRAP WHERE APPLICABLE (SEE NOTE 3) STRAP SCHEDULE SIMPSON STRAP A (2) MTS16 B (2) MTS20 C (4) MTS20 1980# 2830# 5660# CAPACITYMARK TYPE NOTES: 1.PROVIDE EQUAL NUMBER OF NAILS TO BM. AND BLK'G. PROVIDE TOTAL NUMBER OF NAILS PER MANUFACTURER. 2.NAILING OF STRAP TO DBL. TOP PLATE IS NOT REQ'D AND SHALL NOT BE COUNTED TOWARDS TOTAL NUMBER OF NAILS REQ'D BY MANUFACTURER. 3.CONTRACTOR'S OPTION TO USE LONGER TWIST STRAPS (MTS/HTS) AND ELIMINATE ST22 STRAP WHERE APPLICABLE. IN SUCH CASES, TOTAL # OF NAILS (PER MANUFACTURER) SHALL BE EQUALLY APPLIED TO FLUSH BEAM AND DROP BM./HDR. EXTRA NAILS TO SOLID BLK'G SHALL NOT BE CONSIDERED TOWARDS TOTAL COUNT OF NAILS. BEAM TO HDR / DROP BEAM CONNECTION 11 SHEAR TRANSFER DETAIL ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) PARAPET BY TRUSS MANUFACTURER E.N. E.N. E.N. E.N. 2x BLOCKING W/E.N. DBL. TOP PLATES 2x STUD CANT. ROOF TRUSS PER PLAN 2x BLOCKING E.N.E.N.2x BLOCKING W/E.N. 2x BLOCKING W/E.N. SHEAR BLOCKING PER TRUSS ENGINEER (MIN 200PLF) SIMPSON A35 PER SHEARWALL SCHEDULE (MAX 48" O.C.) SIMPSON H1 @ 48" O/C (U.N.O.) ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) 15 SHEAR TRANSFER DETAIL ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) PARAPET BY TRUSS MANUFACTURER (WHERE OCCURS) E.N. E.N. E.N. E.N. 2x BLOCKING W/E.N. DBL. TOP PLATES 2x STUD ROOF TRUSS PER PLAN E.N. 2x BLOCKING E.N. 2x BLOCKING W/E.N. SHEAR BLOCKING PER TRUSS ENGINEER (MIN 200PLF) SIMPSON A35 PER SHEARWALL SCHEDULE (MAX 48" O.C.) OVER LAP TRUSS W/(6) 16d's ROOF TRUSS PER PLAN ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) SIMPSON H1 @ 48" O/C (U.N.O.) 16 CONNECTION DETAIL 1/2" PLYWOOD SPACER BETWEEN HSS AND 5/8" WELD THRD STUD @16" O.C. & 6" FROM T&B, TYP. EA. SIDE OF COL. HSS COL. PER PLAN NAILER SIZE TO MATCH WALL STUD SIZE, TYP. DOOR/ WINDOW OPENINGS BELOW PLWD SHEATHING ALL AROUND OPENING EDGE NAILING CONT. CS16 STRAP OVER 2X BLK'G AT EA. CORNER OF OPENING F.H. STUDS PER PLAN B.N. B.N. 3/8" THICK PLYWOOD (4) 16d's PER STUD E.N. 2/ 3 O F PA R A P E T H E I G H T E.N. LOCATE ROOF TRUSS @ BRACE B.N. 4' - 0 " M A X . 16d's @ 6" O.C. 2X4 BRACE @ 16" O.C. ANCHOR BASE TO SPREADER. PLATE W/(3) 16d TOE NAILS AND A35, TYP. B.N. B.N. 3/8" THICK PLYWOOD 2x6 STUDS @16" O.C. AT PARAPET (4) 16d's PER STUD E.N. SHEAR MATERIAL TO MATCH WALL BELOW (MIN. TYPE 2) 2/ 3 O F PA R A P E T H E I G H T E.N. F.H. BLK'G @ BRACE ROOF TRUSS PER PLAN B.N. AT PARALLEL FRAMING AT PERPENDICULAR FRAMING PARAPET CONNECTION DETAIL DBL. TOP PLATES DBL. TOP PLATES 1 1 2X BLKG. W/(3) 16d's 1 1 2x6 STUDS @16" O.C. AT PARAPET SHEAR MATERIAL TO MATCH WALL BELOW (MIN. TYPE 2) 16d's @ 6" O.C. 2X BLKG. W/(3) 16d's 2X4 BRACE @ 16" O.C. ANCHOR BASE TO SPREADER. PLATE W/(3) 16d TOE NAILS AND A35, TYP. F.H. BLK'G @ 48" O.C. TRUSS PER PLAN SHEAR BLK'G PER TRUSS ENGINEER (MIN 200PLF) ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) CL E A R SP A N CU T L E N G T H 2x SOLE PLATE. FLOOR SHEATHING PER PLAN. SOLID RIM JOIST OR BLK'G. LINE OF BLK'G. UNDER SHEAR WALL. DBL.TOP PLATES CRIPPLE WALL ABOVE HDR. WHERE OCCURS. BEAM/HDR PER PLAN. WHERE BEAM DEPTH IS LESS THAN END LENGTH, UPLIFT CAPACITY SHALL BE REDUCED BY THE RATIO OF (BM. DEPTH/END LENGTH) SHEAR WALL END POST PER SCHEDULE U.N.O. IN PLANS WHERE MULTIPLE STUDS ARE USED, PROVIDE E.N. TO ALL STUDS REFER TO PLANS & SCHEDULE BELOW FOR STRAP TYPE AND END LENGTH. PROVIDE FULL NAILING PER MANUFACTURER EQUAL. STRAP DETAIL STRAP STUD/#OF NAILS @ END LENGTH A (1) CS16 2x4 (11) 16d 13" B (2) CS16 (2) 2x4 (11) 16d P/STRAP 13" C (2) CS14 (2) 2x4 (15) 16d P/STRAP 18" C*(3) CS14 4x6 (15) 16d P/STRAP 18" POST TYPE EA. END LENGTH EN D LE N G T H NAILS NOT REQUIRED IN CLEAR SPAN MIN. (2)16d's FROM RIM TO SOLID BLK'G. NOTES: 1.ALL STRAPS SHALL BE SIMPSON STRONG TIES. 2.TOTAL LENGTH OF STRAP SHALL BE DETERMINED BASED ON END LENGTH REQUIRED & CLEAR SPAN. 3.PROVIDE FULL NAILING PER MANUFACTURER (EQUAL # OF NAILS AT EACH END). 4.SLIT CUT FLOOR SHEATHING TO PASS STRAP THROUGH AT INTERIOR CONDITION, DO NOT OVERCUT. 5.STRAP MAY BE APPLIED OVER PLYWOOD SHEATHING. PROVIDE SHIMMING AT CLEAR SPAN AS NEEDED FOR A STRAIGHT STRAP (DO NOT BEND STRAPS). 6.POST SIZES INDICATED IN SCHEDULE ARE MINIMUM SIZES. USE LARGER POSTS/STUDS PER PLAN CALL OUTS AS REQUIRED. 7.FOR BALANCE OF INFORMATION SEE "END POST TO END POST STRAP HOLDOWN DETAIL. END POST AT BEAM/HDR STRAP HOLDOWN MIN. DEPTH OF BEAM OR HDR PER PLAN MIN. 11 1/4" MIN. 11 1/4" MIN. 11 1/4" MIN. 11 1/4" MECH SCREEN DETAIL 1.5" SQ G.I. GUARDRAIL VERTICAL POST @ 48" O.C. BOLTED THROUGH PLYWOOD & SOLID 4x BLK'G w/(4) 3/8"Ø x 8" LENGTH G.I. ANCHOR BOLTS INTO SOLID BLK'G G.I. CAP @ SQ VERT POST PER ARCH. ROOF SHEATHING 6x BLK'G @ VERTICAL MECH SCREEN POSTS 1x6 P.T.D.F. w/ S.S. RECESSED TORX CREW HARDWARE ROOF TRUSS PER PLAN 1", TYP. 1/4" STEEL PLATE 1/2", TYP. SOLID BLK'G (4) 3/8"Ø x 8" LENGTH G.I. ANCHOR BOLTS INTO SOLID BLK'G 17 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 08/19/2024 Pr o j e c t A d d r e s s : TO M ' S J R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. 23172 Plaza Pointe Dr. Suite #145 Laguna Hills, CA 92653 Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 ST R U C T U R A L DE T A I L S S0.8 1430 E Edinger Ave 3/27/2025 1 SHEAR TRANSFER DETAIL E.N. E.N. SIMPSON H1 @ 48" O/C (U.N.O.) SHEAR PANEL PER PLAN DBL TOP PLATES SIMPSON A35 PER SHEAR WALL SCHEDULE (MAX 24' O/C) CONT. TRUSS PER PLAN ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) SHEAR BLOCKS BY TRUSS ENGINEER (MATCH CAPACITY OF SHEAR PANNEL BELOW) (MIN. 260 PLF) SHEAR TRANSFER DETAIL ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) PARAPET BY TRUSS MANUFACTURER E.N. E.N. E.N. E.N. 2x BLOCKING W/E.N. DBL. TOP PLATES 2x STUD ROOF TRUSS PER PLAN W/POCKET @ BEAM 2x BLOCKING E.N. 2x BLOCKING W/E.N. SHEAR BLOCKING PER TRUSS ENGINEER (MIN 200PLF) SIMPSON A35 PER SHEARWALL SCHEDULE (MAX 48" O.C.) BEAM PER PLAN 1/4" x 6" SDS SCREW @ 16" O/C HANGER PER TRUSS ROOF TRUSS PER PLAN ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) 2 CONNECTION DETAIL CONDITION B CONDITION A HSS BM. SEE PLAN HSS COL. SEE PLAN HSS BM. SEE PLAN 1/4 1/4" THICK STL END/ CAP PLATE HSS COL. SEE PLAN 1/4 1/4 1/4 NOTE: GRIND SMOOTH ANY VISIBLE WELDS FOR ARCHITECTURAL PURPOSES BEAM CONNECTION DETAIL SECTION VIEW BM PER PLAN HSS STL BM PER PLAN HSS STL BM PER PLAN BM PER PLAN 4" WIDE x 1/4" THK STL PLATE W/(2) 5/8" DIAM. BOLTS BOTH SIDES OF HDR 2" WIDE x 1/4" THK STL PLATE W/(2) 5/8" DIAM. BOLTS BOTH SIDES OF HDR 2" 4" 6" EQ EQ 1/4" 1/4" SIDE VIEW 1/4"2x NAILER W/ 5/8" Ø STUD BOLTS @ 24" O/C 2x FILLER 2x NAILER W/ 5/8" Ø STUD BOLTS @ 24" O/C 3 4 CORNER BEAM TO BEAM DETAIL BEAM/ RIM PER PLAN 18 " 18" CS16 STRAP @ CORNER HANGER PER PLAN BEAM/ RIM PER PLAN TOP VIEW BEAM/ RIM PER PLAN 18" CS16 STRAP HANGER PER PLAN BEAM/ RIM PER PLAN TOP VIEW 18" BEAM/ RIM PER PLAN 5 CONNECTION DETAIL BEAM PER PLAN TRUSS W/ POCKET @ BM E.N. SIMPSON A35 @ 24" O/C MAX. SIMPSON A35 @ 24" O.C. TYP. SHEATHING (SEE S-0.10 SHEET) SHEAR BLOCKING PER TRUSS ENGINEER (MIN 200PLF) OR 2x BLK'G (U.N.O.) 6 CONNECTION DETAIL BEAM PER PLAN TRUSS PER PLAN SHEAR BLOCKING PER TRUSS ENGINEER (MIN.200PLF) OR 2x BLK'G (U.N.O.) E.N. SIMPSON A35 @ 24" O/C (MAX.) TYP. SHEATHING (SEE S-0.10 SHEET) 16d's @ 6" O.C. 16d's @ 6" O.C. TRUSS PER PLAN F.H. BLK'G w/E.N. @ 48" O.C. F.H. BLK'G w/E.N. @ 48" O.C. (3) 16d TOE NAIL SHEAR TRUSS OR TRUSS PER PLAN 7 CONNECTION DETAIL BEAM PER PLAN TRUSS W/ POCKET @ BM SHEAR BLOCKING PER TRUSS ENGINEER (MIN.200PLF) OR 2x BLK'G (U.N.O.) E.N. SIMPSON A35 @ 24" O/C (MAX.) SIMPSON A35 @ 24" O.C. TYP. SHEATHING (SEE S-0.10 SHEET) 16d's @ 6" O.C. F.H. BLK'G w/E.N. @ 48" O.C. 16d's @ 6" O.C. TRUSS PER PLAN SHEAR TRUSS OR TRUSS PER PLAN 8 SHEAR TRANSFER TYP. SHEATHING (SEE S-0.10 SHEET) TRUSS PER PLAN DBL TOP PLATES 2x STUDS WALLSIMPSON A35 PER SHEAR WALL SCHEDULE (MAX 24" O/C) TRUSS PER PLAN 16d's @ 4" O.C. SHEAR BLOCKING PER TRUSS ENGINEER (MATCH CAPACITY OF SHEAR PANEL BELOW MIN.200PLF) 16d's @ 4" O.C. SIMPSON H1(U.N.O.) E.N. SHEAR PANEL (MIN. TYPE 1) F.H. BLK'G w/E.N. @ 48" O.C. E.N. SHEAR PANEL PER PLAN E.N. E.N. SHEAR TRUSS PER PLAN 9 CONNECTION DETAIL CANTILEVER BEAM PER PLAN BEAM PER PLAN INVERTED HANGER PER PLANCS16 STRAP (WRAP AROUND SUPPORTED BEAM) 18" 10 SHEAR TRANSFER DETAIL ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) PARAPET BY TRUSS MANUFACTURER E.N. E.N. E.N. E.N. 2x BLOCKING W/E.N. DBL. TOP PLATES 2x STUD ROOF TRUSS PER PLAN W/POCKET @ BEAM 2x BLOCKING E.N. SHEAR BLOCKING PER TRUSS ENGINEER (MIN 200PLF) OR 2x BLK'G (U.N.O.) SIMPSON A35 PER SHEARWALL SCHEDULE (MAX 48" O.C.) BEAM PER PLAN 1/4" x 6" SDS SCREW @ 16" O/C SHEAR PANEL MIN. TYPE 1 (SEE SHEAR WALL SCHEDULE) 16d's @ 6" O.C. 11 CL E A R SP A N EN D LE N G T H . PROVIDE MIN. END DISTANCE OF 1 5/8" FOR 16d NAILS. STRAP SCHEDULE STRAP MIN. STUD/END LENGTH A (1) CS16 2x4 14" B (2) CS16 (2) 2x4 14" C (2) CS14 (2) 2x4 19" (3) CS14 4x6 19" 1705# 3410# 4980# 7470# CAPACITY POST SIZE MARK E (1) CMST12 4x6 44" F (2) CMST14 6x6 34" G (2) CMST12 6x8 44" 9215# 12950# 18430# D (1) CMST14 4x4 34"6475# EN D LE N G T H . CU T L E N G T H NOTE 8 2X SOLE PLATE. DBL.TOP PLATE. FLOOR SHEATHING PER PLAN. SHEAR WALL END POST PER SCHEDULE U.O.N. IN PLANS WHERE MULTIPLE STUDS ARE USED, PROVIDE E.N. TO ALL STUDS REFER TO PLANS & SCHEDULE FOR STRAP TYPE AND END LENGTH. PROVIDE FULL NAILING PER MANUFACTURER (NOTE 3) SOLID RIM JOIST OR BLK'G. SHEAR WALL END POST PER SCHEDULE U.O.N. IN PLANS WHERE MULTIPLE STUDS ARE USED, PROVIDE E.N. TO ALL STUDS NAILS NOT REQUIRED IN CLEAR SPAN EN D LE N G T H CL E A R SP A N EN D LE N G T H CU T L E N G T H MIN. (2)16d's FROM RIM TO SOLID BLK'G. FRONT VIEW SIDE VIEW FRONT VIEWSIDE VIEW FRONT VIEW SIDE VIEW NOTES: 1.ALL STRAPS SHALL BE SIMPSON STRONG TIES. 2.TOTAL LENGTH OF STRAP SHALL BE DETERMINED BASED ON END LENGTH REQUIRED & CLEAR SPAN. 3.PROVIDE FULL NAILING PER MANUFACTURER (EQUAL # OF NAILS AT EACH END). 4.SLIT CUT FLOOR SHEATHING TO PASS STRAP THROUGH AT INTERIOR CONDITION, DO NOT OVERCUT. 5.STRAP MAY BE APPLIED OVER PLYWOOD SHEATHING. PROVIDE SHIMMING AT CLEAR SPAN AS NEEDED FOR A STRAIGHT STRAP (DO NOT BEND STRAPS). 6.POST SIZES INDICATED IN SCHEDULE ARE MINIMUM SIZES. USE LARGER POSTS/STUDS PER PLAN CALL OUTS AS REQUIRED. 7.IN LIEU OF DOUBLE CS16/CS14 STRAPS, CMST14 MAY BE USED PER CONDITION D. 8.PROVIDE SOLID BLK'G TO FILL THE GAP BTW. UPPER AND LOWER POSTS. WIDTH TO MATCH POST WIDTH. WHEN USED ALONG SIDE FLOOR JOIST, TOTAL WIDTH OF BLK'G + JOIST SHALL BE EQUAL OR GREATER THAN POST WIDTH. STRAP AT POST TO POST C* 12 SHEAR TRANSFER DBL TOP PLATES TRUSS PER PLAN ROOF SHEATHING E.N. SHEAR PANEL PER PLAN SIMPSON A35 PER SHEAR WALL SCHEDULE (MAX 24" O/C) SHEAR BLOCKS PER TRUSS ENGINEER (MATCH CAPACITY OF SHEAR PANEL BELOW, MIN. 260 PLF) SILL PLATE 2x6 @ 16" O/C SHEAR PANEL (MIN. TYPE 1) E.N.E.N. 2x6 @ 16" O/C SHEAR PANEL (MIN. TYPE 1) 16d's @ 6" O/C 2x BRACE @ 16" O/C AT 45 DEGREE ANGLE W/(3) 16d's TOP & BOTTOM CONNECTION (ALTERNATE DIRECTION OF BRACE) E.N. MAX 36" E.N. DBL TOP PLATES 7' - 6 " SIMPSON CS 16 STRAP AT 32" O/C MIN 18" PAST EA. WAY EXTEND STRAP 18" EXTEND STRAP 18" EXTEND STRAP 18" 16d's @ 6" O/C SILL PLATE 13 CONNECTION DETAIL 2x2x16GA THICK ANGLE CLIP W/(2)#10 SDS EA. LEG FLUSH BEAM PER PLAN 600T125-54 TOP TRACK (U.N.O.) CFS STUD PER PLAN EA. SIDE W/(2)#10 SDS 14 CONNECTION DETAIL WOOD BEAM PER PLAN SIMPSON ST6236 STRAP W/#10 CREWS U.N.O. BACK-TO-BACK CFS POST PER PLAN 600T125-54 TOP TRACK (U.N.O.) EN D LE N G T H EN D LE N G T H 15 16 17 SHEAR TRANSFER 18GA (OR SAME SIZE W/STUD WALL BLW) CRIPPLE STUD EA. SIDE OF TRUSS BOUNDARY SCREW PER SW SCHEDULE MIN. 18GA C-STUD FLAT BLK'G W/FLANGES CUT OFF AT TRUSS, AND ATTACH TO TOP TRACK W/#10 SCREW CFS STUD WALL E.S. CONT. MIN. 18GA C-STUD FLAT BLK'G W/FLANGES CUT OFF AT TRUSS.ROOF SHEATHING (1) #10 EA. STUD FLANGE, TYP. CONNECTION DETAIL TYP. SHEATHING (SEE S-0.10 SHEET) TRUSS PER PLAN SIMPSON A35 PER SHEAR WALL SCHEDULE (MAX 24" O/C) TRUSS PER PLAN 16d's @ 4" O.C. TRUSS BLK'G PER TRUSS ENGINEER 16d's @ 4" O.C. SIMPSON H1A (U.N.O.) E.N. F.H. BLK'G w/E.N. @ 48" O.C. E.N. SHEAR TRUSS PER PLAN 600T125-54 TOP TRACK (U.N.O.) CFS STUD WALL (1) #10 EA. STUD FLANGE, TYP. 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 08/19/2024 Pr o j e c t A d d r e s s : TO M ' S J R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. 23172 Plaza Pointe Dr. Suite #145 Laguna Hills, CA 92653 Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 S0.9 ST R U C T U R A L DE T A I L S 1430 E Edinger Ave 3/27/2025 1 2 DRAG DETAIL WOOD BEAM PER PLAN BACK-TO-BACK CFS POST PER PLAN 600T125-54 TOP TRACK (U.N.O.) STUD PER PLAN SIMPSON ST6236 STRAP W/#10 SCRWS EQ.EQ. DRAG DETAIL BEAM PER PLAN TRUSS W/ POCKET @ BM TRUSS BLK'G PER TRUSS ENGINEER E.N. SIMPSON A35 @ 24" O/C (MAX.) SIMPSON A35 @ 24" O.C. TYP. SHEATHING (SEE S-0.10 SHEET) 16d's @ 6" O.C. F.H. BLK'G w/E.N. @ 48" O.C. 16d's @ 6" O.C. TRUSS PER PLAN TRUSS PER PLAN CFS POST PER PLAN CFS STUD PER PLAN POST BEAM CONNECTION PER DETAIL 15/S0.9 SIMPSON ST6236 STRAP W/#10 SCRWS 600T125-54 TOP TRACK (U.N.O.) (4) 3/8" Ø A36 THREAD. ROD (EQ. DISTANCE) ROOF TRUSS PER PLAN WASHER & NUT ROOF SHEATHING 1/4" Ø CLOSED EYE SCREW WITH FULL THREAD EMBEDMENT (1 1/4" MIN.) (4)12GA SPLAY WIRES (TYPICAL 3 WRAP TIE) HOOD SUPPORT L6x6x3/8" STL PLATE W/ (4)1/2"Ø A307 BOLT MOUNTED ON WALL (MATCH LENGTH WITH HOOD LENGTH) 1/2" Ø MIN. 3" LAG SCREW w/ COUPLING DEVICE PER SIMPSON STRONG TIE OR EQUIVALENT TO WOOD FRAMING ABOVE. 45 ° ALT. DIRECTION (PARALLEL CONDITION) SIMPSON A35 w/ (1) #10 SCREW EACH STUD NON-BEARING WALL PER ARCH HOOD ASSEMBLY BY OTHERS 4x8 BLK'G w/ (3) 10d's TO TRUSS (EACH CONNECTION @ PARALLEL CONDITION) 6x BLK'G w/ (3) #10 SCREWS EACH STUD 3 CMU WALL PER PLAN CMU WALL PER PLAN STEEL COLUMN PER PLAN STEEL COLUMN PER PLAN 1/2" THICK SEAL WELDED END PLATE, TYP. DECKING PER PLAN HSS BEAM PER PLAN 1/2" THICK SEAL WELDED END PLATE, TYP. HSS BEAM PER PLAN STEEL COLUMN PER PLAN 1/2" THICK SEAL WELDED END PLATE, TYP. HSS BEAM PER PLAN SEE DETAIL 12/S0.7 FOR INFORMATION SEE DETAIL 12/S0.7 FOR INFORMATION 1/4 1/4 1/4 #12 SCREWS @ 24" O.C. AT EDGE SUPPORT 2 - #12 SCREWS PER EACH VALLEY 2 - #12 SCREWS PER EACH VALLEY #12 SCREWS @ 24" O.C. AT EDGE SUPPORT 2 - #12 SCREWS PER EACH VALLEY #12 SCREWS @ 24" O.C. AT EDGE SUPPORT DECKING PER PLAN DECKING PER PLAN SECTION A-A ALT. SECTION A-A END CLOSURE TRACK WHERE OCCURS ROOF TO CMU WALL A A 4 BEAM CONNECTION DETAIL 1/4 1/4 HSS BEAM PER PLAN HSS BEAM PER PLAN 5 DRAG ELEMENT PARALLEL TO JOISTS STRAP SCHEDULE SIPMSON END LENGTH A CS16 18" B (2) CS16 18" D CMST14 36" MARK ALT. STRAP LOCATION PLYWOOD SHEATHING w/ E.N. BEAM PER PLAN HANGER PER PLAN STRAP PER SCHEDULEDRAG STRUT OR BEAM w/ E.N. PER PLAN. C CMSCTC16 30" STRAP TYPE SIMPSON SDS25300@4"o.c. 2x4 DRAG MEMBER PER NOTE #4 SIMILAR CONDITION WHERE STRAP APPLIED UNDER JOIST STRAP PER MARK B, C OR D CONT. JOISTA A END LENGTHEND LENGTH SECTION A-AELEVATION VIEW NOTES: 1.PROVIDE FULL NAILING PER MANUFACTURER ON END LENGTH SIDES (i.e. ALL HOLES; ONLY HALF OF TOTAL # OF NAILS ARE REQUIRED AT EACH END LENGTH). 2.AT MARK C & D MIN. WIDTH OF MEMBER SHALL BE 3 1/2". 3.AT MARK B MIN. WIDTH OF MEMBER SHALL BE 3". ALTERNATIVELY ONE PIECE OF 2x4 x 4 FT LONG MEMBER MAY BE SISTERED TO MEMBER PER SECTION A-A. 4.APPLICATION OF STRAP OVER SHEATHING IS ACCEPTABLE. WHERE STRAP IS APPLIED OVER SHEATHING, E.N. ALONG THE STRAP LENGTH (ONLY) MAY BE ELIMINATED. 6 ROOF SHT'G ROOFTOP UNIT PER MECH. PLANS UNIT CONN. PER MFR. w/1/2"Ø LAG SCREW WITH 1 1/2" EMBED. 2x BLK'G OR CONT. MEMBER AROUND PERIMETER OF PLAT.2-2x6 @16" O.C. w/ 1/2"Ø LAG SCREW, 3" EMBED. TO BLKG BELOW 3x BLK'G BM PER PLAN W/ HANGER PER PLAN SECTION A-A ROOFTOP UNIT PER MECH. PLANS ROOF SHEATHING PER PLAN ROOF TRUSS PER PLAN BM PER PLAN W/ HANGER PER PLAN RTU CONNECTION DETAIL 2x BLK'G BUILT-IN TRUSS TWO ROWS OF (3) A35's (TOTAL 6) TWO ROWS OF (3) A35's (TOTAL 6) 2x BLK'G BUILT-IN TRUSS 7 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 08/19/2024 Pr o j e c t A d d r e s s : TO M ' S J R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. 23172 Plaza Pointe Dr. Suite #145 Laguna Hills, CA 92653 Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 S1.0 ST R U C T U R A L DE T A I L S 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 TITLE 24 - SHEET 1 M-203 1 T-001 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 TITLE 24 - SHEET 3 M-205 1 T-002 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 TITLE 24 - SHEET 2 M-204 1 T-003 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N DARIAN RADAC NO. C-33451 RENEWAL DATE LICENSED STA OE CETIHCRA T T F INR I O CALF A2-28-2025 Darian Radac A-002 TO M ' S J R Checker Author 9-03-2024 tom's2023 Su r v e y Mr . S p i r o s P o l i t i s 40' EXISTING DRIVEWAY OUR PROPERTY 20' DRIVEWAY @ 20' DRIVEWAY No. Description Date 1 Revision 1 Date 1 1430 E Edinger Ave 3/27/2025 1.THE ELECTRICAL CONTRACTOR SHALL VISIT THE SITE OF THE WORK AND THOROUGHLY FAMILIARIZE HIMSELF WITH THE WORKING CONDITIONS AND THE EXACT NATURE AND EXTENT OF THE WORK TO BE PERFORMED. ELECTRICAL CONTRACTOR IS TO TAKE INTO CONSIDERATION SPECIAL OR UNUSUAL FEATURES PECULIAR TO THIS JOB. 2.CONTACT UTILITY COMPANIES AND PROVIDE ALL SERVICES, WORK, INSTALLATION AND COORDINATION REQUIRED FOR THEIR USE. PAY ANY CHARGES MADE BY THEM. 3.DO ALL WORK PER GOVERNING CODE REQUIREMENTS AND SUBMIT EVIDENCE OF APPROVAL. ALL WORK SHALL COMPLY WITH 2022 CEC & NEC. 4.OBTAIN AND PAY FOR ALL ELECTRICAL PERMITS, INSPECTION FEES, ETC. 5.COORDINATE WORK WITH ALL OTHER TRADES AND AS REQUIRED FOR FUTURE INCREMENTS OF CONSTRUCTION. 6.PRIOR TO FINAL INSPECTION, FURNISH TO THE ENGINEER A SET OF "AS-BUILT" TRANSPARENCIES (OBTAINED FROM THE ARCHITECT AT THE COWNER'S COST) OF THE ORIGINAL DRAWINGS CORRECTED TO SHOW ALL CHANGES IN INSTALLATION. 7.THE ELECTRICAL CONTRACTOR SHALL EXERCISE ALL CONTRACT PLANS IN ORDER ORDER TO LOCATE WORK IN COORDINATION WITH THE CONSTRUCTION OF SUCH ITEMS AS CABINETS, BEAMS, FURRING, DOORS, DUCTS, PIPES AND CEILINGS. 8.EXACT LOCATION AND DIMENSIONS OF ALL EQUIPMENT SHALL BE VERIFIED IN FIELD PRIOR TO ORDERING AND INSTALLATION, AS PER NORMAL INDUSTRY STANDARDS. 9.REFER TO MECHANICAL/PLUMBING DRAWINGS FOR EXACT LOCATION OF ALL MECHANICAL/PLUMBING EQUIPMENT RESPECTIVELY. 10.REFER TO MECHANICAL CONTROL WIRING DIAGRAMS FOR ITEMS AND DEVICES TO BE FURNISHED, INSTALLED AND/OR CONNECTED BY ELECTRICAL CONTRACTOR FOR COMPLETE AND OPERABLE "HVAC" SYSTEM. 11.REFER TO PLUMBING DRAWINGS FOR ITEMS AND DEVICES TO BE FURNISHED, INSTALLED AND/OR CONNECTED BY ELECTRICAL CONTRACTOR. 12.CONDUIT STUBS SHALL BE TERMINATED IN ACCESSIBLE LOCATIONS, SECURELY CAPPED AND IDENTIFIED BY VISIBLE MARKER. 13.INSTALL APPROVED GROUNDING BUSHING AT EACH TERMINATION OF RIGID CONDUIT, AND AS OTHERWISE REQUIRED BY CODE. 14.ALL WIRE SHALL BE NEW, ALUMINUM OR COPPER AS INDICATED, THWN OR THHN. ALL COPPER CONDUCTORS WITH #1 OR SMALLER SHALL BE RATED 60° CELSIUS. ALL COPPER CONDUCTOR WITH #1/0 OR BIGGER SHALL BE RATED 75 DEGRESS CELSIUS, U.O.N. 15.PERMANENTLY AND VISIBLY LABEL ALL J-BOX COVER PLATES WITH CIRCUIT AND VOLTAGE CONTAINED. 16.CONDUIT RUNS ARE SHOWN DIAGRAMMATICALLY FOR CIRCUITING PURPOSES ONLY AND MAY BE VARIED IF APPROVED IN WRITING. 17.PROVIDE A MINIMUM OF 12" SEPARATION BETWEEN POWER AND TELEPHONE CONDUITS WHERE THEY ARE INSTALLED IN THE SAME TRENCH OR CROSS, U.O.N. 18.CONDUITS SHALL BE CLEAN OF WATER DEBRIS AND OTHER FOREIGN MATERIAL PRIOR TO PULLING CABLES. 19.ALL CONDUITS FOR FUTURE USE SHALL HAVE PULL ROPE LEFT IN PLACE. 20.THE ELECTRICAL CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING AND MARKING THE CORRECT PHASING OF THE BRANCH CIRCUIT OF THE ELECTRICAL PANELS AND BRANCH CIRCUITS. 21.OVERCURRENT PROTECTION AND DISCONNECTING MEANS FOR ALL MOTORS SHALL BE INSTALLED TO COMPLY WITH N.E.C. AND LOCAL JURISDICTION. 22.ALL ELECTRICAL EQUIPMENT SHALL BE UL LISTED AND ALL OUTDOOR OUTLET SHALL BE GFCI, WEATHERPROOF. ALL OUTDOOR EQUIPMENT SHALL BE WEATHERPROOF. 23.IT IS THE INTENT OF THESE DRAWINGS THAT THIS BE A COMPLETE ELECTRICAL JOB. ANY DISCREPANCIES OR OMISSIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO BIDDING. 24. ALL CIRCUIT BREAKERS IN PANELS ARE RATED 14,000 A FOR 277V & 10KAIC FOR 120V. ALL CIRCUIT BREAKERS TO BE RATED AT 75 DEGREES U.O.N. 25.ELECTRICAL CONTRACTOR TO VERIFY IN FIELD THE MOST FEASIBLE WAY OF ROUTING AND COMBINING HOME RUNS AND PERFORM ACCORDINGLY. 26.ALL ELECTRICAL OUTLETS READILY ACCESSIBLE LOCATED IN THE BATHROOMS AND KITCHEN SHALL BE EQUIPPED WITH GROUND FAULT CIRCUIT INTERRUPTIVE DEVICE. 27.ALL COLORS AND FINISHES OF ELECTRICAL EQUIPMENT AND LIGHTING FIXTURES TO BE VERIFIED WITH OWNER AND/OR ARCHITECT PRIOR TO ORDERING. 28.ELECTRICAL CONTRACTOR TO SIZE ALL J-BOXES AS PER TABLE 370-16A. ALL J-BOXES TO BE SQUARE 4"X 2-1/8" MINIMUM. ALL J-BOXES TO BE READILY ACCESSIBLE. 29.ALL PANELBOARDS, SWITCHBOARDS, ETC. SHALL BE RATED AT 75° CELSIUS U.N.O. 30.THE MAXIMUM LENGTH OF SOLAR EXPOSED CONDUITS SHALL NOT EXCEED 4 FEET. 31.ALL CIRCUIT BREAKER TRIP SHALL BE OF A TYPE TO BE ADJUSTED BY A QUALIFIED PERSON ONLY. 32.FOR EXACT LIGHTING FIXTURE SPECIFICATIONS, REFER TO SHEET E1.01 33.REFER TO ARCHITECTURAL OR SPACE PLANNING DRAWINGS FOR EXACT LOCATION OF LIGHTING FIXTURES, OUTLETS, FURNITURE AND OTHER EQUIPMENT. IN CASE OF ANY DISCREPANCY BETWEEN THE ARCHITECTURAL OR ELECTRICAL DRAWINGS, THE FORMER TAKES PRECEDENCE. ELECTRICAL CONTRACTOR TO INFORM THE ENGINEER IMMEDIATELY. 34.FUSES SPECIFIED FOR MOTORS AND AIR CONDITIONING EQUIPMENT 600A AND UNDER SHALL BE TIME DELAY DUAL ELEMENT TYPE FRN-R (250V) AND FRS-R (600V) CLASS "L" U.O.N. 35.FUSES SPECIFIED IN SWITCHBOARDS 600A AND UNDER SHALL BE FAST ACTING TYPE KTN-R (250V) AND KTS-R (600V) CLASS RKI. FOR 601A AND ABOVE USE TYPE KTU (600V) CLASS "L" U.O.N. 36.LIGHTING CONTROL PANEL SHALL BE 365-DAYS PROGRAMMABLE WITH 10-HOURS BATTERY BACKUP. 37.FIRE ALARM CONSULTANT SHALL SUBMIT FIRE ALARM SYSTEM DESIGN ON A SEPARATE PACKAGE. FIRE ALARM IS NOT PART OF THIS CONTRACT AND SHALL BE DONE BY OTHERS. 38.ALL ELECTRICAL MATERIALS SHALL BEAR THE UNDERWRITERS (OR EQUIVALENT TESTING AGENCY) LABEL. ELECTRICAL EQUIPMENT SHALL BE LISTED BY A CITY OF LOS ANGELES RECOGNIZED ELECTRICAL TESTING LABORATORY OR APPROVED BY THE DEPARTMENT. 39.UNLESS INFORMED OTHERWISE IN WRITING, THIS PROJECT HAS BEEN DETERMINED TO REQUIRE THE LOCAL CITY AUTHORITIES PLAN CHECK APPROVAL AND VALID PERMIT IN ACCORDANCE WITH THE LAW. ALL DESIGN WORK INDICATED ON PLANS AND SPECIFICATIONS IS SUBJECT TO REVIEW AND CHANGES BY SAID PLAN CHECK AUTHORITIES. 40.DO NOT ORDER ANY EQUIPMENT OR PERFORM ANY WORK OVER $500 IN TOTAL VALUE ON THE JOB UNTIL THE COMPLETION OF THE PLAN CHECK APPROVAL PROCESS AND OBTAINING OF ALL REQUIRED PERMITS. INSTALLATION OF ANY EQUIPMENT WITHOUT VALID PERMITS, WHEN REQUIRED, IS A VIOLATION OF THE CODE. 41.UNDER THE STATE OF CALIFORNIA CONTRACTORS STATE LICENSE BOARD REGULATIONS, ALL CONTRACTORS ARE REQUIRED TO ADHERE TO THE LOCAL CODES AND LAWS WITHOUT EXCEPTION. 42.ELECTRICAL CONTRACTOR TO OBTAIN ARCHITECTURAL APPROVAL OF ALL LIGHTING FIXTURES SPECIFIED FOR THE PROJECT PRIOR TO ORDERING. 43.ELECTRICAL CONTRACTOR SHALL PROVIDE CLEARANCES FOR ALL ELECTRICAL EQUIPMENT PER TABLE 110.26 (A) (1) CEC 2019. 44.PROVIDE GROUND FAULT CIRCUIT INTERRUPTER (GFCI) PROTECTION ON RECEPTACLES LOCATED IN THE FOLLOWING AREAS: A.KITCHEN, BATHROOM, GARAGES, OUTDOORS, CRAWL SPACES, AND UNFINISHED BASEMENTS OF DWELLING UNITS. B.WITHIN 6 FEET OF LAUNDRY, UTILITY AND WET BAR SINK IN DWELLING UNITS. C.OUTDOOR SPACES. 45.THESE ELECTRICAL PLAN ARE SAID TO BE FINAL WHEN STAMPED AND APPROVED BY BUILDING & SAFETY DEPARTMENT. 46.PLAN CHECK REVISIONS (IF ANY) WILL BE ISSUED AT A LATER DATE AS AN ADDENDUM. 47.THE WORK SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING LEGALLY CONSTITUTED AUTHORITIES AND CODES HAVING JURISDICTION. A.2022 CALIFORNIA ELECTRICAL CODE (CEC) B.2022 CALIFORNIA BUILDING CODE (CBC) C.2022 CALIFORNIA MECHANICAL CODE (CMC) D.2022 CALIFORNIA PLUMBING CODE (CPC) E.2022 CALIFORNIA ENERGY CODE (CENC) 48.CONTRACTOR TO VERIFY MOTOR STARTER SWITCH REQUIREMENTS OF ALL AHU, A/C AND PUMPS. PROVIDE AS NECESSARY. 49.CONTRACTOR TO BE RESPONSIBLE FOR FINAL COORDINATION AND LOCATION OF MAIN TELEPHONE BACKBOARD WITH TELEPHONE COMPANY AND BUILDING OWNER'S REP. 50.CONTRACTOR TO PROVIDE TYPED CIRCUIT DIRECTORY SHOWING CIRCUIT ARRANGEMENT OF ELECTRICAL LOADS IN THE PANEL BOARD. 51.CONDUCTORS OF A MULTI-WIRE BRANCH CIRCUIT SHALL ORIGINATE FROM THE SAME PANEL BOARD. THE BRANCH CIRCUIT SHALL BE PROVIDED WITH A MEANS THAT WILL SIMULTANEOUSLY VIBRATING MOTORIZED EQUIPMENT FINAL CONNECTION SHALL BE PROVIDED WITH LIQUID TIGHT ORIGINATES PER [210.4,240.15(B)(1)] 52. ALL UNDERGROUND CONDUITS SHALL BE PVC SCHEDULE 40. 53.ALL EXPOSED CONDUITS (NOT SUBJECT TO THE MOISTURE) SHALL BE ELECTRICAL METALLIC TUBING (EMT). (C). ALL VIBRATING MOTORIZED EQUIPMENT FINAL CONNECTION SHALL BE PROVIDED WITH LIQUID TIGHT FLEXIBLE CONDUIT. (D) MINIMUM CONDUIT SIZE SHALL BE 3/4"C. 54.THE WORD "PROVIDE" MEANS FURNISH, INSTALL AND ELECTRICALLY CONNECT AS PART OF THE WORK OF DIVISION 26. 55.BONDING OF PIPING SYSTEMS IN ACCORDANCE WITH NEC ART. 250.80 SHALL INCLUDE BONDING OF ALL WATER, GAS, FIRE SPRINKLER, COMPRESSED AIR AND/OR ANY OTHER METALLIC PIPING. 56.NO PIPING, DUCTS OR EQUIPMENT FOREIGN TO ELECTRICAL EQUIPMENT SHALL BE PERMITTED TO BE LOCATED WITHIN THE DEDICATED SPACE ABOVE THE INDOOR/OUTDOOR ELECTRICAL EQUIPMENT. 57.COORDINATE ALL SWITCHING LOCATIONS WITH THE ARCHITECT PRIOR TO ROUGH IN CONSTRUCTION OCCUPANCY SENSOR CONTROLS (I.E., WALL MOUNTED SINGLE AND DOUBLE POLE, CEILING MOUNTED SENSORS) 58.EVERY SINGLE HOMERUNS SHALL BE PROVIDED WITH THE APPROPRIATE CONDUIT SIZE AS INDICATED ON THE ELECTRICAL PLAN. MINIMUM SIZE OF CONDUIT SHALL BE 3/4" C. U.N.O. 59.EXIT SIGNS SHALL BE INTERNALLY OR EXTERNALLY ILLUMINATED. 60.EXIT SIGNS SHALL BE ILLUMINATED BY AN EXTERNAL SOURCE SHALL HAVE AN INTENSITY OF NOT LESS THAN 5-FOOT CANDLES (54 LUX). 61.INTERNALLY ILLUMINATED SIGNS SHALL BE LISTED AND LABELED AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND SECTION 2702. 62.EXIT SIGNS SHALL BE ILLUMINATED AT ALL TIMES. 63.EXIT SIGNS SHALL BE CONNECTED TO AN EMERGENCY POWER SYSTEM THAT WILL PROVIDE AN ILLUMINATION OF NOT LESS THAN 90 MIN. IN CASE OF PRIMARY POWER LOSS. (1011.5-1011.6.3). 64.THE MEANS OF EGRESS, INCLUDING THE EXIT DISCHARGE, SHALL BE ILLUMINATED AT ALL TIMES THE BUILDING SPACE SERVED BY THE MEANS OF EGRESS IS OCCUPIED. THE MEANS OF EGRESS ILLUMINATION LEVEL SHALL NOT BE LESS THAN 1 FOOT-CANDLE AT THE WALKING SURFACE. (1006.1) 65.ALL EMERGENCY AND EXIT LIGHTS SHALL BE PROVIDED WITH UNCONTROLLED HOT WIRE AS REQUIRED. EMERGENCY LIGHTING SHALL BE PROVIDED WITH MINIMUM 90 MINUTE BATTERY PACK. 66.PROVIDE ARC-FLASH HAZARD WARNING AS REQUIRED. 110.16A. GENERAL A.ELECTRICAL EQUIPMENT, SUCH AS SWITCHBOARDS, SWITCHGEAR, PANELBOARDS, INDUSTRIAL CONTROL PANELS, METER SOCKET ENCLOSURES, AND MOTOR CONTROL CENTERS, THAT IS IN OTHER THAN DWELLING UNITS, AND IS LIKELY TO REQUIRE EXAMINATION, ADJUSTMENT, SERVICING, OR MAINTENANCE WHILE ENERGIZED, SHALL BE FIELD OR FACTORY MARKED TO WARN QUALIFIED PERSONS OF POTENTIAL ELECTRIC ARC FLASH HAZARDS. THE MARKING SHALL MEET THE REQUIREMENTS IN 110.21 B.AND SHALL BE LOCATED SO AS TO BE CLEARLY VISIBLE TO QUALIFIED PERSONS BEFORE EXAMINATION, ADJUSTMENT, SERVICING, OR MAINTENANCE OF THE EQUIPMENT. 110.16B SERVICE EQUIPMENT. IN OTHER THAN DWELLING UNITS, IN ADDITION TO THE REQUIREMENTS IN (A), A PERMANENT LABEL SHALL BE FIELD OR FACTORY APPLIED TO SERVICE EQUIPMENT RATED 1200 AMPS OR MORE. THE LABEL SHALL MEET THE REQUIREMENTS OF 110.21(B) AND CONTAIN THE FOLLOWING INFORMATION: (1)NOMINAL SYSTEM VOLTAGE (2)AVAILABLE FAULT CURRENT AT THE SERVICE OVERCURRENT PROTECTIVE DEVICES (3)THE CLEARING TIME OF SERVICE OVERCURRENT PROTECTIVE DEVICES BASED ON THE AVAILABLE FAULT CURRENT AT THE SERVICE EQUIPMENT. (4)THE DATE THE LABEL WAS APPLIED EXCEPTION: SERVICE EQUIPMENT LABELING SHALL NOT BE REQUIRED IF AN ARC FLASH LABEL IS APPLIED IN ACCORDANCE WITH ACCEPTABLE INDUSTRY PRACTICE. 67.PROVIDE LOCK OUT DISCONNECT SWITCH TO EACH ILLUMINATED SIGN RATED FOR ITS USE AS REQUIRED BY CEC 600.6. 68.PROVIDE SHUNT TRIP TYPE CIRCUIT BREAKER/S TO EACH COOKING EQUIPMENT AS REQUIRED IN COMMERCIAL KITCHEN AND INTEGRATE WITH FIRE SUPPRESSION SYSTEM. GENERAL NOTES SCOPE OF WORK PROVIDE NEW MAIN SWITCHBOARD MSB 600A, 120/208V, 3Ø, 4W. PROVIDE NEW PANELBOARDS FOR LIGHTING, POWER, MECHANICAL AND PLUMBING CONNECTIONS. PROVIDE CONNECTIONS TO NEW LIGHTING (NORMAL AND EMERGENCY), POWER, AND KITCHEN EQUIPMENT. PROVIDE CONNECTION TO EACH MECHANICAL, PLUMBING AND KITCHEN EQUIPMENT. FIRE ALARM NOTES (SEPARATE SUBMITTAL AND PERMIT) 1.CONTRACTOR (LIFE SAFETY VENDOR) SHALL BE RESPONSIBLE FOR SUBMITTING COMPLETE FIRE ALARM PLANS, REQUIRED CONNECTION DIAGRAMS, WIRING DIAGRAMS, BATTERY CALCULATIONS AND WORST CASE VOLTAGE DROP CALCULATIONS TO THE CITY FIRE DEPARTMENT FOR REVIEW AND OBTAIN APPROVAL FROM THE CITY PRIOR TO INSTALLING THE SYSTEM. 2.AN APPROVED MANUAL AND AUTOMATIC FIRE ALARM SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH CFC, SECTION 907 AND CALIFORNIA BUILDING CODE. 3.VARIANCE FOR THE FIRE ALARM SYSTEM SHALL BE SEPARATE. ELECTRICAL CONTRACTOR TO PAY SEPARATE FEE FOR VARIANCE/MODIFICATION UPON PLAN CHECK RESUBMITTAL. Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 GENERAL NOTES & SHEET INDEX E-101 ELECTRICAL SHEET INDEX SHEET #SHEET TITLE ISSUE TAG E-101 GENERAL NOTES & SHEET INDEX HEALTH DEPT.CORR.2 E-102 SYMBOLS LIST & ABBREVIATION HEALTH DEPT.CORR.2 E-103 SINGLE LINE DIAGRAM HEALTH DEPT.CORR.2 E-104 LUMINAIRE SCHEDULE HEALTH DEPT.CORR.2 E-105 PANEL SCHEDULES HEALTH DEPT.CORR.2 E-106 INTERIOR LIGHTING TITLE 24 HEALTH DEPT.CORR.2 E-107 OUTDOOR LIGHTING TITLE 24 HEALTH DEPT.CORR.2 E-108 ELECTRICAL SITE PLAN HEALTH DEPT.CORR.2 E-109 SITE LIGHTING PHOTOMETRIC CALCULATIONS HEALTH DEPT.CORR.2 E-110 LIGHTING PLAN HEALTH DEPT.CORR.2 E-111 EMERGENCY PHOTOMETRIC PLAN HEALTH DEPT.CORR.2 E-112 POWER PLAN HEALTH DEPT.CORR.2 E-113 ELECTRICAL ROOF PLAN HEALTH DEPT.CORR.2 E-114 ELECTRICAL DETAILS HEALTH DEPT.CORR.2 E-115 ELECTRICAL DETAILS HEALTH DEPT.CORR.2 E-116 ELECTRICAL DETAILS HEALTH DEPT.CORR.2 E-117 ELECTRICAL DETAILS HEALTH DEPT.CORR.2 E-118 EQUIPMENT SCHEDULE HEALTH DEPT.CORR.2 E-119 POWER TITLE 24 HEALTH DEPT.CORR.2 2 1430 E Edinger Ave 3/27/2025 ANNOTATIONS A-1&3&5 A-1,3 TELEPHONE OUTLET BOX, CEILING MOUNTED COMBINATION TELEPHONE AND DATA OUTLET BOX FLUSH MOUNTED IN CEILING PB a,bC B A UTILITY COMPANY METER. PROVIDE "CT's" AND "PT's" AS REQUIRED, REFER TO SINGLE LINE DIAGRAM. NON-FUSED DISCONNECT SWITCH, HP RATED AND WEATHERPROOF AS REQUIRED. PROVIDE FINAL CONNECTION TO UNIT EQUIPMENT. SEE MOTORIZED EQUIPMENT SCHEDULE FOR DISCONNECT SIZES. FUSED DISCONNECT SWITCH, HP RATED, OR COMBINATION MOTOR STARTER/DISCONNECT SWITCH WITH FUSES PER EQUIPMENT MANUFACTURER AND WEATHERPROOF AS REQUIRED. PROVIDE FINAL CONNECTION TO UNIT EQUIPMENT. SEE MOTORIZED EQUIPMENT SCHEDULE FOR DISCONNECT AND STARTER SIZES. DUPLEX RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. DOUBLE DUPLEX RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. DUPLEX, GFCI RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. WP INDICATES WEATHERPROOF. DOUBLE DUPLEX, GFCI RECEPTACLE, WALL MOUNTED. WP INDICATES WEATHERPROOF. DUPLEX RECEPTACLE, ONE HALF SWITCHED, WALL MOUNTED +18" AFF OR AS NOTED. DUPLEX, ISOLATED GROUND RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. SIMPLEX RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. JUNCTION BOX, WALL MOUNTED AT +18" A.F.F. OR AS NOTED. 4S/DP MINIMUM OR AS REQUIRED BY N.E.C.. JUNCTION BOX, MOUNTED IN ACCESSIBLE CEILING FOR APPLICATION DENOTED ON PLAN. 4S/DP MINIMUM OR AS REQUIRED BY N.E.C.. JUNCTION BOX, WALL MOUNTED AT 6" ABOVE COUNTER OR SPLASH. 4S/DP MINIMUM OR AS REQUIRED BY N.E.C.. THERMOSTAT OUTLET BOX, PROVIDE 1/2"C.O. TO RESPECTIVE MECHANICAL UNIT. EXHAUST FAN, OR MOTOR LOAD. REFER TO MECHANICAL, PLUMBING OR KITCHEN DRAWINGS FOR SPECIFIC LOAD REQUIREMENTS OR AS NOTED. TRANSFORMER, REFER TO SINGLE LINE DIAGRAM. DENOTES TWO SINGLE PHASE CIRCUITS WITH SEPARATE NEUTRAL WIRE. 3/4" CONDUIT- 4#12 + 1/#12 GRD REFER TO DERATING TABLE. CONCEALED CONDUIT OR BRANCH CIRCUIT UNLESS OTHERWISE NOTED. 3/4" CONDUIT MINIMUM, 2 #12 +1#12 GRD CONDUCTORS MINIMUM. CONDUIT OR BRANCH CIRCUIT CONCEALED BELOW GRADE, 3/4" CONDUIT MINIMUM WITH (2) 12 AWG CONDUCTORS MINIMUM AND A CODE SIZED EQUIPMENT GROUND. CIRCUIT BREAKER: "A" REPRESENTS CIRCUIT BREAKER AMPERE RATING, "B" REPRESENTS NUMBER OF POLES AND "C" REPRESENTS MISCELLANEOUS BREAKER FEATURES. FUSIBLE SWITCH: "A" REPRESENTS SWITCH / FRAME AMPERE RATING, "B" REPRESENTS THE FUSE AMPERE RATING, "C" INDICATES NUMBER OF POLES AND "D" REPRESENTS MISCELLANEOUS FUSE / SWITCH FEATURES. SINGLE POLE SWITCHES, WALL MOUNTED. SUBSCRIPTS AT SYMBOL INDICATE THE FOLLOWING: NOTE: ALL WALL SWITCHES CONTROLLING EMERGENCY CIRCUITS SHALL BE ENGRAVED WITH "EMERGENCY". EMERGENCY POWER OFF STATION, WALL MOUNTED PER EPO SYSTEM DETAIL. PULLBOX, SIZED PER N.E.C. OR AS NOTED. GROUND CONNECTION, SIZE AS INDICATED AND REQUIRED. CONDUIT STUB OUT, CAP, MARK AND RECORD ON AS-BUILT DRAWINGS CONDUIT CONTINUATION. CONDUIT STUB DOWN CONDUIT STUB UP TV OUTLET, WALL MOUNTED. STUB A 3/4"C.O. UP 6" ABOVE THE ACCESSIBLE CEILING AND PROVIDE BUSHING. MECHANICAL EQUIPMENT CALLOUT, "AC" INDICATES UNIT TYPE AND "2" INDICATES UNIT NUMBER. REFER TO MECHANICAL DRAWINGS FOR EXACT LOCATION AND ELECTRICAL REQUIREMENTS. DETAIL CALLOUT, "3" INDICATES DETAIL NUMBER "E-1" INDICATES SHEET NUMBER. PLAN NOTE REFERENCE, REFER TO NOTES ON SHEET, OR AS DIRECTED. REVISION REFERENCE. WYE CONFIGURATION DELTA CONFIGURATION GROUND TELEPHONE OUTLET BOX, WALL MOUNTED. STUB A 1" C.O. UP 6" ABOVE THE ACCESSIBLE CEILING AND PROVIDE A BUSHING. 4S/DP MINIMUM WITH SINGLE GANG RING. DATA OUTLET BOX, WALL MOUNTED. STUB A 1" C.O. UP 6" ABOVE THE ACCESSIBLE CEILING AND PROVIDE A BUSHING. 4S/DP MINIMUM WITH SINGLE GANG RING. COMBINATION TELEPHONE AND DATA OUTLET BOX, WALL MOUNTED. STUB A 1" C.O. UP 6" ABOVE THE ACCESSIBLE CEILING AND PROVIDE A BUSHING. 4S/DP MINIMUM WITH SINGLE GANG RING. FLUSH MOUNTED, LOCKABLE TERMINAL CABINET WITH TERMINAL STRIPS AS REQUIRED. SURFACE MOUNTED, LOCKABLE TERMINAL CABINET WITH TERMINAL STRIPS AS REQUIRED. TELEPHONE TERMINAL BACKBOARD SIZED AS NOTED, REFER TO SYSTEM GROUND DETAIL. J J J T T TV 2 4 3 E-1 AC 2 A S M F ELECTRICAL SYMBOL LISTS A-1 DENOTES 120V OR 277V CIRCUIT WITH NEUTRAL WIRE. 3/4" CONDUIT- 2/#12 + 1/#12 GRD MIN. DENOTES THREE PHASE CIRCUIT NO NEUTRAL WIRE. 3/4" CONDUIT- 3#12 + 1/#12 GRD A-1&3 DENOTES SINGLE PHASE CIRCUIT NO NEUTRAL WIRE. 3/4" CONDUIT- 2#12 + 1/#12 GRD DATA OUTLET BOX, CEILING MOUNTED TELEPHONE OUTLET BOX, FLUSH MOUNTED IN FLOOR COMBINATION TELEPHONE AND DATA OUTLET BOX FLUSH MOUNTED IN FLOOR DATA OUTLET BOX, FLUSH MOUNTED IN FLOOR SYMBOL INDICATES MOUNTED FLUSH ON FLOOR SYMBOL INDICATES CEILING MOUNTED IG ASTRONOMICAL TIME CLOCK.TC EXIT SIGN. ARROW AND SHADE DENOTES DIRECTION. REFER TO EMERGENCY SYSTEM FOR CIRCUITING. POLE LIGHT. REFER TO STRUCTURAL PLANS FOR POLE BASE REQUIREMENT AND SPECIFICATION. EMERGENCY BUG EYE. PROVIDE MINIMUM 90 MIN BACK-UP BATTERY SURFACE DOWNLIGHT. HATCH INDICATES ON EMERGENCY. PROVIDE 90 MIN BATTERY PACK OR EMERGENCY CIRCUIT CONNECTION. REFER TO EMERGENCY SYSTEM FOR EXACT REQUIREMENT. NORMAL POWER SURFACE MOUNTED STRIP LIGHT RECESSED DOWNLIGHT. HATCH INDICATES ON EMERGENCY. PROVIDE 90 MIN BATTERY PACK OR EMERGENCY CIRCUIT CONNECTION. REFER TO EMERGENCY SYSTEM FOR EXACT REQUIREMENT. 1X4 LED STRIP LIGHT. DOUBLE LINE DENOTES RECESSED MOUNTED. HATCH DENOTES EMERGENCY POWER. PROVIDE 90 MIN BATTERY PACK OR ON EMERGENCY CIRCUIT CONNECTION. REFER TO EMERGENCY SYSTEM FOR EXACT REQUIREMENT. LV CAMERA. PROVIDE DEDICATED CAT 6 CABLE PER CAMERA. MAXIMUM CABLE LENGTH SHALL BE 225'-0" SD SMOKE DETECTOR. PROVIDE LOCK-ON DEVICE IN PANEL BREAKER. DEDICATED 208/240V OUTLET SINGLE PHASE 2 POLE. VERIFY NEUTRAL WIRE REQUIREMENT WITH EQUIPMENT SUBMITTAL DENOTES EQUIPMENT NUMBER. REFER TO EQUIPMENT SCHEDULE FOR DETAILS MSB SWITCHBOARD/DISTRIBUTION BOARD TAG, "MSB" INDICATES EQUIPMENT DESIGNATION. PANEL TAG, "A" INDICATES PANELBOARD OR EQUIPMENT DESIGNATION. 1 WALL MOUNTED OCCUPANCY SENSOR LOWER CASE LETTERS INDICATES SWITCH LEG CEILING MOUNTED OCCUPANCY SENSOR LOWER CASE LETTERS INDICATES SWITCH LEG PCI CEILING MOUNTED DAYLITE PHOTOCELL CONTROL. 4S/DP 4" SQUARE BY 2-1/8" DEEP BOX ADA AMERICAN WITH DISABILITIES ACT A.F.F. ABOVE FINISH FLOOR A.F.G. ABOVE FINISH GRADE AWG AMERICAN WIRE GAUGE AMP AMPERE A.I.C.AMPERES INTERRUPTING CAPACITY AF/AT AMP FRAME, AMP TRIP AHJ AUTHORITY HAVING JURISDICTION AS/AF AMPERE SWITCH, AMPERE FUSE ATS AUTOMATIC TRANSFER SWITCH AVG AVERAGE BR BRANCH BLDG BUILDING CBC CALIFORNIA BUILDING CODE CEC CALIFORNIA ELECTRICAL CODE CIRC CIRCUIT CKT. CB CIRCUIT BREAKER CSFD COMBINATION SMOKE FIRE DAMPER C CONDUIT C.O. CONDUIT ONLY, COMPLETE WITH PULLSTRING CONN CONNECTED CT CURRENT TRANSFORMER (D)EXISTING DEVICE TO BE DEMOLISHED. DIA DIAMETER DISC DISCONNECT DIST DISTRIBUTION E.C.ELECTRICAL CONTRACTOR EMS ENERGY MANAGEMENT CONTROL SYSTEM EMT ELECTRICAL METALLIC TUBING ENT ELECTRICAL NON-METALLIC TUBING EWC ELECTRIC WATER COOLER EPO EMERGENCY POWER OFF EOL END OF LINE CIRCUIT TERMINATOR EF EXHAUST FAN E, (E) EXISTING DEVICE TO REMAIN EP EXPLOSION PROOF (ER)EXISTING DEVICE TO BE RELOCATED FT or 'FEET FA FIRE ALARM FLA FULL LOAD AMPS GRD GROUND GFCI GROUND FAULT CIRCUIT INTERRUPTER GFP GROUND FAULT PROTECTION GEC GROUNDING ELECTRODE CONDUCTOR HACR HEATING AIR CONDITIONING REFRIGERATION HOA HAND-OFF-AUTO HVAC HEATING, VENTILATING AND AIR CONDITIONING H.,W.,D.,L.HEIGHT, WIDTH, DEPTH, LENGTH HP HORSEPOWER HPS HIGH PRESSURE SODIUM IN.or ''INCHES I/G ISOLATED GROUND IBC INTERNATIONAL BUILDING CODE JBOX JUNCTION BOX K DEGREE KELVIN KCMIL THOUSAND CIRCULAR MILS KVA KILOVOLT AMPERES KW KILOWATT KWH KILOWATT HOUR LCL LONG CONTINUOUS LOAD L.F LINEAR FEET LTG LIGHTING MAX.MAXIMUM MCB MAIN CIRCUIT BREAKER MLO MAIN LUGS ONLY MCB MECHANICAL CONTRACTOR M METER M/M METER MAIN MIN.MINIMUM MCA MINIMUM CIRCUIT AMPS MCC MOTOR CONTROL CENTER MCM THOUSAND CIRCULAR MILS MCP MOTOR CIRCUIT PROTECTOR MFR MANUFACTURER MTD MOUNTED MW MICROWAVE NATS NON AUTOMATIC DISCONNECT NEC NATIONAL ELECTRICAL CODE NEMA NATIONAL ELECTRICAL MANUFACTURERS' ASSOCIATION NC NORMALLY CLOSED NO NORMALLY OPENED NF NON-FUSED NIC NOT IN CONTRACT N.T.S.NOT TO SCALE NL NIGHT LIGHT NO.or #NUMBER OFCI OWNER FURNISHED, CONTRACTOR INSTALLED %Z PERCENT IMPEDANCE PH.or ø PHASE PC PHOTOCELL P.C.A PLUMBING CONTRACTOR P POLE PVC POLY VINYL CHLORIDE PDU POWER DISTRIBUTION UNIT PT POTENTIAL TRANSFORMER PA PUBLIC ADDRESS (R)DENOTES RELOCATED DEVICE LOCATION. REC, RECEPT RECEPTACLE REF REFRIGERATOR RGS RIGID GALVANIZED STEEL RMS ROOT MEAN SQUARE SCC SHORT CIRCUIT CURRENT SCS STRUCTURED CABLING SYSTEM SFD SMOKE FIRE DAMPER TC TIMECLOCK TEL/DATA TELEPHONE AND DATA TV TELEVISION T.V..S.TRANSIENT VOLTAGE SURGE SUPPRESSION TYP TYPICAL TTB TELEPHONE TERMINAL BOARD U.G.P.S.UNDERGROUND PULL SECTION U.O.N.UNLESS OTHERWISE NOTED U.P.S.UNINTERRUPTABLE POWER SYSTEM VAV VARIABLE AIR VOLUME V VOLTS VA VOLT AMPERES VD VOLTAGE DROP VL VERIFY EXACT LOCATION IN FIELD/OWNER/ARCHITECT AND OTHER TRADE WP WEATHERPROOF W WIRE XFMR TRANSFORMER ABBREVIATIONS BRANCH CIRCUIT SYMBOLS C B A D SHUNT= PROVIDE SHUNT TRIP MECHANISM HACR= PROVIDE HACR-RATED BREAKER GFP= GROUND FAULT PROTECTION CLCB= CURRENT LIMITING CIRCUIT BREAKER SS= PROVIDE SOLID STATE CIRCUIT BREAKER LO= PROVIDE PERMANENT LOCK-OPEN (OFF) HARDWARE LC= PROVIDE PERMANENT LOCK-CLOSED (ON) HARDWARE SHUNT= PROVIDE SHUNT TRIP MECHANISM GFP= GROUND FAULT PROTECTION CLF= CURRENT LIMITING FUSE D - DIMMER LV - LOW VOLTAGE VC - VACANCY SENSOR M - MOTOR RATED OS - OCCUPANCY SENSOR K - KEY OPERATED 4 - FOUR WAY 3 - THREE WAY 2 - DOUBLE POLE a,b. - DENOTES SWITCH LEG. LIGHTING TELEPHONE/DATA POWER 2X4 LED LIGHT. DOUBLE LINE DENOTES RECESSED MOUNTED. HATCH DENOTES EMERGENCY POWER. PROVIDE 90 MIN BATTERY PACK OR ON EMERGENCY CIRCUIT CONNECTION. REFER TO EMERGENCY SYSTEM FOR EXACT REQUIREMENT. Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 SYMBOLS LIST & ABBREVIATIONS E-102 1430 E Edinger Ave 3/27/2025 GENERAL NOTES: A.ALL EQUIPMENT SHOWN IN THE SINGLE LINE DIAGRAM ARE NEW U.O.N. B.ALL EQUIPMENT AND DEVICES OUTDOOR SHALL BE NEMA 3R RATED AND WEATHER PROOF. C.ALL OVERCURRENT DEVICES IN AN INDIVIDUAL PIECE OF EQUIPMENT SHALL HAVE AN AIC RATING EQUAL TO THE OVERALL RATING OF THE EQUIPMENT-SERIES RATING OF DEVICES WITHIN A PIECE OF EQUIPMENT IS NOT ALLOWED. D.ALL TERMINATIONS AND ENCLOSURES SHALL BE RATED FOR USE WITH 75 DEGREE CELSIUS CONDUCTORS. E.ALLOWABLE DIMENSIONS IN MAIN ELECTRICAL ROOM ARE A CRITICAL COORDINATION ITEM. CONTRACTOR SHALL PROVIDE 1/4"= 1'-0" SCALE DRAWINGS WITH SWITCHGEAR SUBMITTALS SHOWING THAT ALL PROPOSED EQUIPMENT WILL FIT IN THE SPACE PROVIDED. SUBMITTALS WITHOUT THIS DRAWING SHALL BE REJECTED AS INCOMPLETE. F.WHERE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION OR WHERE A NEW GROUND FAULT PROTECTIVE DEVICE IS BEING INSTALLED, A GROUND FAULT SYSTEM TEST SHALL BE CONDUCTED BY AN INDEPENDENT TESTING AGENCY PER NEC (OR CEC-WHERE ADOPTED) 230.95(C) . THE GROUND FAULT SYSTEM TEST SHALL BE PERFORMED IN THE PRESENCE OF THE LOCAL AUTHORITY HAVING JURISDICTION. VERIFICATION OF DEVICE SETTINGS PER THE POWER SYSTEMS STUDY SPECIFICATION SHALL BE PERFORMED BY THE SAME INDEPENDENT TESTING AGENCY. THE GROUND FAULT TEST RESULTS SHALL BE DELIVERED TO THE ENGINEER OF RECORD. G.EACH FEEDER AND BRANCH CIRCUITS SHALL BE COPPER AND IN RIGID CONDUIT U.O.N. H.EACH 120V BRANCH CIRCUIT SHALL BE PROVIDED WITH A NEUTRAL WIRE. DO NOT SHARE NEUTRAL WIRE. I.MAIN SWITCHBOARD, DISTRIBUTION BOARD AND PANEL BOARDS SHALL BE PROVIDED WITH AT LEAST 20% SPARE OR SPACE CIRCUIT AND CAPACITY FOR FUTURE USE OF THE PROJECT. J.EACH CIRCUIT BREAKERS SHALL HAVE AIC RATINGS THAT, AT MINIMUM, MATCH OR ARE GREATER THAN THE AIC RATING FOR THE NEAREST & HIGHEST-RATED UPSTREAM/LINE SIDE OVERCURRENT PROTECTIVE DEVICE (PREFERRED OR ALTERNATE SOURCE). SERIES RATING WITH UPSTREAM DEVICES IS NOT ALLOWED. CIRCUIT BREAKERS UTILIZED FOR MSS UNITS SHALL BE FROM THE SAME MANUFACTURER AS THE BALANCE OF THE PROJECT'S ELECTRICAL DISTRIBUTION EQUIPMENT. K.ALL ELECTRICAL EQUIPMENT AND MATERIALS SHALL BE LISTED, LABELED AND APPROVED BY A DULY AUTHORIZED ELECTRICAL TESTING AGENCY. L.NO PIPING, DUCTS OR EQUIPMENT FOREIGN TO ELECTRICAL EQUIPMENT SHALL BE PERMITTED TO BE LOCATED WITHIN DEDICATED SPACE ABOVE THE ELECTRICAL EQUIPMENT AS REQUIRED. M.PROVIDE AND MAINTAIN REQUIRED WORK SPACE, ADEQUATE ILLUMINATION, ACCESS TO WORK SPACE AND HEAD ROOM ABOVE ELECTRICAL EQUIPMENT AND DEDICATED SPACE AS OF ELECTRICAL EQUIPMENT. N.PROVIDE PERMANENT ENGRAVED LABEL TO EACH NEW BOARD, DISCONNECT & PANEL BOARDS. O.ALL CONDUIT STUBS SHALL BE FIELD COORDINATED WITH EQUIPMENT INSTALLATION MANUALS PRIOR TO ANY ROUGH-INS. P.CONTRACTOR TO CHECK EQUIPMENT LANDING LUGS AND PROVIDE REQUIRED LUG SIZE TO ACCOMMODATE SPECIFIED WIRE SIZE PER FEEDER SCHEDULE. CONTRACTOR TO FIELD COORDINATE. Q.ALL ELECTRICAL WORK RELATED UTILITY SHALL BE PER UTILITY COMPANY STANDARDS AND SPECIFICATIONS. CONTRACTOR TO FIELD COORDINATE WITH UTILITY COMPANY FOR A SET OF APPROVED ELECTRICAL UTILITY DESIGN DRAWINGS AND SPECIFICATIONS. CONTRACTOR TO FIELD COORDINATE FOR ALL REQUIRED INSPECTIONS BY SERVING UTILITY COMPANY. R.PROVIDE PULL BOX SIZED PER CODE AS REQUIRED. S.VERIFY ALL DISTANCES IN THE FIELD. CONTRACTOR TO FIELD MEASURE THE EXACT LOCATION AND DISTANCES OF EACH FEEDERS FROM THE MAIN SWITCHBOARD TO EACH NEW PANEL LOCATION. G.EACH SERVICE EQUIPMENT (SWITCHBOARD, PANELBOARDS, ETC.) SHALL BE LABELED WITH AN NEC, OR CEC WHERE ADOPTED, 110.16 COMPLIANT ARC FLASH HAZARD WARNING (BRADY LABEL #94913 GENERIC ARC FLASH LABEL). 1 KEY NOTES: PROVIDE NEW PANEL 200A,120/208V, 3Ø, 4 WIRE. VERIFY EXACT LOCATION IN THE FIELD. REFER TO SHEET E5.02 DETAIL 10 & 11 FOR COMPLETE GROUNDING SYSTEM REQUIREMENT. PROVIDE 2-4" CONDUIT PER POWER COMPANY STANDARD AND REQUIREMENT.VERIFY AND COORDINATE WITH POWER COMPANY FINAL CONSTRUCTION DRAWING PROVIDE SHUNT TRIP TYPE CIRCUIT BREAKER AND INTEGRATE WITH FIRE SUPRESSION SYSTEM. 1 SCALE: NTS SINGLE LINE DIAGRAM TO POWER COMPANY POINT OF CONNECTION NEW MSB 600A, 120/208V, 3Ø, 4W 200A 3P N G 600A 3P MAIN PANEL "L" SPARE SPARE SPARE 600A BUS, 120/208V, 3Ø, 4W M 1 PANEL "P" PANEL "K" 200A 3P 200A 3P 2 3 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 SINGLE LINE DIAGRAM E-103 200A 3P SCE SERVICE REQUEST#3574717 200A 3P 200A 3P 11 204 204 204 3 2 FEEDER SCHEDULE - CU FOUR WIRE FEEDERS FEEDER TAG CONDUIT CONDUCTORS QTY SIZE QTY SIZE GND 024 1 EA 3/4"4 EA 12 12 034 1 EA 3/4"4 EA 10 10 044 1 EA 1"4 EA 8 10 054 1 EA 1 1/4"4 EA 6 10 064 1 EA 1 1/4"4 EA 4 10 074 1 EA 1 1/4"4 EA 4 8 084 1 EA 1 1/2"4 EA 2 8 094 1 EA 1 1/2"4 EA 2 8 104 1 EA 2"4 EA 1 8 114 1 EA 2"4 EA 1 6 123 1 EA 2"4 EA 1/0 6 154 1 EA 2"4 EA 1/0 6 174 1 EA 2"4 EA 2/0 6 204 1 EA 2 1/2"4 EA 3/0 6 224 1 EA 2 1/2"4 EA 4/0 4 254 1 EA 3"4 EA 250 4 304 1 EA 3"4 EA 350 4 354 1 EA 3 1/2"4 EA 500 3 404 1 EA 4"4 EA 600 3 454 2 EA 2 1/2"4 EA 4/0 2 504 2 EA 3"4 EA 250 2 604 2 EA 3"4 EA 350 1 704 2 EA 3 1/2"4 EA 500 1/0 804 2 EA 3 1/2"4 EA 500 1/0 1004 3 EA 3 1/2"4 EA 400 2/0 1204 3 EA 4"4 EA 600 3/0 1604 4 EA 4"4 EA 600 4/0 2004 5 EA 4"4 EA 600 250 2504 6 EA 4"4 EA 600 350 3004 8 EA 4"4 EA 500 400 4004 10 EA 4"4 EA 600 500 3 SCALE: NTS SHORT CIRCUIT AND VOLTAGE DROP ANALYSIS 3 SCALE: NTS FEEDER SCHEDULE 4 44 1430 E Edinger Ave 3/27/2025 LUMINAIRE SCHEDULE NOTES: A.CONTRACTOR TO PROVIDE SUBMITTAL DATA FOR EACH LUMINAIRE SHOWING THE MANUFACTURER, UL LISTING AND OTHER MARKINGS REQUIRED BY AHJ. B.CONTRACTOR TO VERIFY AND COORDINATE ALL OPTIONS AND TRIM WITH OWNER AND ARCHITECT. C.CONTRACTOR TO PROVIDE LAMP, ACCESSORIES AND OTHER OPTIONS AS APPROVED BY OWNER/ARCHITECT FOR A COMPLETE AND OPERABLE LIGHTING SYSTEM. D.SUBSTITUTIONS OF THE SPECIFIED PRODUCTS ARE STRICTLY PROHIBITED - UNLESS APPROVED BY OWNER/ARCHITECT. LAMP SUBSTITUTIONS SHALL BE FORMALLY PRESENTED TO THE OWNER/ARCHITECT PRIOR TO BID TIME. E.CONFLICTS BETWEEN CATALOG NUMBERS AND LAMP DESCRIPTIONS SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER/ARCHITECT, PRIOR TO BID TIME, FOR CLARIFICATION. F.CONTRACTOR TO PROVIDE ALL LAMP(S), AS REQUIRED FOR EACH FIXTURE INDICATED ON THE DRAWINGS. G.CONTRACTOR TO REPLACE ALL FAILED LAMPS, AS REQUIRED, UNTIL WRITTEN ACCEPTANCE OF THE PROJECT IS EXECUTED BY THE OWNER. H.AT THE COMPLETION OF THE PROJECT, CONTRACTOR SHALL PROVIDE TO THE OWNER AN ADDITIONAL 5% ( MINIMUM QUANTITY OF TWO ) STOCK OF LAMPS FOR EACH LAMP TYPE UTILIZED ON THE PROJECT. I.EACH EMERGENCY AND EXIT LIGHTS SHALL BE PROVIDED WITH MINIMUM 90 MINUTES EMERGENCY BACK-UP BATTERY AS REQUIRED. J.CONTRACTOR TO VERIFY AND COORDINATE SIZE, RATING AND EXACT LOCATION OF EMERGENCY INVERTER WITH OWNER, ARCHITECT AND ENGINEER. INVERTER SHALL MAINTAIN MINIMUM 40% SPARE CAPACITY. Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 LUMINAIRE SCHEDULE MARK SYMBOL DESCRIPTION MANUFACTURER/MODEL MOUNTING TYPE WATTS VOLTAGE FINISH REMARKS SL-01 6" LED DOWNLIGHT LITHONIA LIGHTING LDN6-35K-1500L OR EQUAL RECESSED LED 17.5 120 WHITE SEE LUMINARIES NOTES SL-02 OUTDOOR WALL SCONCE CARSON 12" GOOSENECK A0155 OR EQUAL WALL MOUNT LED 100 120 MATTE BLACK SEE LUMINARIES NOTES SL-03 LED PENDANT LIGHT WAC LIGHTING OR EQUAL PENDANT LED 15 120 WHITE SEE LUMINARIES NOTES SL-04 4" LED DOWNLIGHT LSI INDUSTRIES LCD4-14L-35K OR EQUAL RECESSED LED 14 120 WHITE SEE LUMINARIES NOTES SL-05 LED PENDANT LIGHT WAC LIGHTING OR EQUAL PENDANT LED 13 120 WHITE SEE LUMINARIES NOTES SL-06 6" LED DOWNLIGHT LSI INDUSTRIES LCD6 14L-35K OR EQUAL RECESSED LED 14 120 WHITE SEE LUMINARIES NOTES SL-07 OUTDOOR SURFACE MT LED LIGHT WAC LIGHTING OR EQUAL SURFACE MOUNT LED 17 120 STAINLESS STEEL SEE LUMINARIES NOTES SL-08 LED STRIP LIGHT CALIFORNIA ACCENT LIGHTING OR EQUAL RECESSED LED 4W/FT 120 WARM WHITE SEE LUMINARIES NOTES SL-09 OUTDOOR SURFACE MT LIGHT WAC LIGHTING OR EQUAL SURFACE MOUNT LED 12 120 WHITE SEE LUMINARIES NOTES X EXIT LIGHT LITHONIA LRP W 1 RW ELN OR EQUAL SURFACE SINGLE FACE LED 3 120 RED SEE LUMINARIES NOTES XE EMERGENCY/EXIT LIGHT COMBO LITHONIA ECRG HO SQ M6 OR EQUAL SURFACE LED 4 120 RED SEE LUMINARIES NOTES S1 SINGLE POLE LIGHT LITHOUNIA RSX2 P2 40K R5 MOUNTED ON 20'-0" POLE AND 2.5FT BASE POLE LED 71 120 BLACK SEE LUMINARIES NOTES LUMINAIRE SCHEDULE E-104 1430 E Edinger Ave 3/27/2025 PANEL SCHEDULES E-105 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 K P MSB L 2 2 2 2 2 1 1 1 KEY NOTES: PROVIDE SHUNT TRIP TYPE CIRCUIT BREAKER AND INTEGRATE WITH FIRE SUPRESSION SYSTEM. 1 1 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 INTERIOR LIGHTING TITLE 24 E-106 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 OUTDOOR LIGHTING TITLE 24 E-107 1430 E Edinger Ave 3/27/2025 APPROXIMATE LOCATION OF EXISTING POWER POLE 1 E EDINGER AVE GR A N D A V E P NEW MSB IN THE ELECTRICAL ROOM L K MSB J J J J J WP J J J WP WP WP WP WPJ WP WP J WP L-13 2 2L-11 2L-1 2L-3 L-5 2L-9 L-7 3 5 5 4 4 S1 S1 S2 S2 L-3 L-3 L-1 L-1 L-5 5 L-15 2 6 6 6 6 J WP J WP L-10 2 L-12 2 GENERAL NOTES: A.ALL EQUIPMENT AND DEVICES OUTDOOR SHALL BE WEATHER PROOF WITH NEMA 3R ENCLOSURE. B.CONTRACTOR SHALL OBTAIN UTILITY COMPANY DRAWINGS PRIOR TO SUBMITTING BID AND PROVIDE ALL ITEMS INDICATED IN THE UTILITY COMPANY DRAWINGS AS PART OF THE CONTRACTOR'S RESPONSIBILITY. INCLUDE ALL COSTS FOR INSTALLATION OF UTILITY EQUIPMENT IN THEIR BASE BID. C.PROVIDE ALL MATERIAL AND ALL WORK TO COMPLY WITH POWER COMPANY FINAL CONSTRUCTION PLANS, STANDARD AND BUILDING AND SAFETY REQUIREMENT. CONTRACTOR TO INCLUDE IN HIS BASE BID. D.COORDINATE ALL LANDSCAPE LIGHTING LOCATIONS AND AIMING WITH LANDSCAPE ARCHITECT PRIOR TO ROUGH-IN. E.ALL BENDS, TURNS, AND CHANGE OF DIRECTION IN CONDUIT SHALL BE MADE UTILIZING RIGID STEEL FITTINGS TO PREVENT DAMAGE TO CONDUIT AND FUTURE CABLES DURING CABLE INSTALLATION. F.VERIFY ALL UTILITY LOCATIONS AND REQUIREMENTS WITH UTILITY COMPANY INSTALLATION DRAWINGS PRIOR TO BEGINNING EXCAVATION. G.ALL EXTERIOR CONDUIT INSTALLED UNDERGROUND SHALL BE 1" MINIMUM UNLESS INDICATED OTHERWISE. H.ALL EXTERIOR WIRING INSTALL UNDERGROUND SHALL BE #10 MINIMUM UNLESS INDICATED OTHERWISE. I.ALL GRADE MOUNTED PULL BOXES SHALL HAVE 4" CONCRETE COLLAR UNLESS OTHERWISE NOTED. J.ALL OUTDOOR LIGHTING SHALL BE CONNECTED TO A LIGHTING CONTROL PANEL U.N.O, K.ALL NEW CABLES AND WIRES SHALL BE CU AND IN A CONDUIT. L.ALL ELECTRICAL EQUIPMENT AND MATERIALS SHALL BE LISTED, LABELED AND APPROVED BY A DULY AUTHORIZED ELECTRICAL TESTING AGENCY. M.ALL WORK SHALL COMPLY WITH ALL MUNICIPAL AND STATE ELECTRICAL CODE AND ALL OTHER AGENCY HAVING JURISDICTION. N.PROVIDE PULL BOX SIZED PER CODE AS REQUIRED. O.ALL CONDUIT STUBS SHALL BE FIELD COORDINATE WITH EQUIPMENT INSTALLATION MANUALS PRIOR TO ANY ROUGH-INS. P.CONTRACTOR TO CHECK EQUIPMENT LANDING LUGS AND PROVIDE REQUIRED LUG SIZE TO ACCOMMODATE SPECIFIED WIRE SIZE PER FEEDER SCHEDULE. CONTRACTOR TO FIELD COORDINATE. Q.MAXIMUM CONDUIT FILL FOR ALL ELECTRICAL WORK WITHIN CLASSIFIED AREA SHALL BE 25%. R.EACH UNDERGROUND FEEDER AND BRANCH CIRCUITS SHALL BE COPPER AND IN PVC CONDUIT SCHEDULE 40 MIN. U.O.N. S.ALL EXTERIOR UNDERGROUND CONDUIT MUST BE BURIED AT A MINIMUM DEPTH OF 24 INCHES. 1 ELECTRICAL SITE PLAN SCALE: 1/8" = 1'-0" NORTH 1 KEY NOTES: PROVIDE HOUSE SIDE SHIELD. PROVIDE CONNECTION TO ASTRONOMICAL TIME CLOCK AND PHOTO CELL CONTROL. PROVIDE WP J-BOX FOR CONNECTION TO MONUMENT SIGN. VERIFY AND COORDINATE EXACT LOCATION WITH OWNER/SIGN CONTRACTOR AND IN THE FIELD. PROVIDE WP J-BOX AND DATA FOR CONNECTION TO MENU BOARD. VERIFY AND COORDINATE EXACT LOCATION WITH OWNER/MENU BOARD CONTRACTOR AND IN THE FIELD. PROVIDE WP J-BOX FOR CONNECTION TO BUILDING SIGN. VERIFY AND COORDINATE EXACT LOCATION WITH OWNER/SIGN CONTRACTOR AND IN THE FIELD. REFER TO POLE BASE DETAIL ON SHEET E5.02 DETAIL #12.(TYPICAL) Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 ELECTRICAL SITE PLAN E-108 RESTAURANT 2,4589 SF 2 3 4 5 6 1 1430 E Edinger Ave 3/27/2025 B-1 A-3 A-4 1.2 1.4 1.7 1.9 2.1 2.3 2.4 2.5 2.5 2.5 2.5 2.4 2.4 2.2 2.0 1.8 1.6 1.2 1.4 1.7 2.0 2.3 2.5 2.7 2.9 3.0 3.0 3.0 3.0 2.9 2.8 2.6 2.4 2.2 1.9 1.3 1.6 2.0 2.3 2.8 3.2 3.4 3.6 3.6 3.5 3.4 3.4 3.5 3.5 3.3 3.1 2.7 2.2 1.5 1.8 2.2 2.8 3.4 3.8 4.0 4.2 4.3 4.0 3.8 4.0 4.2 4.1 3.8 3.7 3.3 2.6 1.6 2.0 2.5 3.2 3.8 4.0 4.3 4.6 4.7 4.5 4.2 4.4 4.6 4.4 4.1 4.0 3.6 1.7 2.1 2.6 3.4 3.9 3.6 4.6 4.2 4.9 4.5 4.3 4.6 4.7 3.9 4.3 3.5 3.8 1.7 2.1 2.7 3.4 4.0 4.3 4.6 4.8 4.5 4.3 4.6 4.7 4.4 4.2 4.1 1.7 2.1 2.6 3.3 3.9 4.3 4.5 4.8 4.8 4.2 4.0 4.2 4.4 4.3 4.0 4.1 1.7 2.1 2.5 3.0 3.6 4.0 4.3 4.4 3.8 3.7 3.6 3.7 3.8 3.8 3.6 3.8 1.6 2.0 2.4 2.8 3.2 3.5 3.1 3.0 2.9 1.6 2.0 2.3 2.6 2.7 2.8 2.8 2.7 2.6 1.5 1.9 2.1 2.4 2.6 2.8 2.8 2.6 2.4 1.4 1.7 2.0 2.3 2.6 2.7 2.7 2.5 2.3 1.3 1.5 1.9 2.2 2.4 2.5 2.5 2.4 2.3 1.2 1.5 1.9 2.3 2.5 2.7 2.3 2.2 1.7 2.0 2.2 1.1 1.4 1.8 2.1 1.8 2.5 2.6 2.7 2.2 2.1 2.1 2.2 2.3 2.2 2.3 2.3 1.6 1.9 2.2 1.3 1.6 1.9 1.1 1.3 1.5 1.0 5.0 3.0 2.7 2.5 2.4 1.94.1 1 SITE PHOTOMETRIC PLAN SCALE: 1/8" = 1'-0" NORTH Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 RESTAURANT 2,4589 SF SITE LIGHTING PHOTOMETRIC CALCULATIONS E-109 POLE CONCRETE BASE REINF. RODS, REFER TO SEE SITE PLAN FOR (4) 1"X36" GALV STEEL ANCHOR RODS FINISH GRADE 1"X45° CHAMFER GALV. STEEL BASE PLATE BOLTS AND WASHERS POWER & SIZE HANDHOLE W/NON-FERROUS TAMPER PROOF SCREWS 2'-6" REF STRUCT BASE COVER EXOTHERMIC WELD 20'-0" BARE #6 CU. IN GROUND UNDER BASE CONDUIT & CONDUCTORS, STRUCTURAL PLANS REF STRUCT PROVIDE 1/2 TIE SPACING ABOVE GRADE 2 LIGHT POLE BASE ELECTRICAL DETAIL N.T.S. NOTE 1: FOR TOTAL HEIGHT OF POLE FROM GROUND REFER TO PHOTOMETRIC PLAN. NOTE 1 1430 E Edinger Ave 3/27/2025 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 L-2c SL-01 L-2c SL-01 L-2c SL-01 L-2c SL-01 L-2c SL-01 L-2c SL-01 L-2c SL-01 L-2g SL-01 L-2g SL-01 L-2g SL-01 L-2 S3D c L-2 L-2h SL-01L-2hSL-01 L-2h SL-01 L-2h SL-01 L-2h SL-01 L-2h SL-01 L-2f SL-01 L-2j SL-01 L-2j SL-01 SDd L-2k SL-01 L-2k SL-01 L-2k SL-01 L-2k SL-01 L-2i SL-01 SDk Di mn L-4m SL-01 L-4m SL-01 L-4m SL-01 L-4m SL-01 L-4nrs SL-01 4r SL-01 SL-01SL-01 Sw L-14w SL-01 L-14w SL-01 L-4a SL-06 L-4a SL-06 L-4a SL-06 L-4a SL-06 L-4a SL-06 L-4a SL-06 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4s SL-03 L-4s SL-03 SL-02 L-6y SL-02 L-6y SL-02 L-6y SL-02 L-6y SL-02 L-6y SL-02 L-6y SL-02 L-6y SL-02 SL-02 L-6y SL-07 L-6z SL-07 L-6z SL-07 L-6z SL-07 L-6z SL-07 L-6z SL-07 L-6z SL-07 L-6z SL-07 L-6z SL-07 L-6z SL-02 L-6y SL-02 L-6y L-2 L-2 L-2 L-2 L-2 L-4 L-4 L-4L-4 L-4 L-4 L-4 L-2 L-6w SL-07 S Da S Dt S3D r S3Dr SDa L-14z SL-02 L-6y L-2 L-4 L-6 PCI 2 PCI 2 X X XX XE XE XE XE XE XE XE XE XE XE X SL-08 SL-08 S Z 4s 4r 4r 4r L-2 3 3 S f S j L-6y 4 L-8a 1 1 1 1 1 1 SL-08 SL-08 SL-07 SL-07 SL-02 SL-02 L-6y L-6y L-6w L-6w L-8a L-8aL-8aL-8a L-8 4 4 4 4 FOOD PREP/DISH WASH SECONDARY ENTRANCE DRY STORAGE WAITING AREA DINING TABLE EMPLOYEE ROOM ELECTRICAL EXIT ORDER PICK-UP FREEZER WALK-IN COOLER COOKING LINE MA I N E N T R Y STORAGE CLOSET SERVICE AREA SINGLE-USER ALL-GENDER RESTROOM SINGLE-USER ALL-GENDER RESTROOM BACK OF HOUSE DINING AREA (TABLED SEATING) SDd S 3Dc 3 SDh FD FD DRIVE-THRU SERVICE AREA FOOD PREP/DISH WASH SECONDARY ENTRANCE DRY STORAGE WAITING AREA DINING TABLE EMPLOYEE ROOM ELECTRICAL SODA/CO2 EXIT ORDERPICK-UP FREEZER WALK-IN COOLER COOKING LINE MA I N E N T R Y STORAGE CLOSET SERVICE AREA SINGLE-USER ALL-GENDER RESTROOM SINGLE-USER ALL-GENDER RESTROOM BACK OF HOUSE DINING AREA (TABLED SEATING) 48" HIGH PONY WALL A.PROVIDE JUNCTION BOX NEAR PANEL FOR MULTIPLE HOME RUN CIRCUITRY. B.PROVIDE ACCESS PANEL TO CONCEALED JUNCTION BOX AND PULL BOX. C.CONTRACTOR TO PROVIDE EXIT LIGHTS AT EACH LOCATION SHOWN IN THE ARCHITECTURAL RCP AND EGRESS PLANS. D.PROVIDE ADDITIONAL SWITCHPACK TO OCCUPANCY SENSOR FOR 120V LIGHT FIXTURES WITHIN THE ROOM AND CONNECT AS REQUIRED. E.REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION & ELEVATION OF ALL LIGHTING FIXTURES AND ALL DEVICES. ALL WALL-MOUNTED DEVICE HEIGHTS SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO ROUGH-IN. F.VERIFY EXACT CEILING CONSTRUCTION WITH ARCHITECTURAL REFLECTED CEILING PLAN AND PROVIDE LIGHTING FIXTURES WITH ALL NECESSARY MOUNTING HARDWARE. G.ALL RECESSED FIXTURES SHALL BE PROVIDED WITH ALL REQUIRED STRUCTURAL SUPPORTS AS REQUIRED BY THE CURRENTLY ADOPTED ISSUE OF THE IBC, OR CBC WHERE ADOPTED, IN ADDITION TO ANY LOCAL CODES. H.ALL COVE MOUNTED FIXTURES SHALL EXTEND THE FULL LENGTH OF THE COVE. CONTRACTOR TO FIELD MEASURE COVE LENGTH AND ORDER QUANTITY OF FIXTURES AS REQUIRED. I.ALL DIMMING BRANCH CIRCUITS SHALL BE PROVIDED WITH A DEDICATED NEUTRAL CONDUCTOR FOR EACH ZONE/CHANNEL. J.ALL FLUORESCENT DIMMING ZONES/CHANNELS SHALL BE PROVIDED WITH 3 LINE VOLTAGE CONDUCTORS (NEUTRAL, DIMMED HOT, SWITCHED HOT) OR 2 LINE VOLTAGE CONDUCTORS/2 CONTROL CONDUCTORS AS REQUIRED BY THE CONTROL/BALLAST TYPE. K.REFER TO ARCHITECTURAL REFLECTED CEILING PLANS FOR EXIT SIGN CHEVRONS AND NUMBER OF FACES PER EXIT SIGN. ANY DISCREPANCIES BETWEEN EXIT SIGNS SHOWN ON THE ELECTRICAL AND ARCHITECTURAL PLANS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO ORDERING EXIT SIGNS. L.ALL BRANCH CIRCUITS SHALL BE ROUTED NEATLY TRAINED AND IN PARALLEL TO STRUCTURES OR DUCT WORK. THE TERM "TRAINED" MEANS ALL PARALLEL CONDUITS SHALL MAINTAIN THE SAME SPATIAL RELATIONSHIP WITH EACH OTHER FOR ENTIRE RUN TO INCLUDE RADIUS BENDS AND SWEEPS. M.ALL LED REMOTE INDICATORS FOR DUCT DETECTORS AND FIRE/SMOKE DAMPERS REQUIRED BY THE LOCAL AHJ SHALL BE LOCATED IN CEILINGS IN COORDINATION WITH ARCHITECT PRIOR TO ANY ROUGH-IN. N.EACH NORMAL LIGHTING CIRCUIT SHALL BE CONNECTED TO AN ASTRONOMICAL TIME CLOCK. EACH EMERGENCY AND EXIT LIGHT SHALL BE PROVIDED WITH A CONSTANT HOT CONNECTION TO THE CHARGING LEAD. PROVIDE MINIMUM 90 MIN BACK-UP BATTERY. SEE LUMINAIRE SCHEDULE NOTES FOR MORE INFORMATION.(TYPICAL) PROVIDE PHOTOCELL/ DAYLIGHT SENSOR TO CONTROL FIXTURES IN THE PRIMARY DAYLIT ZONE. REFER TO DAYLIT ZONE LEGEND FOR FIXTURES INCLUDED IN THE PRIMARY DAYLIT ZONE. VERIFY AND COORDINATE EXACT LOCATION OF EACH LIGHTING CONTROL WITH OWNER/ARCHITECT. (TYPICAL) PROVIDE CONNECTION TO ASTRONOMICAL TIME CLOCK AND PHOTO CONTROL. KEY NOTES: 1 GENERAL NOTES: 1 SCALE: 1/4" = 1'-0" LIGHTING FLOOR PLAN DAYLIT ZONE LEGEND HATCH DESCRIPTION PRIMARY SIDELIT DAYLIT ZONE NORTH LIGHTING PLAN E-110 2 3 4 1 1 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 1430 E Edinger Ave 3/27/2025 OFFICE Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 EMERGENCY PHOTOMETRIC PLAN E-111 1 SCALE: 1/4" = 1'-0" EMERGENCY PHOTOMETRIC PLAN NORTH 8.6 6.5 4.2 5.5 7.3 5.8 3.4 2.5 2.8 3.6 3.8 3.3 2.1 1.7 2.7 4.9 6.1 4.2 2.6 2.2 2.3 2.1 1.8 8.1 6.0 3.8 4.6 6.8 5.9 4.4 3.3 3.3 3.8 3.8 2.7 1.7 1.5 2.5 4.6 6.6 5.4 3.8 3.3 3.4 3.1 2.5 5.4 3.8 2.7 3.0 4.4 4.7 4.0 3.3 3.0 3.1 2.6 1.8 1.2 1.2 1.9 3.2 4.8 4.7 4.2 4.0 4.3 4.0 3.3 3.0 2.2 3.1 3.7 3.7 4.3 4.4 4.0 3.5 1.7 1.5 2.1 2.8 3.3 3.9 4.0 3.8 3.4 1.3 1.1 3.1 3.2 3.3 3.1 2.7 1.1 0.9 3.0 3.7 1.5 1.9 2.3 2.4 2.1 2.1 2.7 2.9 2.8 2.6 1.4 1.1 5.3 6.8 2.1 2.9 3.6 4.2 3.6 1.8 2.4 2.8 2.9 2.8 2.4 1.6 7.5 9.0 3.0 4.3 5.3 5.9 5.6 1.8 2.5 3.6 4.0 3.5 4.8 2.9 7.6 6.7 4.0 8.2 8.8 3.6 5.1 5.7 6.7 6.4 2.1 3.7 5.8 5.5 4.2 8.6 7.9 10.7 8.9 5.0 6.6 6.7 3.9 5.2 5.3 5.6 5.2 2.7 5.5 7.9 6.6 4.3 10.1 10.0 10.9 13.6 14.5 8.7 4.5 10.4 8.8 6.6 4.9 4.7 3.8 4.5 4.5 4.3 3.8 2.9 5.6 6.8 5.2 3.1 7.0 8.5 10.7 14.6 9.6 8.8 11.1 11.1 6.5 4.8 3.9 3.8 4.0 3.1 3.0 3.0 2.5 3.7 4.0 3.1 2.2 4.3 2.8 9.5 15.6 15.7 10.8 6.8 4.8 5.3 4.2 2.5 3.2 3.0 2.3 1.7 3.1 3.3 7.6 13.1 12.9 8.9 6.4 6.0 6.3 5.2 3.7 5.9 5.1 3.1 1.9 5.4 6.7 4.6 7.5 7.4 6.1 6.6 7.6 6.8 4.5 4.3 8.1 8.0 4.8 2.4 9.1 10.1 2.4 3.5 4.2 4.5 6.1 7.3 6.0 3.3 3.2 6.3 6.7 5.0 3.0 7.4 7.5 3.3 2.1 2.0 3.3 4.4 3.9 4.4 3.9 0.9 1.3 1.9 7.1 7.3 4.8 3.0 4.5 8.4 10.9 8.5 9.1 5.0 2.8 3.0 4.4 5.8 5.0 3.1 2.1 2.0 0.5 16.7 Statistics Description Symbol Avg Max Min Max/Min Avg/Min EGRESS PATH 4.8 fc 16.7 fc 0.5 fc 33.4:1 9.6:1 1430 E Edinger Ave 3/27/2025 K-25 NEW MSB IN THE ELECTRICAL ROOM DRIVE-THRU SERVICE AREA SODA/CO2 48" HIGH PONY WALL K-1 K-2 & 4 K-7&9 K-13 K-15&17K-21&23 K-27 K-3&5 K-29 K-8 K-6 K-11 F K-31&33&35 F K-20,22,24 K-28 K-32 K-37 K-18 K- 26K- 28 K- 30 P K MSB K-15 3 3 2 4 4 P-6 6 6 6 6 P-8 8 P-8 P-4 4 4 L-25 2523 19 17 L-19 15 K-17 K-12 K-10 12 32 32 10 28 1 21 L-21 L-23 L-17 17 17 L-29 L-27 29 27 L-31 31 K-38 38 28 6 6 K-34 34 34 K-36 36 K-38 38 38 K-40 40 6 K-19 K-16 16 40 K-39 K-41 40 FOOD PREP/DISH WASH SECONDARY ENTRANCE DRY STORAGE WAITING AREA DINING TABLE ELECTRICAL EXIT ORDER PICK-UP FREEZER WALK-IN COOLER COOKING LINE MA I N E N T R Y STORAGE CLOSET SERVICE AREA SINGLE-USER ALL-GENDER RESTROOM SINGLE-USER ALL-GENDER RESTROOM BACK OF HOUSE DINING AREA (TABLED SEATING) 2 L SJ P-10 S J K-12 A.EACH RECEPTACLE WITHIN THE KITCHEN/FOOD PREPARATION AREAS SHALL BE GFCI TYPE AS REQUIRED. B.CONTRACTOR TO VERIFY AND COORDINATE EACH RECEPTACLE (OUTLET AND PLUG) WITH THE EQUIPMENT SUBMITTAL/CUT SHEET, KITCHEN EQUIPMENT SCHEDULE AND INSTALLATION MANUAL. C.ALL EQUIPMENT AND DEVICES ARE NEW. PROVIDE ALL NECESSARY ACCESSORIES. D. ALL RECEPTACLES ON COMMON WALLS SHALL BE SEPARATE BOXES AND OFFSET 24" MINIMUM. E.ALL PENETRATIONS THROUGH FIRE RATED WALLS SHALL BE PROTECTED FROM THE SPREAD OF FIRE WITH AN APPROVED FIRESTOP SYSTEM EQUAL OR GREATER THAN THE FIRE RATING OF THE WALL. F.ALL WALL-MOUNTED DEVICE HEIGHTS SHALL BE VERIFIED WITH THE ARCHITECT AND KITCHEN CONSULTANT PRIOR TO ROUGH-IN. G.WHEN EXPOSED CEILINGS OR OPEN GRID CONDITIONS OCCUR, THE CONTRACTOR WILL NEED TO PROVIDE THE FOLLOWING ITEMS: 1.ALL BRANCH CIRCUITS SHALL BE IN EMT. 2.ALL BRANCH CIRCUITS SHALL BE ROUTED NEATLY AND IN PARALLEL TO STRUCTURES OR DUCT WORK. 3.VISUALLY OBJECTIONABLE BRANCH CIRCUITS SHALL BE REROUTED AT THE REQUEST OF THE ARCHITECT AT NO ADDITIONAL COST. K.EXPOSED CABLE/CONDUCTORS INSTALLED IN A PLENUM SPACE SHALL CONFORM TO NEC, OR CEC WHERE ADOPTED, ARTICLE 300.22(C) . GENERAL NOTES: Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 1 SCALE: 1/4" = 1'-0" POWER FLOOR PLAN NORTH POWER PLAN E-112 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 7 7 8 CONTRACTOR TO VERIFY AND COORDINATE EXACT LOCATION AND RECEPTACLE TYPE WITH EQUIPMENT SUBMITTAL, IN THE FIELD AND WITH OWNER IN THE OFFICE AREA. PROVIDE 60AS, 40AF, 3 POLE DISCONNECT SWITCH. PROVIDE 1"C - 3#8 + 1#10 GRD. VERIFY AND COORDINATE EXACT LOCATION AND POWER REQUIREMENT WITH EQUIPMENT SUBMITTAL AND INSTALLER. PROVIDE CEILING MOUNTED OUTLET FOR SHOW WINDOW. VERIFY EXACT LOCATION IN THE FIELD.(TYPICAL) PROVIDE GFCI 208V RECEPTACLE. VERIFY AND COORDINATE EXACT LOCATION AND TYPE WITH THE EQUIPMENT SUBMITTAL AND IN THE FIELD. PROVIDE 1"C - 3#6 + 1#10 GRD FOR COFFEE MACHINE. VERIFY AND COORDINATE EXACT LOCATION WITH OWNER/ARCHITECT/CONTRACTOR AND IN THE FIELD. PROVIDE CONNECTION TO WALL MOUNTED MOTION SENSOR SWITCH. REFER TO SHEET E-110 FOR LOCATION. REFER TO SHEET E-116 DETAIL #2 FOR COMPLETE INFORMATION. CONTRACTOR TO VERIFY AND COORDINATE EXACT LOCATION WITH EQUIPMENT SUBMITTAL, IN THE FIELD AND WITH OWNER. PROVIDE POWER FOR ANSUL FIRE SUPRESSION AND INTEGRATE WITH FIRE ALARM SYSTEM. VERIFY AND COORDINATE EXACT LOCATION WITH ARCHITECT, OWNER AND KTICHEN DRAWING. KEY NOTE 1 2 3 4 5 6 1 7 8 1430 E Edinger Ave 3/27/2025 RTU 1 AI R F L O W . MAU 1 RTU 2 KEF 2 F P-13&15&17 F P-25&27 F P-7&9&11 P-1&3&5 F F P-19&21&23 WP P-2 P-2 WP P-2 KEF 1 1 1 1 1 1 2 3 4 5 PROPOSED METAL LADDER TO ROOF GENERAL NOTES: A.ALL EQUIPMENT AND DEVICES OUTDOOR SHALL BE NEMA 3R RATED AND WEATHER PROOF. B.ELECTRICAL CONTRACTOR SHALL COORDINATE THE ROUTING OF CONDUIT/WIRING TO ROOF-MOUNTED EQUIPMENT WITH EQUIPMENT INSTALLER PRIOR TO ROUGH-IN. WHERE ROOF-MOUNTED EQUIPMENT IS MANUFACTURED TO BE FED FROM WITHIN MECHANICAL CURB ASSEMBLY - SEPARATE ROOF PENETRATIONS FOR WIRING CONNECTIONS SHALL NOT BE PERMITTED. ALL WIRING SHALL BE BELOW THE ROOF IN AN ACCESSIBLE CEILING SPACE LOCATION. C.ELECTRICAL CONTRACTOR SHALL VERIFY THE EXACT LOCATION OF ALL CONNECTION POINTS WITH THE EQUIPMENT INSTALLER PRIOR TO ROUGH-IN. ELECTRICAL CONTRACTOR SHALL PROVIDE LOCAL REMOTE DISCONNECTING MEANS FOR ALL ELECTRIC HEATING EQUIPMENT AS REQUIRED BY THE LOCAL ELECTRICAL CODE. D.ELECTRICAL CONTRACTOR SHALL REFER TO MECHANICAL/PLUMBING AND ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND CHARACTERISTICS OF ALL EQUIPMENT LISTED IN SCHEDULE. ANY MODIFICATIONS AND/OR ADDITIONAL WORK NECESSARY SHALL BE INCLUDED IN THE BASE BID. E.ALL TEMPERATURE CONTROL AND INTERLOCK CONDUIT AND WIRING SHALL BE BY ELECTRICAL CONTRACTOR. KEY NOTES: VERIFY AND COORDINATE EXACT LOCATION AND CONTROL REQUIREMENT WITH MECHANICAL PLANS AND IN THE FIELD. (TYPICAL) PROVIDE WP 60AS, 45AF,3P DISCONNECT SWITCH. PROVIDE 1-1/2"C-3#4 + 1#10 GRD. PROVIDE WP 30AS, 30AF,3P DISCONNECT SWITCH. PROVIDE 3/4"C-3#10 + 1#10 GRD. PROVIDE WP 30AS, 20AF,3P DISCONNECT SWITCH. PROVIDE 3/4"C-3#12 + 1#12 GRD. PROVIDE WP 30AS, 20AF,2P DISCONNECT SWITCH. PROVIDE 3/4"C-2#12 + 1#12 GRD. PROVIDE WP 60AS, 60AF,3P DISCONNECT SWITCH. PROVIDE 1-1/4"C-3#4 + 1#10 GRD. 1 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 1 SCALE: 1/4" = 1'-0" ELECTRICAL ROOF PLAN NORTH ELECTRICAL ROOF PLAN E-113 2 3 4 5 6 6 1 1430 E Edinger Ave 3/27/2025 A A SECTION A-A UL# W-L-1074 SYSTEM NO. W-L-1074 F RATINGS - 1HR RECTORSEAL -METACAULK 950 OR EQUAL INSTALLATION TO COMPLY WITH MANUFACTURER'S INSTRUCTIONS 4 5 2 1 3 TYP. FIRE PENETRATION GYPSUM WALL ASSEMBLY REFERENCE NOTES: WALL ASSEMBLY - THE FIRE RATED GYPSUM WALBOARD/STUD WALL ASSEMBLY STUDS - WALL FRAMING WOOD STUDS OR STEEL CHANNEL STUDS. WALLBOARD GYPSUM - ONE LAYER OF NOM 5 8 IN. THICK GYPSUM WALLBOARD. CONDUIT TO BE SUPPORTED ON BOTH SIDES OF WALL ASSEMBLY. THE ANNULAR SPACE BETWEEN THE THROUGH - PENETRANT AND THE PERIPHERY OF THE OPENING SHALL BE MIN. 0 IN. TO MAX 14 IN. THE FOLLOWING TYPES OF CONDUITS OR TUBING MAY BE USED: CONDUIT-NOM 6 IN. DIAM (OR SMALLER) STEEL ELECTRICAL METALLIC TUBING OR STEEL CONDUIT. FILL VOID OR CAVITY MATERIAL - CAULK - FILL MATERIAL TO BE FORCED INTO THE ANNULUS TO MAXIMUM EXTENT POSSIBLE. ADDITIONAL FILL MATERIAL TO BE INSTALLED SUCH THAT A MIN. 12 IN. CROWN IS FORMED AROUND THE PENETRATING ITEM AND LAPPING 14 IN. BEYOND THE PERIPHERY OF THE OPENING. 1 2 3 4 5 NELSON FIRESTOP PRODUCTS - TYPE CMP MORTAR OR EQUAL INSTALLATION TO COMPLY WITH MANUFACTURER'S INSTRUCTIONS. SECTION A-A UL# C-AJ-8007 SYSTEM NO. C-AJ-8007 F RATINGS - 2 AND 3 HR A A 2 2 22 2 245 TYP. FIRE PENETRATION ASSEMBLY CONCRETEACCESSIBLE REACH LIMITS FOR EXACT LOCATIONS OF WIRING DEVICES, SEE A-SERIES DRAWINGS 48" MAX 46" MAX 10" MAX 24" MAX 34" MAX 30" MAX 30" MAX 15" MIN * * * FLOOR & WALL ASSEMBLY - MIN. 314 IN. THICK REINFORCED LIGHTWEIGHT ON NORMAL WEIGHT (100-150 PCF) CONCRETE. WALL MAY ALSO BE CONSTRUCTED ON ANY UL CLASSIFIED CONCRETE BLOCKS. MAX OF OPENING IS 300 SQ IN WITH MAX DIMENSION OF 30 IN. THROUGH PENETRANTS - A MAX OF FIVE CONDUITS SPACE BETWEEN CONDUITS OR TUBING SHALL BE MIN 3 4 IN. TO MAX 112 IN. THE SPACE BETWEEN CONDUITS OR TUBING AND PERIPHERY OF OPENING SHALL BE MIN 3 4 IN. TO MAX 13 4"IN. CONDUITS, CONDUIT OR TUBING TO BE RIGIDLY SUPPORTED ON BOTH SIDES FOR FLOOR OR WALL ASSEMBLY. CONDUIT-NOM 4 IN. DIA. (OR SMALLER) ELECTRICAL METALLIC TUBING OR NOM 6 IN. (OR SMALLER) RIGID STEEL CONDUIT. FORMS-(NOT SHOWN) FORMS TO BE RIGID SHEET MATERIAL, CUT IT FIT THE CONDUCTOR OF THE PENETRATING ITEM AND FASTENED TO THE UNDERSIDE OF FLOOR OR BOTH SIDES OF WALL. FORMS TO BE REMOVED AFTER FILL MATERIAL HAS CURED. FILL VOID OR CAVITY MATERIAL WRAP MATERIAL - SINGLE LAYER OF A CERAMIC FIBER INSULATION COVERED ON BOTH SURFACES WITH A FOIL FACING. THE WRAP MATERIAL SHALL EXTEND A MIN. OF 6 IN. BEYOND BOTH SURFACES OF THE ASSEMBLY AND SHALL BE SECURED TOGETHER WITH MIN. NO.12 AWG STEEL WIRE FILL VOID OR CAVITY MATERIAL MORTAR. FILL MATERIAL APPLIED WITHIN THE ANNULUS, FLUSH WITH TOP SURFACE OF FLOOR OR WITH BOTH SURFACES OF WALL. 1 2 3 4 5 CONDUIT MOUNTING STRAP GREEN HEX HEAD GROUND SCREW CONNECTION N Ø N Ø EG EG EG INTERSTITIAL SPACE PANEL MOUNTING DETAIL GROUND ROD STRUCTURAL STEEL CONNECTION RECEPTACLE WIRING DETAIL SECURELY ANCHOR CHANNEL TO CONCRETE FLOOR SLAB (TYP) ALUMINUM CHANNEL SUPPORT TYPICAL LAB ELECTRICAL PANEL FASTENED TO CHANNEL. INTERSTITIAL LEVEL STEEL FLOOR DECK. STRUCTURAL FLOOR SLAB. CHANNEL TO BE SECURELY FASTENED TO FLOOR DECK (TYP). OUTLET BOX ISOLATED GROUND ISOLATED GROUND RECEPTACLE IG BUS EG BUS NORMAL "COMMON" BUILDING GROUND (EG) GREEN HEX HEAD GROUND SCREW CONNECTION MOUNTING STRAP BONDING JUMPER OUTLET BOX CONVENTIONAL RECEPTACLE CADWELD CONNECTION TO BUILDING STEEL STRUCTURAL STEEL CABLE GROUND ROD CONNECTION 19mm X 3050mm (3/4" X 10'-0") LONG COPPERCLAD GROUND ROD BUILDING SYSTEM EXTERIOR GROUND LOOP REFERENCE NOTES: 2NTS 1NTS3NTS5NTS 4NTS6NTS ELECTRICAL LIGHT SWITCH OR RECEPTACLE LOCATION. INSTALL PER ADA STANDARD MAXIMUM SIDE REACH OVER OBSTRUCTION HIGH AND LOW SIDE REACH LIMITS Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 ELECTRICAL DETAILS E-114 1430 E Edinger Ave 3/27/2025 C N G B A INCOMING 4 #6AWG, #10AWG E.G. FEEDER CONDUCTORS IN 1" CONDUIT CONNECT TO ALTERNATE PHASE (TYPICAL) TYPICAL CIRCUIT BREAKER 1P, 20A, 120V, 10,000 KAIC UON. SURFACE METAL RACEWAY ASSEMBLY DUPLEX GROUNDING TYPE RECEPTACLE RATED AT 125V, 20A, NEMA 5-20R (USE GROUND FAULT INTERRUPTER TYPE WHERE INDICATED) SURFACE MOUNTED RACEWAY ENTRANCE JUNCTION BOX TOGGLE SWITCH FOR UNDERSHELF LIGHTING FIXTURES MOUNTED IN METAL RACEWAY A, B OR C N G UNDERSHELF LIGHTING FIXTURE EMT EMT UNDERCOUNTER DUPLEX GROUNDING TYPE RECEPTACLE RATED AT 125V, 20A, NEMA 5-20R 2P, 20A OR 30A CIRCUIT BREAKER 2P, 3W GROUNDING TYPE RECEPTACLE - 250V NEMA 6-20R / 6-30R EMT G EQUIPMENT GROUND CONDUCTOR BONDED TO EACH SURFACE METAL RACEWAY SECTION, INCLUDING FITTINGS. USE #10 AWG FOR ALL SPECIALTY RECEPTACLE SURFACE METAL RACEWAY WIRING DETAILGROUND ROD DETAIL 1NTS3NTS LIQUIDTIGHT TO ALL OTHER U.S. FIXTURES CONTINUED TO OTHER FIXTURESNOTE: CONNECT GROUNDING ELECTRODE CONDUCTOR TO ALL AVAILABLE GROUNDING ELECTRODES THAT ARE PRESENT AT EACH BUILDING TO FORM GROUNDING ELECTRODE SYSTEM CEC ARTICLE 250.50 NOTES: A. THE GROUND ROD OR PIPE MUST HAVE A RESISTANCE TO EARTH OF 25 OHMS OR LESS, OR BE SUPPLEMENTED BY AN ADDITIONAL ELECTRODE PER CEC 250.53(A)(2). B.WHEN USING MULTIPLE ROD, THEY MUST SPACED AT LEAST 6 FT. APART. C. GROUND ROD ELECTRODES MUST MEET AND QUALIFY AS A GROUNDING ELECTRODE ARE AS FOLLOWS: - NOT LESS THAN 8 FT IN LENGTH - ROD-TYPE GROUNDING ELECTRODES MUST CONSIST OF THE FOLLOWING MATERIALS: - STAINLESS OR COPPER OF ZINC COATED - AT LEAST 15.87 MM (5/8") IN DIAMETER, UNLESS LISTED. #4/0 GROUND WIRE TO ELEVATOR SYSTEM TRAFFIC RATED COVER GROUND LEVEL 12" MIN 6" MIN GROUND CONNECTOR (TYP.) COPPER GROUND ROD 3/4" DIA x 10'-0" 6" MIN #6 AWG CU CEC 250.66(A) GROUNDING DETAIL 2NTS CONNECT GROUNDING ELECTRODE CONDUCTOR WITHIN FIRST 5FT OF WHERE METAL WATER PIPING ENTERS BUILDING. 250.68 (C)(1) METAL UNDERGROUND WATER PIPE IF IN DIRECT CONTACT WITH THE EARTH FOR 10FT OR MORE CEC 250.52(A)(1) MAIN SWITCHBOARD GROUNDING BUS BAR NOTE: CONNECT GROUNDING ELECTRODE CONDUCTOR TO ALL AVAILABLE GROUNDING ELECTRODES THAT ARE PRESENT AT EACH BUILDING TO FORM GROUNDING ELECTRODE SYSTEM CEC ARTICLE 250.50 (N) 3/4"C - 1#3/0 GEC METAL FRAME OF THE BUILDING AS PER CEC 250.52(A)(2) MAIN SERVICE EQUIPMENT M BONDING JUMPER AROUND METER MAIN BONDING JUMPER NEUTRAL BUS GROUND ROD EXOTHERMIC WELD(TYPICAL) #6 AWG CU CEC 250.66(A) NOTES: A. THE GROUND ROD OR PIPE MUST HAVE A RESISTANCE TO EARTH OF 25 OHMS OR LESS, OR BE SUPPLEMENTED BY AN ADDITIONAL ELECTRODE PER CEC 250.53(A)(2). B.WHEN USING MULTIPLE ROD, THEY MUST SPACED AT LEAST 6 FT. APART. C. GROUND ROD ELECTRODES MUST MEET AND QUALIFY AS A GROUNDING ELECTRODE ARE AS FOLLOWS: - NOT LESS THAN 8 FT IN LENGTH - ROD-TYPE GROUNDING ELECTRODES MUST CONSIST OF THE FOLLOWING MATERIALS: - STAINLESS OR COPPER OF ZINC COATED - AT LEAST 15.87 MM (5/8") IN DIAMETER, UNLESS LISTED. NOTE: 1.MAXIMUM FOUR DUPLEX RECEPTACLES ON ANY SINGLE 20A CIRCUIT BREAKER. Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 ELECTRICAL DETAILS E-115 2'-6" REF STRUCT POLE BASE DETAIL NOTE 1.FOR TOTAL HEIGHT OF POLE FROM GROUND REFER TO PHOTOMETRIC PLAN. HANDHOLE W/NON-FERROUS TAMPER PROOF SCREWS GALV. STEEL BASE PLATE BOLTS AND WASHERS 1"X45° CHAMFER PROVIDE 1/2 TIE SPACING ABOVE GRADE (4) 1"X36" GALV STEEL ANCHOR RODS FINISH GRADE CONDUIT & CONDUCTORS, SEE SITE PLAN FOR POWER & SIZE REINF. RODS, REFER TO STRUCTURAL PLANS CONCRETE BASE REF STRUCT EXOTHERMIC WELD BASE COVER POLE NOTE 1 20'-0" BARE #6 CU. IN GROUND UNDER BASE 4NTS 1430 E Edinger Ave 3/27/2025 TYPICAL 1-ZONE ROOM USING nLIGHT POWER PACK (0-10VDC DIMMING) ON/OFF REFER TO PLANS FOR TYPES AND QUANTITIES TO ADDITIONAL nLIGHT DEVICES OR TO BRIDGE PORT (IF NETWORKED) T24 2016 COMPLIANT SEQUENCE OF OPERATION: 1. OCCUPANCY SENSOR PROVIDES AUTOMATIC ON/OFF OF LIGHTS BASED ON ROOM OCCUPANCY (USE DEFAULT TIME DELAY FOR OCCUPANCY SENSOR). 2. nPODMA-DX SWITCH PROVIDES MANUAL OVERRIDE OF THE LIGHTS: ON/OFF/RAISE/LOWER. CAT 5E PATCH CABLE PLENUM RATED (TYPICAL) nPODMA-DX DESCRIPTION: nLIGHT ON/OFF/RAISE/LOWER SWITCH BUS POWERED WHITE: NEUTRAL BLACK: LINE IN 120VAC (CAP ORANGE) ORANGE: LINE IN 277VAC (CAP BLACK) BLUE: LINE OUT TO LOAD GRAY: DIM+ VIOLET: DIM- GND #14 AWG/90°, #12 AWG/75°, OR LARGER CLASS 1 WIRING 18 AWG CLASS 1 OR 2 WIRING nPP16 D BLUE:LINE IN 120VAC/277VAC DESCRIPTION: nLIGHT 16A POWER PACK WITH 0-10VDC DIMMING WITH 12" KO REQUIRES 120VAC/277VAC CAT 5E PATCH CABLE PLENUM RATED (TYPICAL) nLIGHT SYSTEM NOTE: 1. OCCUPANCY SENSOR IS CAPABLE OF DOING PARTIAL ON AND PARTIAL OFF AS PROGRAMMED ON SITE. PROVIDE IN SPACES WHERE REQUIRED SUCH AS CORRIDORS AND STAIRWELLS. 2. OCCUPANCY SENSOR IS CAPABLE OF DOING PARTIAL ON 50%-70% LIGHTING POWER AND FULL AUTO OFF. PROVIDE IN SPACES WHERE REQUIRED SUCH AS CONFERENCE ROOMS, OFFICES < 250SQFT, MULTIPURPOSE ROOMS < 1000SQFT, AND CLASSROOMS. DESCRIPTION: nLIGHT OCCUPANCY SENSOR DUAL TECH STANDARD RANGE 360° CEILING MOUNT BUS POWERED; BEST FOR OFFICE, OPEN OFFICES, AND GENERAL SPACES nCM PDT 9 RJB WHITE BLUE BLACK GND #14 AWG/90°, #12 AWG/75°, OR LARGER CLASS 1 WIRING GND nPP20 PL CONTROLLED WALL RECEPTACLE DESCRIPTION: nLIGHT 20A POWER PACK FOR RECEPTACLE LOAD(S) WITH 12" KO REQUIRES 120VAC DESCRIPTION: SPLIT WIRE DUPLEX SHOWN CHECK POWER PLANS FOR TYPE AND QTY (NON-nLIGHT DEVICE; BY OTHERS) LINE IN 120VAC BLUE: TO SWITCHED LOAD NEUTRAL GND PLUG LOAD RECEPTACLE CONTROLS WHERE REQUIRED 1-ZONE STANDARD ROOMS, OFFICES, CONFERENCES 2 TYPICAL RESTROOM USING nLIGHT POWER PACK CONTROLLING LIGHTS AND EXHAUST FAN REFER TO PLANS FOR TYPES AND QUANTITIES T24 2016 COMPLIANT SEQUENCE OF OPERATION: 1. OCCUPANCY SENSOR PROVIDES AUTOMATIC ON/OFF OF LIGHTS AND EXHAUST FAN BASED ON ROOM OCCUPANCY (USE DEFAULT TIME DELAY FOR OCCUPANCY SENSOR). 2. nPOD-KEY SWITCH PROVIDES MANUAL OVERRIDE OF THE LIGHTS (ON/OFF/RAISE/LOWER). GND #14 AWG/90°, #12 AWG/75°, OR LARGER CLASS 1 WIRINGCAT 5E PATCH CABLE PLENUM RATED (TYPICAL) GNDWHITE: NEUTRAL BLACK: LINE IN 120VAC (CAP ORANGE) ORANGE: LINE IN 277VAC (CAP BLACK) BLUE: LINE IN 120VAC/277VAC BLUE: LINE OUT TO LOAD nPP16 DESCRIPTION: nLIGHT 16A POWER PACK SWITCHING ONLY WITH 12" KO REQUIRES 120VAC/277VAC EXHAUST FAN DESCRIPTION: 120VAC/277VAC BY OTHERS WHITE: NEUTRAL BLACK: LINE IN 120VAC (CAP ORANGE) ORANGE: LINE IN 277VAC (CAP BLACK) BLUE: LINE OUT TO LOAD GRAY: DIM+ VIOLET: DIM- GND #14 AWG/90°, #12 AWG/75°, OR LARGER CLASS 1 WIRING 18 AWG CLASS 1 OR 2 WIRING BLUE:LINE IN 120VAC/277VAC DESCRIPTION: nLIGHT 16A POWER PACK WITH 0-10VDC DIMMING WITH 12" KO REQUIRES 120VAC/277VAC TO BRIDGE PORT (IF NETWORKED) CAT 5E PATCH CABLE PLENUM RATED (TYPICAL) NPOD-KEY DESCRIPTION: nLIGHT KEY SWITCH BUS POWERED NOTE1: CAN OPERATE AS ON/OFF/RAISE/LOWER OR EN/DISABLE ANOTHER SWITCH IT'S GANGED WITH TO ADDITIONAL nLIGHT DEVICES IF REQUIRED OR AS INDICATED ON FLOOR PLANS DESCRIPTION: nLIGHT OCCUPANCY SENSOR DUAL TECH STANDARD RANGE 360° CEILING MOUNT BUS POWERED nCM PDT 9 RJB nPP16 D RESTROOM 1NTS NTS Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 ELECTRICAL DETAILS E-116 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 ELECTRICAL DETAILS E-117 1430 E Edinger Ave 3/27/2025 FOR REFERENCE ONLY Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 EQUIPMENT SCHEDULE E-118 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 POWER TITLE 24 E-119 1430 E Edinger Ave 3/27/2025 MECHANICAL SPECIFICATIONS 30. THE DESIGN ON THE DRAWINGS (ELECTRICAL, STRUCTURAL, ETC.) IS BASED ON THE MANUFACTURER LISTED. IF THE UNIT IS FURNISHED BY ONE OF THE OTHER LISTED MANUFACTURERS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY MODIFICATIONS REQUIRED TO INSTALL SUCH MANUFACTURERS UNIT. THIS SHALL INCLUDE, BUT NOT BE LIMITED TO, INCREASES IN UNIT ELECTRICAL FEEDER SIZES, SWITCH AND FUSE OR BREAKER SIZES, ETC. 31.ELECTRICAL CONTRACTOR SHALL PROVIDE CONDUIT AND PULL WIRING FOR CONTROLS. FINAL CONNECTION TO CONTROLS SHALL BE BY MECHANICAL CONTRACTOR. 32. REFRIGERANT PIPING: A.ALL REFRIGERANT PIPING SHALL BE REFRIGERATION GRADE TYPE ACR DEGREASED, SEALED AT MILL COPPER TUBING. B.CONTRACTOR SHALL FURNISH A SWEAT TYPE COMBINATION SIGHT GLASS AND MOISTURE INDICATOR. INCLUDE IN THE REFRIGERATION PIPING A FILTER/DRYER. C.A SWEAT TYPE 3 WAY VALVE SHALL BE INSTALLED IN THE LIQUID LINE FOR CHARGING AND EVACUATING. D.HANGERS AND SUPPORTS: 1)ALL TUBING SHALL BE SECURELY SUPPORTED AND ANCHORED WITH "UNISTRUT" OR EQUAL CLAMPS AND CHANNELS; RUBBER GROMMETS SHALL BE USED BETWEEN TUBING AND CLAMPS TO PROTECT THE TUBING FROM POSSIBLE RUBBING. 33. CHARGING: A.THE PROPER AMOUNT OF REFRIGERANT SHALL BE CHARGED INTO THE SYSTEM THROUGH THE LIQUID LINE. THE OIL LEVEL SHALL BE CHECKED AND OIL EITHER ADDED OR REMOVED TO BRING THE LEVEL IN THE COMPRESSOR TO THE MIDDLE OF THE SIGHT GLASS. B.BEFORE ANY MOTORS ARE OPERATED, THE LUBRICATION SHALL BE CHECKED AND OIL OR GAS ADDED WHERE NECESSARY. 1.THE WORK SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING LEGALLY CONSTITUTED AUTHORITIES AND CODES HAVING JURISDICTION. 2.THE CONTRACTOR SHALL FURNISH ALL MATERIAL, LABOR, EQUIPMENT, APPURTENANCES, AND OTHER CONTRACTUAL EXPENSES REQUIRED FOR THE COMPLETE INSTALLATION OF THE MECHANICAL WORK TO THE SATISFACTION OF THE OWNER, ARCHITECT, AND ENGINEER. 3.THE CONTRACTOR SHALL GUARANTEE ALL EQUIPMENT, APPARATUS, ACCESSORIES (I.E., THE ENTIRE INSTALLATION) AS FURNISHED BY HIM FOR A PERIOD OF ONE YEAR. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY ITEM WHICH MAY PROVE DEFECTIVE WITHIN ONE (1) YEAR FROM THE DATE THE APPARATUS IS ACCEPTED AND PLACED IN OPERATION WITHOUT ANY ADDITIONAL COST TO THE OWNER. 4.THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS, LICENSES, AND INSPECTIONS REQUIRED TO COMPLETE THE MECHANICAL WORK. 5.BEFORE SUBMITTING BIDS FOR THE WORK, THE CONTRACTOR SHALL MAKE A THOROUGH FIELD SURVEY OF THE WORK TO DETERMINE ANY EXISTING INTERFERENCES THAT MAY AFFECT THE INSTALLATION OF THE WORK. BY THE ACT OF SUBMITTING A BID, THE CONTRACTOR IS DEEMED TO HAVE MADE FIELD SURVEY AND HAS ACCEPTED THE EXISTING CONDITIONS THAT MAY AFFECT HIS WORK. APPOINTMENTS FOR FIELD SURVEY SHALL BE MADE THROUGH THE OWNER REPRESENTATIVE. 6.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CUTTING, AND PATCHING TO COMPLETE THE INSTALLATION OF THE MECHANICAL WORK IF APPLICABLE. ALL EXPOSED FINISHED AREAS THAT ARE DAMAGED AS A RESULT OF THIS WORK SHALL BE REPAIRED TO MATCH THE EXISTING CONDITIONS AT NO ADDITIONAL COST TO THE OWNER. 7.ALL CONSTRUCTION SITES SHALL BE PROPERLY PROTECTED WITH BARRICADES, WARNING FLAGS, FENCING, AND LIGHTS AS REQUIRED BY CODE AND THE OWNER'S SECURITY DEPARTMENT. PROVIDE SHORING, BRACING, AND ACCESS LADDERS AS REQUIRED BY CODE. TAKE EXTRA CARE TO INSTRUCT ALL PERSONNEL ON SAFETY PROCEDURES. TAKE CARE TO AVOID DAMAGE TO ADJACENT DUCTWORK, PIPING AND ELECTRIC SERVICES. 8.ALL UTILITY SHUT-DOWNS SHALL BE SCHEDULED AT LEAST TWO (2) DAYS IN ADVANCE THROUGH THE OWNER. PROVIDE CONTINUOUS "FIRE WATCH GUARD" TO ALL AREAS AFFECTED BY SHUT-DOWN OF ANY FIRE PROTECTION WATER SERVICE. THE CONTRACTOR'S OPERATION SHALL CAUSE NO UNNECESSARY INCONVENIENCE TO THE BUILDING'S PREMISES. THE ACCESS RIGHTS TO THE PUBLIC SHALL BE CONSIDERED AT ALL TIMES. 9.SHOP DRAWINGS AND MATERIAL LISTS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AT LEAST THIRTY (30) DAYS PRIOR TO THE START OF ANY WORK. NO WORK INDICATED ON ANY OF THE PLANS OR SHOP DRAWINGS SHALL BE PERFORMED, UNTIL THE SHOP DRAWINGS HAVE BEEN REVIEWED BY THE ENGINEER. 10.THE CONTRACTOR SHALL SUBMIT TWO (2) COMPLETE SETS OF AS-BUILT DRAWINGS, AND OPERATIONAL AND MAINTENANCE MANUALS TO THE OWNER AS PERMANENT RECORDS AT SUCCESSFUL COMPLETION OF WORK, BEFORE FINAL PAYMENT CAN BE APPROVED BY THE OWNER REPRESENTATIVE. 11.ALL EQUIPMENT SHALL BE AS SCHEDULED ON THE PLANS. ANY EQUIPMENT SUBSTITUTION SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT IT MEETS ALL THE REQUIREMENTS SUCH AS CAPACITY, DIMENSIONS, ELECTRICAL DATA, ETC. OF THE SPECIFIED EQUIPMENT SHOWN ON THE DRAWINGS. 12.DUCTWORK SHALL BE PROVIDED AS FOLLOWS: A.ALL SHEET METAL DUCTWORK SHALL BE NEW GALVANIZED SHEET METAL UNLESS STATED OTHERWISE IN PLANS. DUCT GAUGES, CONSTRUCTION, SUPPORT, SEISMIC RESTRAINT, AND INSTALLATION SHALL BE IN ACCORDANCE WITH THE CALIFORNIA MECHANICAL CODE, 2022 EDITION. B.FLEXIBLE DUCTWORK SHALL BE CASCO "CAL-FLEX" FULLY LINED, UL AND NFPA RATED, INSULATED FIBERGLASS DUCT. FACTORY MADE FLEXIBLE AIR DUCTS AND CONNECTORS SHALL BE NOT MORE THAN FIVE (5) FEET IN LENGTH AND SHALL NOT BE USED IN LIEU OF RIGID ELBOWS OR FITTINGS. [2022 CMC 603.4.1] C.FLEXIBLE DUCT CONNECTIONS SHALL BE PROVIDED FOR ALL DUCTWORK ATTACHED TO AIR MOVING EQUIPMENT. FLEXIBLE CONNECTIONS SHALL BE VENTFABRICS "VENTGLASS LA" TYPE 30 OUNCE CLOSELY WOVEN GLASS FABRIC DOUBLE COATED WITH NEOPRENE. PROVIDE SHEET METAL WEATHERCOVER OVER FLEXIBLE CONNECTIONS EXPOSED TO WEATHER. NOT APPLICABLE TO GREASE DUCTWORK. D.ALL TRANSVERSE JOINTS AND LONGITUDINAL SEAMS SHALL BE SEALED. PRESSURE SENSITIVE TAPE SHALL NOT BE USED AS PRIMARY SEALANT. E.ALL COMBINATION FIRE/SMOKE DAMPERS SHALL BE TESTED AND LISTED UNDER BOTH UL 555 AND UL 555S. UNITS SHALL BE FACTORY SUPPLIED ASSEMBLIES THAT CONSIST OF DAMPER, SLEEVE, AND APPROVED ACTUATOR. DAMPERS SHALL HAVE A MINIMUM CLASS II LEAKAGE AND DYNAMIC CLOSURE RATING UNDER UL 555S, POTTORFF MODEL FSD 142 OR APPROVED EQUAL. DAMPERS SHALL BE LIKED TO FIRE ALARM SYSTEM WITH DEDICATED ELECTRICAL POWER. 13.DIFFUSERS, REGISTERS, AND GRILLES HAVE BEEN SIZED ON THE BASIS OF MANUFACTURER AND TYPE INDICATED ON THE PLANS. ALL DIFFUSERS, REGISTERS, AND GRILLES SHALL BE LOCATED TO OPERATE WITHOUT OBJECTIONABLE NOISE OR DRAFTS. 14.PIPING SHALL BE PROVIDED AS FOLLOWS: A. COPPER TUBING. TYPE "L" (REFRIGERANT LINES): 1) PIPING SYST EM SHALL BE ARRANGED TO PREVENT LIQUID REFRIGERANT FROM ENTERING THE COMPRESSOR. PIPING SHALL BE ARRANGED SO OIL WILL RETURN TO THE COMPRESSOR. 2) HORIZONTAL SUCTION LINES SHALL SLOPE TOWARD THE COMPRESSOR. AT THE BOTTOM OF EACH RISER SHALL BE A "U" TRAP. 3) ALL LINES SHALL BE STRAIGHT AND FREE FROM KINKS OR RESTRICTIONS AND SHALL BE PROPERLY WRAPPED TO MINIMIZE VIBRATIONS. B. ALL SWEAT TYPE COPPER FITTINGS SHALL BE WROUGHT COPPER. ALL ELBOWS AND RETURN BENDS SHALL BE LONG RADIUS TYPE EXCEPT FOR TRAPS IN RISERS WHICH MAY BE FORMED OF SHORT SWEEP STREET ELLS OR SHORT RETURN BENDS OF FACTORY FABRICATED TRAPS SUCH AS MUELLER BRASS CO. "U" TRAPS. C. THE PIPING SHALL BE PLANNED AND ARRANGED TO KEEP THE NUMBER OF FITTINGS AT A MINIMUM AND TO KEEP THE RUNS AS SHORT POSSIBLE. ARRANGE THE PIPING SO THAT NORMAL INSPECTION AND SERVICING OF THE COMPRESSOR AND OTHER EQUIPMENT IS NOT HINDERED. DO NOT OBSTRUCT THE VIEW OF THE CRANK CASE OIL SIGHT GLASS OR RUN PIPING SO IT INTERFERES WITH REMOVAL OF THE COMPRESSOR, ACCESS PLATES, FANS, FAN MOTORS, OR OTHER PARTS. D. FOR REFRIGERANT LINE LENGTHS THAT EXCEED 50 EQUIVALENT FEET, VERIFY REFRIGERANT PIPE SIZING WITH MANUFACTURER. E. ALL PIPING, EXCEPT WHERE EXISTING PIPING IS INDICATED TO BE REUSED, SHALL BE NEW PIPING MATERIALS. PIPING SCHEDULE, MATERIALS, CONSTRUCTION, SUPPORT, SEISMIC RESTRAINT, AND INSTALLATION SHALL BE IN ACCORDANCE WITH THE CALIFORNIA MECHANICAL CODE, 2022 EDITION AND SMACNA "GUIDELINES FOR THE RESTRAINT OF MECHANICAL SYSTEMS AND PLUMBING PIPING SYSTEMS". F. CONDENSATE DRAIN PIPING SHALL BE TYPE "M" COPPER WITH WROUGHT COPPER FITTINGS FOR 95-5 SOLDER. PLASTIC PIPING IS NOT ACCEPTABLE FOR CONDENSATE DRAIN PIPING. G. FIRE RATED PENETRATION SEALS FOR FLOORS, CEILING AND WALLS SHALL BE PROSET SYSTEM "A" FOR COPPER AND STEEL PIPING. H. PROVIDE PIPE SLEEVES AND ESCUTCHEON PLATES FOR PIPES RUNNING THROUGH WALLS, PARTITIONS, CEILING AND FLOORS EXPOSED TO VIEW. ESCUTCHEON PLATES SHALL BE CHROME PLATED BRASS OR STAINLESS STEEL. 15. THERMAL INSULATION FOR DUCTWORK AND PIPING SHALL BE PROVIDED AS FOLLOWS: A.SUPPLY AND RETURN DUCTWORK (WITHOUT DUCT LINER) IN CONCEALED CEILING SPACES SHALL BE WRAPPED AND WIRED WITH MANVILLE "R-SERIES MICROLITE WITH FSK" TYPE FIBERGLASS INSULATION WITH ALUMINUM FOIL VAPOR BARRIER. THE INSULATION SHALL BE 2 INCHES THICK AND 1.5 LB/CU. FT. DENSITY. B.SOUND LINED DUCT AND PLENUM BOXES SIZES SHOWN ON PLANS ARE NET INSIDE DIMENSIONS. DUCT LINER SHALL BE MANVILLE "LINACOUSTIC" TYPE FIBERGLASS DUCT LINER WITH NEOPRENE COATING OR APPROVED EQUAL BY OWENS CORNING. C.CONDENSATE DRAIN PIPING IN CONCEALED CEILING AND WALL SPACES SHALL BE INSULATED WITH AEROTUBE II FLEXIBLE CLOSED CELL PIPING INSULATION. ALL SEAMS AND MITERED JOINTS SHALL BE SEALED WITH BENJAMIN FOSTER 82-31 ADHESIVE. D.REFRIGERANT SUCTION PIPE SHALL BE PROVIDED WITH 1" THICK OWENS CORNING MOLDED FIBERGLASS PIPE INSULATION WITH A FACTORY APPLIED ALL SERVICE (ASJ) VAPOR BARRIER JACKET STAPLED IN PLACE WITH 1/2 INCH GALVANIZED STAPLES SPACED 4 INCHES ON CENTER. LONGITUDINAL AND BUTT JOINTS SHALL BE SEALED WITH BENJAMIN FOSTER 82-31. E.SUPPLIED ASSEMBLIES THAT CONSIST OF DAMPER, SLEEVE AND APPROVED FITTINGS SHALL BE INSULATED BY CUTTING AND MITERING TO SKIP OVER THE CONTROLS. F.FITTING SEALED WITH BENJAMIN FOSTER 82-31 ADHESIVE. G.ALL DUCT/PIPING INSULATION THAT IS EXPOSED TO THE SUN SHALL BE WEATHER PROOF WITH CANVAS JACKET/ ALUMINUM JACKET / PVC WRAP. 16. MANUAL VOLUME DAMPERS SHALL BE OPPOSED BLADE TYPE FOR RECTANGULAR DUCTWORK OR BUTTERFLY TYPE FOR ROUND DUCTWORK. CONSTRUCTION AND INSTALLATION SHALL BE AS DETAILED IN THE SMACNA "LOW PRESSURE DUCTWORK CONSTRUCTION MANUAL". PROVIDE WITH QUADRANT TYPE SCREW LOCKING HANDLE AND EXTENSION ARM TO CLEAR INSULATION. A.DUCTS WITH EXTERNAL INSULATION: DAMPER OPERATORS SHALL BE LOCKING QUADRANTS WITH ELEVATED DIAL REGULATOR SPRING END BEARING OR APPROVED EQUAL. B.DUCTS WITH INTERNAL INSULATION: DAMPER OPERATORS SHALL BE LOCKING QUADRANTS WITH SPRING END BEARING OR APPROVED EQUAL. 17. AIR EXTRACTOR SHALL BE TITUS AC-35 WITH NO. 3 OPERATOR, KRUEGER EX-8A OR APPROVED EQUAL. 18. TURNING VANES SHALL BE AIR FOILED FOR ALL SUPPLY AIR ELBOWS SHARPER THAN 45 DEGREES. SQUARE AND RECTANGULAR ELBOWS SHALL HAVE TURNING VANES. MITER ELBOWS (NOT SQUARE) SHALL HAVE SPLITTER VANES 3 INCHES ON CENTERS. 19.THE DRAWING INDICATES IN DIAGRAMMATIC FORM ARRANGEMENTS DESIRED FOR PRINCIPAL APPARATUS, PIPING CONDUIT, ETC., AND SHALL BE FOLLOWED AS CLOSELY AS POSSIBLE. SCALED AND FIGURED DIMENSIONS ARE APPROXIMATE AND ARE GIVEN FOR ESTIMATE PURPOSES ONLY. OFFSET AND TRANSITION TO AVOID OBSTRUCTIONS IN PATH OF DUCTWORK AND PIPING SHALL BE PROVIDED BY THE CONTRACTOR AS REQUIRED. BEFORE PROCEEDING WITH ANY WORK, CHECK AND VERIFY EXISTING CONDITIONS, DIMENSIONS, SIZES AND ASSUME FULL RESPONSIBILITY FOR FITTING-IN OF EQUIPMENT AND MATERIALS, (INCLUDING PROVISION FOR OFFSETS, BENDS, ELBOWS, TRANSITIONS, ETC.). 20.DUCTWORK, EQUIPMENT, AND PIPING SHALL BE INSTALLED TO RUN PARALLEL OR PERPENDICULAR TO THE BUILDING STRUCTURE AND SHALL BE ARRANGED TO FORM NEAT SYMMETRICAL PATTERNS TO ASSURE THE BEST POSSIBLE APPEARANCE. HANGERS ON PARALLEL ADJACENT PIPING SHALL BE IN LINE WITH EACH OTHER AND PARALLEL TO THE LINES OF THE BUILDING STRUCTURE. ALL PIPING SHALL BE SUPPORTED FROM THE BUILDING STRUCTURE ONLY, NO PIPING SHALL BE SUPPORTED FROM OTHER PIPING OR AIR CONDITIONING DUCTWORK. 21.HOLD DUCTWORK TIGHT TO UNDERSIDE OF STRUCTURE ABOVE TO MAXIMIZE FREE SPACE IN CEILING PLENUM. COORDINATE LOCATION OF DUCTWORK AND PIPING TO AVOID CREATING INTERFERENCES WITH OTHER TRADES SUCH AS PLUMBING, ELECTRICAL, LIGHTING, ETC. 22.PROVIDE HANGERS TO SUPPORT DUCTWORK AND EQUIPMENT. DUCT AND PIPE HANGER CONSTRUCTION, MATERIALS, ATTACHMENT TO THE STRUCTURE, AND OVERALL INSTALLATION SHALL BE IN ACCORDANCE WITH THE CALIFORNIA MECHANICAL CODE, CALIFORNIA PLUMBING CODE, 2022 EDITION AND SMACNA "GUIDELINES FOR THE RESTRAINT OF MECHANICAL SYSTEMS AND PLUMBING PIPING SYSTEMS" 23.PIPING AND COMPONENTS SHALL BE SPACED SO THAT A THREADED PIPE FITTING MAY BE REMOVED BETWEEN ADJACENT PIPES. NOT LESS THAN 1/2-INCH OF CLEAR SPACE SHALL EXIST BETWEEN THE FINISHED SURFACE AND OTHER WORK, AND BETWEEN FINISHED SURFACE OF PARALLEL ADJACENT PIPING. 24.PROVISION AND INSTALLATION OF CONDUIT AND WIRING FOR MECHANICAL CONTROLS AND ITS FINAL CONNECTION TO RELATED CONTROLS SHALL BE THE SOLE RESPONSIBILITY OF THE MECHANICAL CONTRACTOR IN ORDER TO HAVE A COMPLETE AND FUNCTIONAL CONTROL SYSTEM. IT IS ACCEPTABLE FOR MECHANICAL CONTRACTOR TO SUB OUT THIS WORK AS LONG AS THE MECHANICAL CONTRACTOR WILL BE RESPONSIBLE FOR ALL RELATED WORK. 25.SHEET METAL PLENUMS TO BE FIELD FABRICATED. SUBMIT SHOP DRAWINGS OF CONSTRUCTION TO ENGINEER FOR REVIEW. 26.FIRE RATED SEALS SHALL BE PROVIDED AT ALL PENETRATIONS THROUGH FIRE RATED AREAS. 27.BALANCE AND ADJUST ALL FANS, DIFFUSERS, REGISTERS AND GRILLES FOR OPTIMUM AIR DISTRIBUTION AND MINIMUM NOISE. SUBMIT A QUALIFIED AIR BALANCE REPORT BY INDEPENDENT AABC REGISTERED AIR BALANCE CONTRACTOR TO THE ENGINEER FOR REVIEW. 28.AT THE COMPLETION OF THE WORK, ALL PARTS OF THE INSTALLATION SHALL BE THOROUGHLY CLEANED. ALL FIXTURES, VALVES, PIPES, AND FITTINGS SHALL BE CLEANED OF GREASE, METAL CUTTINGS, SLUDGE, AND OTHER DEBRIS THAT MAY HAVE ACCUMULATED DURING INSTALLATION. 29.THE OWNER SHALL BE RESPONSIBLE FOR LEGAL REMOVAL AND OR ABATEMENT OF ASBESTOS INSULATION. CONTACT THE OWNER'S REPRESENTATIVE FOR INSTRUCTIONS, IF ENCOUNTERED IN THE WORK AREA. Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 MECHANICAL SHEET INDEX Sheet Number Sheet Title REMARKS M-200 MECHANICAL NOTES & SHEET INDEX PC CORR#1 M-201 GENERAL NOTES SYMBOLS & SCHEDULE PC CORR#1 M-202 SCHEDULE PC CORR#1 T-001 TITLE 24 - SHEET 1 PC CORR#1 T-002 TITLE 24 - SHEET 2 PC CORR#1 T-003 TITLE 24 - SHEET 3 PC CORR#1 M-203 MECHANICAL FLOOR PLAN PC CORR#1 M-204 MECHANICAL ROOF PLAN PC CORR#1 M-205 HOOD 1 & 2 ELEVATION PC CORR#1 M-206 HOOD 3 ELEVATION PC CORR#1 M-207 MECHANICAL DETAILS - SHEET 1 PC CORR#1 M-208 MECHANICAL DETAILS - SHEET 2 PC CORR#1 M-209 HOOD DETAILS - SHEET 1 PC CORR#1 M-210 HOOD DETAILS - SHEET 2 PC CORR#1 M-211 HOOD DETAILS - SHEET 3 PC CORR#1 M-212 HOOD DETAILS - SHEET 4 PC CORR#1 M-213 HOOD DETAILS - SHEET 5 PC CORR#1 M-214 HOOD DETAILS - SHEET 6 PC CORR#1 M-215 HOOD DETAILS - SHEET 7 PC CORR#1 M-216 HOOD DETAILS - SHEET 8 PC CORR#1 M-217 HOOD DETAILS - SHEET 9 PC CORR#1 M-218 HOOD DETAILS - SHEET 10 PC CORR#1 M-219 HOOD DETAILS - SHEET 11 PC CORR#1 M-220 HOOD DETAILS - SHEET 12 PC CORR#1 M-221 HOOD DETAILS - SHEET 13 PC CORR#1 MECHANICAL NOTES & SHEET INDEX M-200 SCOPE OF WORK 1.PROVIDE NEW PACKAGED GAS/ELECTRIC ROOFTOP UNITS, ASSOCIATED DUCTWORK AND DIFFUSERS. 2.PROVIDE CEILING MOUNTED EXHAUST FANS TO ALL RESTROOMS. 3.PROVIDE NEW TYPE I HOODS, UTILITY EXHAUST FANS, AND MAKE-UP AIR UNIT FOR KITCHEN VENTILATION. 1 1 1 1 1430 E Edinger Ave 3/27/2025 PACKAGED GAS/ELECTRIC ROOFTOP UNIT SCHEDULE MARK MFR. AND MODEL NUMBER NOM. CAP. (TONS) LOC. E.S.P. (IN. WG.) EFFICIENCY AIRFLOW (CFM) MIN. O.A. (CFM) TOTAL CLG CAP. (MBH) TOTAL HTG. CAP.ELECTRICAL DATA POWER EXHAUST DRAIN SIZE (IN.) NET. WT. (LBS.)REMARKS EER SEER AFUE INPUT (MBH) OUTPUT (MBH)V./ PH./ HZ.MCA MOCP HP FLA LRA TRANE YHC060F3 OR APPROVED EQUAL 5.00 ROOF 0.8 12.9 15.0 80%2000.0 780.0 61.0 80.0 64.0 208-230/3/60 30 45 0.33 2.2 3.9 1-3/4" NPT 755 1 - 8 TRANE YHC036E3 OR APPROVED EQUAL 3.00 ROOF 0.8 12.7 15.0 80%1200.0 200.0 37.6 60.0 48.0 208-230/3/60 21 30 0.33 2.2 3.9 1-3/4" NPT 540 1 - 6, 8 REMARKS: 1. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 2. PROVIDE WITH NEW T24 APPROVED PROGRAMMABLE THERMOSTAT. 3. PROVIDE WITH 2" THICK HIGH EFFICIENCY MERV-13 PLEATED PANEL FILTERS. 4. CONTRACTOR TO VERIFY IN FIELD THE SERVICEABILITY OF THE EXISTING ROOF CURB. REPLACE AS NECESSARY. 5. PROVIDE WITH PREMIUM EFFICIENCY MOTORS AND DISCONNECT SWITCH BY ELECTRICAL CONTRACTOR. 6. PROVIDE WITH POWER EXHAUST AND FACTORY INSTALLED FIXED DRY BULB TEMPERATURE ECONOMIZER WITH BAROMETRIC RELIEF. 7. PROVIDE WITH SMOKE DETECTORS AT THE SUPPLY SIDE TO CONNECT TO THE BUILDING FORE PROTECTION SYSTEM (IF APPLICABLE), AND SHUTDOWN AC WHEN ACTIVATED. IN CASE THERE IS NO EXISTING FIRE PROTECTION SYSTEM, NO NEED TO PROVIDE CONNECTION WITH SMOKE DETECTOR. 8. REPLACE EXISTING PACKAGED GAS/ELECTRIC ROOFTOP UNIT. 800-R 10"Ø NK A AIR DEVICE DATA TAG DIFFUSER MARK AIR QUANTITY (CFM) S=SUPPLY R=RETURN E=EXHAUST NECK SIZE EQUIPMENT TAG EQUIPMENT TAG NUMBER NOTE TO ALL BIDDERS: THE PROJECT IS NOT READY TO ISSUE (RTI). SOME ITEMS ARE SUBJECT TO CHANGE TO PLANCHECK COMMENTS AND CONTINUING COORDINATION. GENERAL NOTES FCU 4 EXISTING DUCTWORK OR EQUIPMENT TO BE REMOVED ABBREV.SYMBOL DESCRIPTION (D) (E)EXISTING DUCTWORK OR EQUIPMENT TO BE REMAIN 48x36 (N)NEW DUCTWORK OR EQUIPMENT. DUCT SIZE NOTATION W/SIZE OF NEAREST SIDE INDICATED FIRST CD SG RG EG CEILING SUPPLY DIFFUSER SUPPLY GRILLE RETURN AIR GRILLE OR REGISTER EXHAUST GRILLE MVD BDD FSD MANUAL VOLUME DAMPER BACKDRAFT DAMPER FIRE SMOKE DAMPER T TSTAT THERMOSTAT POS POINT ON CONNECTION SD SD SMOKE DETECTOR ARCH ABV AFF BEL BOT CD CFM FT OBD N.T.S NK TYP UC ARCHITECT ABOVE ABOVE FINISHED FLOOR BELOW BOTTOM CONDENSATE DRAIN CUBIC FEET PER MINUTE FOOT / FEET OPPOSED BLADE DAMPER NOT TO SCALE NECK TYPICAL DOOR UNDERCUT SCHEDULES 1.ALL ENVIRONMENTAL EXHAUST DUCTS SHALL BE OF SHEET METAL, TERMINATED 3 FT. AWAY FROM OPENINGS INTO THE BUILDING AND 3 FT. FROM PROPERTY LINE. 2.ALL CONDENSATE LINE SHALL BE ROUTED, SLOPED AND CONNECTED TO THE NEAREST LAVATORY TAILPIECE OR APPROVED PLUMBING RECEPTOR. 3.CONTRACTOR SHALL IINSTALL REQUIRED HVAC COMPONENTS TO FIT ACTUAL JOB CONDITIONS WITHOUT IMPAIRING THE DESIGN CONCEPT. 4.CONTRACTOR SHALL INCLUDE ANY DUCT TURNS OR ANY ADDITIONAL APPURTENANCES NECESSARY FOR THE PROPER FUNCTION OF THE SYSTEM EVEN THOUGH THEY ARE NOT SHOWN ON THE DRAWINGS. 5.ALL REFRIGERANT PIPING SHALL BE SIZED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 6.ALL AIR FILTERS SHALL BE MINIMUM MERV-13 FILTERS. FILTER SIZES SHALL MATCH THE SIZES OF THE RETURN AIR GRILLES. 7.CONTRACTOR SHALL MAKE ALL NECESSARY OFFSETS AND TRANSITION IN ORDER TO ACCOMMODATE DUCTWORK AND PIPING THAT CROSS WITH ONE ANOTHER INSIDE THE SOFFIT AREA. 8.CONTRACTOR SHALL PROVIDE NECESSARY SUPPORT MEMBRANE AND ASSOCIATED COMPONENTS IN ORDER TO MINIMIZE THE SPACE BETWEEN THE TOP OF FAN COIL UNIT AND THE STRUCTURE ABOVE. 9.ALL DUCTWORK SHALL BE ROUTED AS TIGHT AS POSSIBLE TO THE STRUCTURE ABOVE. 10.ALL EQUIPMENT SUBJECT TO NOISE-PRODUCING VIBRATIONS SHALL BE MOUNTED ON VIBRATION ISOLATORS WITH FLEXIBLE CONNECTIONS TO RELATING EQUIPMENT. ALL EQUIPMENT SHALL BE LABELED IN ACCORDANCE WITH THE PLANS. 11.PROVIDE LABELS AT ALL THERMOSTATS INDICATING THE UNIT DESIGNATION (COORDINATE WITH LABELING AT UNITS). CHECK THERMOSTATS LABEL AND REPLACE IF NOT LEGIBLE. 12.CONTRACTOR SHALL ADJUST SUPPLY AIR GRILLES, REGISTERS AND DIFFUSERS TO ACHIEVE PROPER AIR QUANTITIES AND THROW DISTRIBUTION OF AIR IN SPACE. CONTROL DAMPERS SHALL BE WITH LOCKING QUADRANTS ON OUTSIDE AIR DUCTING. 13.DUCTWORK WITH EXTERNAL INSULATION SHALL HAVE LOCKING QUADRANTS WITH ELEVATED DIAL REGULATOR SPRING END BEARING OR EQUAL. 14.CONTRACTOR SHALL INSTALL REQUIRED HVAC COMPONENTS TO FIT ACTUAL JOBSITE CONDITIONS WITHOUT IMPAIRING THE CONCEPT OF THE DESIGN. 15.CONTRACTOR SHALL VERIFY IN THE FIELD THE LOCATION OF NEW UNITS AND EQUIPMENT FOR ACCESSIBILITY PER MANUFATURER'S RECOMMENDATIONS AND APPLICABLE CODES PRIOR TO PURCHASING AND INSTALLATION. 16.CONTRACTOR SHALL PROVIDE TRAVERSE READING AT ALL FAN SYSTEM SUPPLY, RETURN AND EXHAUST DUCTS. VERIFY AIR AMOUNT AND CHECK FOR DUCT LEAKS. LEAKS IN DUCTWORK SHALL NOT EXCEED SMACNA STANDARDS. CONTRACTOR TO PROVIDE ALL NECESSARY CORRECTIVE ACTION. CONTRACTOR SHALL CHANGE FAN RPM TO MEET FIELD PRESSURE CONDITIONS INCLUDING CHANGING OF SHEAVES AS REQUIRED. 17.CONTRACTOR SHALL SET AIR EQUIPMENT, DAMPERS, STATIC FITTINGS, FAN RPM FOR DELIVERING AIR QUANTITIES AT ACTUAL FIELD CONDITIONS ACCORDING TO DESIGN. 18.LISTED SMOKE DAMPERS AND FIRE DAMPERS ARE REQUIRED TO BE INSTALLED AT ALL DUCT PENETRATIONS THROUGH AREA SEPARATION, OCCUPANCY SEPARATION WALLS, FIRE RATED CEILING, AND FIRE RATED SHAFTS PER CMC 2019. DAMPERS SHALL BE LIKED TO FIRE ALARM SYSTEM WITH DEDICATED ELECTRICAL POWER. 19.PROVIDE ACOUSTICAL LINING ON EVERY MAIN DUCT 10' AWAY FROM THE AC UNIT. 20.DUCT SYSTEM SHALL BE SEALED TO A LEAKAGE RATE NOT TO EXCEED 6% OF THE NOMINAL AIR HANDLER AIRFLOW RATE AS CONFIRMED THROUGH FIELD VERIFICATION AND DIAGNOSTIC TESTING. 21.OUTDOOR AIR RATES SHALL BE BALANCED WITHIN 10% OF THE DESIGN OUTSIDE AIR RATE. 22.CONTRACTOR SHALL PROVIDE AIR BALANCING DAMPERS AT BRANCH TAKE-OFFS WETHER STATED IN THE PLANS OR NOT. 23.ALL MECHANICAL VENTILATION AND SPACE CONDITIONING SYSTEMS SHALL BE INSTALLED WITH DUCTWORK, DAMPERS, AND CONTROLS TO ALLOW OUTSIDE AIR RATES TO BE OPERATED AT THE LARGER OF (1) THE MINIMUM LEVELS SPECIFIED IN SECTION 120.1(b) OR (2) THE RATE REQUIRED FOR MAKE UP OF EXHAUST SYSTEMS THAT ARE REQUIRED FOR AN EXEMPT OR COVERED PROCESS FOR CONTROL OF ODORS, OR FOR THE REMOVAL OF CONTAMINANTS WITH IN THE SPACE. ALL VARIABLE AIR VOLUME SPACE-CONDITIONING SYSTEMS SHALL INCLUDE CONTROLS THAT MAINTAIN MEASURED OUTSIDE AIR VENTILATION RATES WITHIN 10 PERCENT OF THE REQUIRED OUTSIDE AIR VENTILATION RATE AT BOTH FULL AND REDUCED SUPPLY AIRFLOW CONDITIONS. SEC.120.1(e) RTU 1 RTU 2 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 KITCHEN EXHAUST FAN SCHEDULE MARK MFR & MODEL NUMBER LOCATION SERVICE CFM E.S.P. (IN. WG.) DISCH. FPM FAN RPM SONES ELECTRICAL DATA NET. WT. (LBS.) QTY.REMARKS V./ PH./ HZ.HP BHP FLA CAPTIVEAIRE USBI24DD-RM OR APPROVED EQUAL ROOF H-1, H-2 5,600 2.5 2122 1254 32.11 208/3/60 7.5 4.61 21.1 859 1 1 - 7 CAPTIVEAIRE USBI13DD-RM OR APPROVED EQUAL ROOF H-3 1,000 1.25 875 1425 11.0 208/1/60 1 0.3 6.9 215 1 1 - 7 REMARKS: 1. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 2. PROVIDE WITH PREMIUM EFFICIENCY MOTORS AND DISCONNECT SWITCH BY ELECTRICAL CONTRACTOR. 3. PROVIDE WITH HOOD ON/OFF TOGGLE SWITCH. INTERLOCK WITH THE CONTROL PANEL. 4. FAN TO RUN CONTINUOUSLY DURING OPERATING HOURS. 5. KITCHEN EXHAUST FAN AND ACCESSORIES SHALL BE FURNISHED THRU CAPTIVEAIRE AND SHALL BE INSTALLED BY MECHANICAL CONTRACTOR. 6. PROVIDE WITH PREMIUM EFFICIENCY MOTORS AND DISCONNECT SWITCH BY ELECTRICAL CONTRACTOR. 7. REFER TO MECHANICAL HOOD DETAILS SHEET M-212 TO M-224. MAKE-UP AIR UNIT SCHEDULE MARK MFR & MODEL NUMBER LOC.SERVICE FAN EVAP. COOLER ELECTRICAL DATA SONES NET. WT. (LBS.) QTY.REMARKS CFM E.S.P. (IN. WG.) HP BHP RPM EAT DB (̊F) EAT WB (̊F) LAT DB (̊F) LAT WB (̊F) V./ PH./ HZ.FLA MCA MOCP CAPTIVEAIRE A2-20D OR APPROVED EQUAL ROOF KITCHEN EXHAUST 5940 0.50 10 5.72 1444 90.0 69.0 74.0 69.0 208/3/60 14.5 33.8 60 24.1 970 1 1 - 9 REMARKS: 1. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 2. INTERLOCK TO OPERATE WHEN KEF-1 AND KEF-2 IS ACTIVATED. 3. PROVIDE CIRCULATING PUMP, 3/4" MAKE UP WATER CONNECTION, 2/4" RAIN LINE. 4. PROVIDE EVAPORATOR COOLING WITH COOLING SENSOR AND HI-PRO POLYESER COATING FOR OUTSIDE EQUIPMENT INSTALLATION. 5. PROVIDE WITH NEOPRENE BLOWER VIBRATION ISOLATION, ROOF CURB AND RAIL. 6. PROVIDE WITH PREMIUM EFFICIENCY MOTORS AND DISCONNECT SWITCH BY ELECTRICAL CONTRACTOR. 7. PROVIDE WITH TOGGLE ON/OFF SWITCH. INTERLOCK TO CONTROL PANEL. 8. PROVIDE WITH SMOKE DETECTORS AT THE SUPPLY SIDE TO CONNECT TO THE BUILDING FORE PROTECTION SYSTEM (IF APPLICABLE), AND SHUTDOWN AC WHEN ACTIVATED. 9. REFER TO MECHANICAL HOOD DETAILS SHEET M-212 TO M-224. KEF 1 KEF 2 MAU 1 KITCHEN EXHAUST HOOD SCHEDULE MARK MFR & MODEL NUMBER SERVICE EXHAUST CFM VELOCITY (FPM) EXHAUST DUCT SIZE EXHAUST S.P. (IN. WG.) DIMENSIONS REMARKS LENGTH WIDTH HEIGHT CAPTIVEAIRE 5424-ND-2 OR APPROVED EQUAL AS SHOWN 3,575 2,023 18" DIA.-1.328 13'-0"54"24"1 - 2 CAPTIVEAIRE 5424-ND-2 OR APPROVED EQUAL AS SHOWN 2,025 1,146 18" DIA.-0.504 9'-0"54"24"1 - 2 CAPTIVEAIRE 5424-ND-2 OR APPROVED EQUAL AS SHOWN 1,000 1,273 12" DIA.-0.498 4'-6"54"24"1 - 2 REMARKS: 1. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 2. REFER TO MECHANICAL HOOD DETAILS SHEET M-212 TO M-224. H 1 H 2 H 3 AIR BALANCE SCHEDULE MARK OUTSIDE AIR (CFM)EXHAUST AIR (CFM)DIFFERENCE (CFM) RTU-1 780 +780 RTU-2 200 +200 EF-1 50 -50 EF-2 100 -100 EF-3 50 -50 EF-4 50 -50 KEF-1 5600 -5600 KEF-2 1000 -1000 MAU-1 5940 +5310 TOTAL 6920 6850 +70 GENERAL NOTES SYMBOLS & SCHEDULE M-201 LEGEND AND ABBREVIATIONS IDENTIFICATION SYMBOLS 1 1 1 1430 E Edinger Ave 3/27/2025 EXHAUST FAN SCHEDULE MARK MFR & MODEL NUMBER LOCATION SERVICE CFM E.S.P. (IN. WG.) DRIVE TYPE FAN RPM SONES ELECTRICAL DATA NET. WT. (LBS.) QTY.REMARKS V./ PH./ HZ.POWER MCA MOCP GREENHECK SP-A50-90-VG OR APPROVED EQUAL CEILING RESTROOM 50 0.25 DIRECT 808 0.7 115/1/60 6 W 0.4 15 15 1 1 - 3 GREENHECK SP-A90-130-VG OR APPROVED EQUAL CEILING RESTROOM 100 0.25 DIRECT 960 1.4 115/1/60 24 W 0.4 15 15 1 1 - 3 GREENHECK SP-A50-90-VG OR APPROVED EQUAL CEILING MOP SINK 50 0.25 DIRECT 808 0.7 115/1/60 6 W 0.4 15 15 1 1 - 3 GREENHECK SP-A50-90-VG OR APPROVED EQUAL CEILING ELECTRICAL RM 50 0.25 DIRECT 808 0.7 115/1/60 6 W 0.4 15 15 1 1 - 3 REMARKS: 1. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 2. PROVIDE WITH CEILING GRILLE, VIBRATION ISOLATOR KIT, FAN TERMINATION CAP WITH BIRD SCREEN, AND BACK-DRAFT DAMPER. 3. PROVIDE MANUAL ON/OFF SWITCH. 4. FAN TO RUN CONTINUOUSLY DURING OPERATING HOURS. Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 EF 1 EF 2 EF 3 SCHEDULES EF 4 GRILLES, REGISTERS AND DIFFUSERS SCHEDULE MARK TYPE MANUFACTURER MODEL FRAME SIZE FINISH OPTIONS REMARKS SUPPLY DIFFUSER TITUS TDC 24"x24"STEEL LOUVERED FACE DIFFUSER BORDER TYPE 1 1, 2 SUPPLY PLENUM DIFFUSER CAPTIVEAIRE DI-PSP 24"x24"STAINLESS STEEL PERFORATED VERTICAL CONFIGURATION 1, 2 RETURN DIFFUSER TITUS PMR 24"x24"PERFORATED CEILING RETURN BORDER TYPE 1C 1, 2 REMARKS: 1. COLOR AND FINISH SHALL BE SELECTED BY THE ARCHITECT. 2. REFER TO FLOOR PLANS FOR THE DIFFUSER SIZE, NECK SIZE AND AIRFLOW. A B C SCHEDULE M-202 1430 E Edinger Ave 3/27/2025 FD FD FD H 3 H 1 H 2 EF 3 EF 1 EF 2 12"Ø NK B450-S 14"Ø NK B720-S TYP-6 6"Ø 6" Ø 6" Ø 6" Ø EF 4 26"x12" SA 22 " x 1 2 " R A 10"Ø NK 320-SA 10"Ø NK 320-SA 10"Ø NK 300-SA 10"Ø NK 320-SA 10"Ø NK 320-SA 10"Ø NK 320-SA 10"Ø NK 400-SA 10"Ø 12 " x 1 2 " 16 " x 1 2 " 20 " x 1 2 " 22 " x 1 2 " 10"Ø 16"Ø RA 12"Ø NK B450-S 6"Ø NK 200-SA 8"Ø NK 150-SA 8"Ø NK A200-S 16"Ø NK C1000-R TT 8"Ø NK A200-S 14"Ø SD 31 4 4 4 5 6 7 8 9 9 11 10 12 12 12 12 13 13 13 13 14"Ø NK 610-RC 32 SD22"Ø 18"Ø 8"Ø NK 150-SA 8 10 " Ø 16 " Ø 8"Ø 10"Ø 8"Ø 8"Ø 8"Ø 14 " Ø 12"Ø 12"Ø 14 " Ø RTU-1 SUPPLY AND RETURN DUCT RISER/DROP FROM ROOF. PROVIDE ALL TRANSITIONS. LOCATE RISER/DROP BETWEEN AVAILABLE JOIST SPACES. RTU-2 SUPPLY AND RETURN DUCT RISER/DROP FROM ROOF. PROVIDE ALL TRANSITIONS. LOCATE RISER/DROP BETWEEN AVAILABLE JOIST SPACES. PROVIDE 1" ACOUSTIC LINER FOR AT LEAST 15 FEET OF DUCT FROM THE ROOFTOP UNIT. TYPICAL FOR BOTH SUPPLY AND RETURN. NEW TYPE I HOOD. REFER TO SHEET M0.01 AND M4.03 TO M4.15 FOR EQUIPMENT DETAILS AND SPECIFICATIONS. HOOD SHALL BE SECURED IN PLACE TO RESIST THE LATERAL LOADS. 22"Ø TYPE I KITCHEN HOOD EXHAUST DUCT RISER T/A, CONNECTED TO KEF-1 LOCATED AT THE ROOF DECK. PROVIDE WITH DOUBLE WALL DUCT TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATION. 12"Ø TYPE I KITCHEN HOOD EXHAUST DUCT RISER T/A, CONNECTED TO KEF-2 LOCATED AT THE ROOF DECK. PROVIDE WITH DOUBLE WALL DUCT TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATION. 24"x24" MAKE-UP AIR DUCT RISER F/A. PROVIDE DUCT TRANSITION AND FLEXIBLE CONNECTION CONNECTING TO MAU-1. PROVIDE AIR BALANCING DAMPER IN THE MAKE-UP AIR DUCT THAT IS ACCESSIBLE FOR AIR BALANCE CONTRACTOR. PROVIDE 1/2" DOOR UNDERCUT OR 12"x6" DOOR GRILLES. COORDINATE WITH ARCHITECT. AIR CURTAIN BY OTHERS. COORDINATE WITH ARCHITECT. RTU-1 THERMOSTAT. RTU-2 THERMOSTAT. NEW CEILING MOUNTED EXHAUST FAN. REFER TO SHEET M0.02 FOR UNIT SPECIFICATIONS. 6"Ø EXHAUST DUCT UP TO ROOF. WATER HEATER. REFER TO PLUMBING PLANS FOR MORE DETAILS. 1 2 3 4 5 6 7 A.ALL WORK SHALL BE IN ACCORDANCE WITH CITY CODES, STATE OF CALIFORNIA ENERGY CONSERVATION STANDARDS AND ALL OTHER APPLICABLE CODES. B.PROVIDE SEISMIC RESTRAINTS FOR ALL MECHANICAL EQUIPMENT AS PER SMACNA GUIDELINES (LATEST EDITION). C.ALL DUCTWORK AND PIPING SHALL BE SUPPORTED AND BRACED PER THE SMACNA GUIDELINES FOR SEISMIC RESTRAINTS. D.BALANCE ALL DIFFUSERS AND REGISTERS TO QUANTITIES SHOWN ON DRAWINGS, AND SUBMIT A WRITTEN AIR BALANCE REPORT TO THE OWNER. E.CONTRACTOR SHALL INSTALL REQUIRED HVAC COMPONENTS TO FIT ACTUAL JOB CONDITIONS WITHOUT IMPAIRING THE CONCEPT OF THE DESIGN. F.CONTRACTOR SHALL INCLUDE ANY DUCT TURNS OR ANY ADDITIONAL APPURTENANCES NECESSARY FOR THE PROPER FUNCTION OF THE SYSTEM EVEN THOUGH ARE NOT SHOWN ON THE DRAWINGS. G.ALL SUPPLY & RETURN DUCT BRANCHES SHALL BE EQUIPPED WITH MANUAL DAMPER WETHER INDICATED OR NOT. H.DUCTWORK SHOWN ON DRAWINGS ARE DIAGRAMMATIC. CONTRACTOR TO ADJUST DIMENSIONS BASED ON ACTUAL FIELD CONDITIONS. I.PROVIDE 1/2" DOOR UNDERCUT FOR ALL DOORS FOR ROOMS WITH NO RELIEF AIR PATH. J.MECHANICAL HOOD SHALL COMPLY WITH 2022 CMC TABLE 508.10.1.3. K.GREASE DUCT CONSTRUCTION AND FITTINGS SHALL BE IN COMPLIANCE WITH THE 2022 CMC CHAPTER 5 SECTION 510. L.CONTRACTOR SHALL PROVIDE AN ACCESS PANEL FOR DUCT CLEAN-OUT AND SHALL BE ACCESSIBLE FOR SERVICE. M.FIELD-INSTALLED GREASE DUCT CLEANOUTS SHALL BE PROVIDED AT EACH TURN AND AT TWELVE (12) FEET INTERVALS PER SECTION 510.3.3.1 OF 2022 CMC. N.HORIZONTAL GREASE DUCT SHALL HAVE A MINIMUM OF 1/4" SLOPE PER FOOT AND SHALL HAVE DUCT CLEAN-OUT (CO) IN EVERY TWELVE (12) FEET AND EVERY DUCT TRANSITION. O.PRIOR TO THE USE OF OR CONCEALMENT OF A GREASE DUCT SYSTEM, A LEAKAGE TEST SHALL BE PERFORMED TO DETERMINE THAT WELDED JOINTS AND SEAMS ARE LIQUID TIGHT. [2022 CMC 510.5.6] P.WIRE SMOKE DETECTOR TO BUILDING FIRE ALARM CONTROL PANEL, IF EXISTING OR ELSE FURNISH AND INSTALL A COMPATIBLE REMOTE AUDIBLE/VISUAL ALARM DEVICE. THE DUCT SMOKE DETECTORS SHALL BE SUPERVISED BY SUCH SYSTEMS IN AN APPROVED MANNER, AND INSTALLED IN ACCORDANCE WITH NFPA 72 AND THE CALIFORNIA BUILDING AND FIRE CODE. 8 9 10 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 1 SCALE: 1/4" = 1'-0" MECHANICAL FLOOR PLAN NORTH GENERAL NOTES: KEY NOTES: 11 12 13 14 MECHANICAL FLOOR PLAN M-203 1430 E Edinger Ave 3/27/2025 3' - 6 " 0'-0" 7'-0" 13'-5" 7'-0" 28 ' - 5 1 / 2 " 8' - 1 1 1 / 2 " 0' - 6 " 11 ' - 9 " 0' - 8 " 50 ' - 4 " RTU 1 OSA 6 3 9 5 5 5 5 AI R F L O W . MAU 1 1 RTU 2 6 OSA 4 KEF 1 7 8 210 ' - 0 " 9'-61 4" KEF 2 87 10 ' - 2 14" 10 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 1 SCALE: 1/4" = 1'-0" MECHANICAL ROOF PLAN NORTH NEW MAKE-UP AIR UNIT. REFER TO SHEET M0.2 FOR UNIT SPECIFICATIONS. PROVIDE WITH PRE-FABRICATED MINIMUM 14" HIGH ROOF CURB. PROVIDE WITH 8" CLEARANCE TO ROOF SURFACE. PROVIDED BY CAPTIVEAIRE, INSTALLED BY GC. 22"Ø TYPE I KITCHEN HOOD EXHAUST DUCT RISER F/B. 12"Ø TYPE I KITCHEN HOOD EXHAUST DUCT RISER F/B. 22"x22" MAKE-UP AIR DUCT RISER T/B. 6"Ø EXHAUST AIR DUCT RISER F/B. PROVIDE WITH ROOF CAP AND INSECT SCREEN. NEW PACKAGED ROOFTOP UNIT. REFER TO SHEET M0.2 FOR UNIT SPECIFICATIONS AND CUT SHEET FOR PROPER CLEARANCES. PROVIDE DUCT TRANSITIONS IN THE SUPPLY AND RETURN AIR DUCT CONNECTIONS. DUCT DROPS SHALL BE FULL SIZE OF ROOFTOP UNIT DUCT CONNECTION. FAN DISCHARGE SHALL BE FORTY (40) INCHES ABOVE THE ROOF SURFACE AND SHALL HAVE A MINIMUM OF TEN (10) FOOT CLEARANCE FROM ANY OUTSIDE AIR INTAKE, OTHERWISE PROVIDE EXTENSION OF DISCHARGE, ENSURE 3 FT ABOVE AIR INTAKES. PROVIDE ALL NEW GREASE EXHAUST FANS WITH PRE-FABRICATED SPRING VIBRATION ISOLATOR. PROVIDED BY CAPTIVEAIRE, INSTALLED BY GC. MECHANICAL EQUIPMENT SCREEN, EXPAND AS NEEDED FOR PROPER EQUIPMENT'S CLEARANCES. COORDINATE WITH ARCHITECT. PROPOSED METAL LADDER TO ROOF IN FIELD. SHOWN FOR REFERENCE ONLY. 1 2 3 4 5 6 7 A.PROVIDE 1/2" MESH BIRD SCREEN ON ALL EXHAUST OUTLETS AND MAKE-UP AIR INLETS. B.PROVIDE MINIMUM OF MERV-13 FILTERS ON ALL OUTSIDE AIR INTAKE TERMINALS. C.MAINTAIN CLEARANCES TO ALL ROOFTOP EQUIPMENT PER MANUFACTURER'S RECOMMENDATION AND AS PER CODE, FOLLOWING THE STRICTEST GUIDELINE. D.VERIFY ACTUAL ROOF ACCESS LOCATION IN FIELD WITH ARCHITECT/LANDLORD. E.VERIFY ACTUAL LOCATION OF MECHANICAL EQUIPMENT WITH ARCHITECT/LANDLORD. PROVIDE 42" GUARDRAILS FOR EQUIPMENT THAT IS WITHIN TEN (10) FEET OF ROOF'S EDGE. F.ENVIRONMENTAL AIR DUCT EXHAUST SHALL TERMINATE NOT LESS THAN THREE (3) FEET FROM A PROPERTY LINE, THREE (3) FEET FROM OPENINGS INTO THE BUILDING, AND TEN (10) FEET FROM MECHANICAL INTAKE TERMINALS. TERMINATE WITH ROOF CAP. G.ALL OUTSIDE AIR INTAKE TERMINALS SHALL TERMINATE NOT LESS THAN 10' IN DISTANCE FROM AN APPLIANCE VENT OUTLET, A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM, OR THE DISCHARGE OUTLET OF AN EXHAUST FAN, UNLESS THE OUTLET IS 3' ABOVE THE OUTSIDE-AIR INLET. H.ALL EXHAUST TERMINALS TO TERMINATE WITHIN TEN (10) FEET OF A MECHANICAL AIR INTAKE SHALL BE AT LEAST THREE (3) FEET ABOVE THE INTAKE TERMINAL. I.VERIFY EQUIPMENT LOCATIONS IN FIELD. MAKE ADJUSTMENTS ON NEW EQUIPMENT IF NECESSARY. J.ALL WORK SHALL BE IN ACCORDANCE WITH CITY CODES, STATE OF CALIFORNIA ENERGY CONSERVATION STANDARDS AND ALL OTHER APPLICABLE CODES. K.PROVIDE SEISMIC RESTRAINTS FOR ALL MECHANICAL EQUIPMENT AS PER SMACNA GUIDELINES (LATEST EDITION). L.ALL DUCTWORK AND PIPING SHALL BE SUPPORTED AND BRACED PER THE SMACNA GUIDELINES FOR SEISMIC RESTRAINTS. M.CONTRACTOR SHALL INSTALL REQUIRED HVAC COMPONENTS TO FIT ACTUAL JOB CONDITIONS WITHOUT IMPAIRING THE CONCEPT OF THE DESIGN. N.CONTRACTOR SHALL INCLUDE ANY DUCT TURNS OR ANY ADDITIONAL APPURTENANCES NECESSARY FOR THE PROPER FUNCTION OF THE SYSTEM EVEN THOUGH IT IS NOT SHOWN ON THE DRAWINGS. O.DUCTWORK AND PIPING SHOWN ON DRAWINGS ARE DIAGRAMMATIC. P.CONTRACTOR TO ENSURE MANUFACTURER CLEARANCES ARE MET. Q.PROVIDE 3/4" TYPE M COPPER CONDENSATE DRAIN LINE TO ALL RTU UNITS, REFER TO PLUMBING PLANS FOR ROUTING AND TERMINATION. R.GREASE DUCT CONSTRUCTION AND FITTINGS SHALL BE IN COMPLIANCE WITH THE 2022 CMC CHAPTER 5 SECTION 510. S.GREASE DUCT DISCHARGE MUST BE A MINIMUM OF 10 FEET OF CLEARANCE FROM OUTLET TO ADJACENT BUILDINGS, PROPERTY LINES AND AIR INTAKES. WHERE SPACE LIMITATIONS PREVENT A 10 FOOT HORIZONTAL SEPARATION FROM AIR INTAKES DUCT MAY BE ELEVATED TO 3 FEET ABOVE AIR INTAKES WITHIN 10 FEET. [2022 CMC 510.9.1(3)] T.BUILDINGS OF MORE THAN 15 FEET IN HEIGHT SHALL HAVE AN INSIDE MEANS OF ACCESS TO THE ROOF MOUNTED EQUIPMENT. [2022 CMC SEC. 304.3.1, 304.3.1.1] U.CONTRACTOR SHALL PROVIDE AN ACCESS PANEL FOR DUCT CLEAN-OUT AND SHALL BE ACCESSIBLE FOR SERVICE. 8 9 GENERAL NOTES: KEY NOTES: 10 MECHANICAL ROOF PLAN M-204 1 1 1 1430 E Edinger Ave 3/27/2025 542 133113072933 2'-61 2" Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 M-208, 209 HOOD 1, 2 & 3 ELEVATIONS - HOOD 1 & 2 ELEVATION M-205 A.THE SURFACE OF THE GREASE DUCT SHALL BE CONTINUOUSLY COVERED ON ALL SIDES, FROM THE POINT OF CONNECTION AT THE HOOD, AND EXTEND THE FIELD APPLIED OR FACTORY BUILT ENCLOSURE THROUGH THE CEILING, WALL OR FLOOR TO THE OUTLET TERMINAL. B.FIELD APPLIED OR FACTORY BUILT GREASE DUCT ENCLOSURE SHALL BE INSTALLED PER THE LATEST MANUFACTURER'S INSTALLATION INSTRUCTIONS AND IN COMPLIANCE WITH THE TERMS OF ITS LISTING. C.ALL END CUTS OR CUTS IN THE FOIL JACKET OF FIELD APPLIED GREASE DUCT ENCLOSURE SHALL BE SEALED PER THE MANUFACTURER'S RECOMMENDATIONS. D.ALL INSTALLATIONS SHALL BE COMPLETELY ACCESSIBLE FOR VISUAL INSPECTION. E.AT THE TIME OF INSPECTION, THE FIELD APPLIED OR FACTORY BUILT GREASE DUCT ENCLOSURE INSTALLATION INSTRUCTIONS SHALL BE MADE AVAILABLE AT THE JOB SITE. F.LISTED GREASE HOOD ASSEMBLIES SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF THEIR LISTING AND THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. G.FIRE DEPARTMENT APPROVAL SHALL BE REQUIRED ON FIRE PROTECTION SYSTEM FOR GREASE HOODS AND DUCTS AS REQUIRED BY SECTION 513 OF THE CALIFORNIA MECHANICAL CODE AND AS REQUIRED BY THE FIRE CODE. H.ALL FIRE EXTINGUISHING SYSTEMS SHALL BE INTERCONNECTED TO THE FUEL OR CURRENT SUPPLY SO THAT THE FUEL OR CURRENT IS AUTOMATICALLY SHUT OFF TO ALL EQUIPMENT UNDER THE HOOD WHEN THE SYSTEM IS ACTIVATED. I.OWNER OF ESTABLISHMENT SHALL BE RESPONSIBLE FOR CLEANLINESS,MAINTENANCE, AND INSPECTION OF KITCHEN EXHAUST SYSTEM, FIRE PROTECTION, AND COOKING EQUIPMENT. J.A DRAWING OF THE EXHAUST SYSTEM(S) INSTALLATION ALONG WITH A COPY OF OPERATING INSTRUCTIONS FOR SUBASSEMBLIES AND COMPONENTS USED IN THE EXHAUST SYSTEM(S), INCLUDING ELECTRICAL SCHEMATICS, SHALL BE AVAILABLE ON THE PREMISES. K.ALL SEAMS, JOINTS, AND PENETRATIONS OF THE HOOD ENCLOSURE THAT DIRECT AND CAPTURE GREASE-LADEN VAPORS AND EXHAUST GASES SHALL HAVE A LIQUID TIGHT CONTINUOUS EXTERNAL WELD TO THE LOWER OUTMOST PERIMETER OF THE HOOD. L.PRIOR TO USE OR CONCEALMENT A GREASE DUCT LEAKAGE TEST SHALL BE PERFORMED TO VERIFY THE WELDED SEAMS AND JOINTS ARE LIQUID TIGHT. THE TEST SHALL BE A WATER PRESSURE TEST, A LIGHT TEST, OR AN APPROVED EQUIVALENT TEST. THE PERMIT HOLDER SHALL BE RESPONSIBLE FOR PROVIDING THE EQUIPMENT AND FOR PERFORMING THE TEST. [2022 CMC SEC. 510.5.6] M.A PERFORMANCE TEST SHALL BE CONDUCTED UPON COMPLETION AND BEFORE APPROVAL OF A VENTILATION SYSTEM SERVING COMMERCIAL COOKING APPLIANCES. THE TEST SHALL VERIFY THE EXHAUST AIRFLOW RATE IN ACCORDANCE WITH SECTIONS 508.10.1.2 THRU 508.10.1.5 OF 2022 CMC OR THE AIRFLOW RATE STAMPED ON LISTED HOOD. N.THE PERMIT HOLDER SHALL VERIFY A CAPTURE AND CONTAINMENT PERFORMANCE OF THE HOOD. A FIELD TEST SHALL BE PERFORMED WITH COOKING EQUIPMENT AT NORMAL OPERATING TEMPERATURE AND CAPTURE AND CONTAINMENT SHALL BE VERIFIED THROUGH A VISUAL OBSERVATION OF SMOKE OR STEAM PRODUCED BY SMOKE CANDLES OR PUFFERS. SMOKE BOMBS ARE PROHIBITED FROM USE ON THIS TEST. PLEASE ADD NOTE TO PLAN. [2022 CMC 511.2.2.2] O.HOOD EXHAUST FAN SHALL CONTINUE TO OPERATE AFTER THE EXTINGUISHING SYSTEM HAS BEEN ACTIVATED, UNLESS FAN SHUTDOWN IS REQUIRED BY A LISTED COMPONENT OF THE VENTILATION SYSTEM. P.TYPE I HOODS SHALL BEAR A LABEL INDICATING THE EXHAUST FLOW RATE IN CUBIC FEET PER MINUTE PER LINEAL FOOT. Q.LICENSED AIRFLOW CONTRACTOR SHALL PROVIDE GREASE EXHAUST SYSTEM AIR BALANCE REPORT TO INSPECTOR PRIOR TO FINAL. R.VERIFY ACTUAL LOCATION OF ALL EXISTING EQUIPMENT, DUCTWORK, DIFFUSERS & CLEANOUT. 1 SCALE: 1" = 1'-0" KITCHEN HOOD 1&2 PLAN VIEW LISTED "CAPTIVEAIRE DW -3R" DOUBLE WALL, FACTORY BUILT STAINLESS STEEL GREASE DUCT ASSEMBLY. 0.036" THICK 430 SS INNER WALL AND 0.024" THICK SS OUTER WALL. REFER TO ECONAIR DRAWINGS AT M4.03 & M4.15 FOR MORE DETAILS. PROVIDE SOLID GYPSUM BOARD, MINIMUM 2" THICKNESS, 3" MIN ABOVE HOOD TOP, SIDE AND BACK SURFACES. THESE CORRESPONDING CEILING AND WALL MUST BE EXTENDED TO AT LEAST 18" FROM HOOD WALL. WALLS SHALL BE FULL HEIGHT FROM FLOOR TO 3" MIN ABOVE THE HOOD. VERTICAL DISTANCE OF NOT MORE THAN 48" SHALL BE MAINTAINED BETWEEN THE BOTTOM OF THE HOOD AND THE LOWEST COOKING SURFACE. INSIDE EDGE OF HOOD SHALL OVERHANG OR EXTEND A HORIZONTAL DISTANCE OF NOT LESS THAN 6" BEYOND THE EDGE OF THE COOKING SURFACE ON BOTH SIDES. MINIMUM DUCT SLOPE 2% TOWARDS HOOD OR OTHER APPROVED GREASE ENTRAINMENT DEVICES. PROVIDE 430 STAINLESS STEEL AS BACKSPLASH SEALED TO COVER THE GAP BETWEEN THE HOOD AND THE WALL. GENERAL NOTESREFERENCE NOTES: 1 2 3 4 5 6 36" CHARBROILERFRYER X3 108" GRIDDLE 12" RANGE 2 SCALE: 3/4" = 1'-0" KITCHEN HOOD 1&2 FRONT ELEVATION VIEW KITCHEN HOOD STATIC PRESSURE DROP CALCULATION MAIN EXHAUST DUCT = 22"Ø AIR QUANTITY = 5600 CFM AIR VELOCITY = 2122 FPM HOOD 1 EXHAUST DUCT = 18"Ø AIR QUANTITY = 3575 CFM AIR VELOCITY = 2023 FPM HOOD 2 EXHAUST DUCT = 18"Ø AIR QUANTITY = 2025 CFM AIR VELOCITY = 1146 FPM FRICTION DROP USING HOOD 1 VALUE = 0.306 in WG / 100' LENGTH OF DUCT = 24' + 75' (EQUIV LENGTH FITTINGS) DUCT PRESSURE = 99' X 0.306 in WG / 100' FRICTION DROP = 0.302 in WG E. S. P. = DUCT S.P. + HOOD 1 S.P. = 0.302 in WG + 1.328 in WG = 1.630 in WG + 20%(SAFETY FACTOR) = 1.956in WG < 2.5 in WG TOTAL SYSTEM FRICTION LOSS IS LESS THAN 2.5 in WG OF FAN. 4 6" 4 3 4 1 5 22"Ø 5600 CFM 2122 FPM FLOOR CEILING2 6 HOOD-1 HOOD-2 1 5 18"Ø 3575 CFM 2023 FPM 1 5 18"Ø 2025 CFM 1146 FPM HOOD-2HOOD-1 1 1430 E Edinger Ave 3/27/2025 FD FOOD PREP/DISH WASH WAITING AREA16 1717a 15 ORDER Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 M-208, 209 HOOD 1, 2 & 3 ELEVATIONS - HOOD 3 ELEVATION M-206 A.THE SURFACE OF THE GREASE DUCT SHALL BE CONTINUOUSLY COVERED ON ALL SIDES, FROM THE POINT OF CONNECTION AT THE HOOD, AND EXTEND THE FIELD APPLIED OR FACTORY BUILT ENCLOSURE THROUGH THE CEILING, WALL OR FLOOR TO THE OUTLET TERMINAL. B.FIELD APPLIED OR FACTORY BUILT GREASE DUCT ENCLOSURE SHALL BE INSTALLED PER THE LATEST MANUFACTURER'S INSTALLATION INSTRUCTIONS AND IN COMPLIANCE WITH THE TERMS OF ITS LISTING. C.ALL END CUTS OR CUTS IN THE FOIL JACKET OF FIELD APPLIED GREASE DUCT ENCLOSURE SHALL BE SEALED PER THE MANUFACTURER'S RECOMMENDATIONS. D.ALL INSTALLATIONS SHALL BE COMPLETELY ACCESSIBLE FOR VISUAL INSPECTION. E.AT THE TIME OF INSPECTION, THE FIELD APPLIED OR FACTORY BUILT GREASE DUCT ENCLOSURE INSTALLATION INSTRUCTIONS SHALL BE MADE AVAILABLE AT THE JOB SITE. F.LISTED GREASE HOOD ASSEMBLIES SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF THEIR LISTING AND THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. G.FIRE DEPARTMENT APPROVAL SHALL BE REQUIRED ON FIRE PROTECTION SYSTEM FOR GREASE HOODS AND DUCTS AS REQUIRED BY SECTION 513 OF THE CALIFORNIA MECHANICAL CODE AND AS REQUIRED BY THE FIRE CODE. H.ALL FIRE EXTINGUISHING SYSTEMS SHALL BE INTERCONNECTED TO THE FUEL OR CURRENT SUPPLY SO THAT THE FUEL OR CURRENT IS AUTOMATICALLY SHUT OFF TO ALL EQUIPMENT UNDER THE HOOD WHEN THE SYSTEM IS ACTIVATED. I.OWNER OF ESTABLISHMENT SHALL BE RESPONSIBLE FOR CLEANLINESS,MAINTENANCE, AND INSPECTION OF KITCHEN EXHAUST SYSTEM, FIRE PROTECTION, AND COOKING EQUIPMENT. J.A DRAWING OF THE EXHAUST SYSTEM(S) INSTALLATION ALONG WITH A COPY OF OPERATING INSTRUCTIONS FOR SUBASSEMBLIES AND COMPONENTS USED IN THE EXHAUST SYSTEM(S), INCLUDING ELECTRICAL SCHEMATICS, SHALL BE AVAILABLE ON THE PREMISES. K.ALL SEAMS, JOINTS, AND PENETRATIONS OF THE HOOD ENCLOSURE THAT DIRECT AND CAPTURE GREASE-LADEN VAPORS AND EXHAUST GASES SHALLHAVE A LIQUID TIGHT CONTINUOUS EXTERNAL WELD TO THE LOWER OUTMOST PERIMETER OF THE HOOD. L.PRIOR TO THE USE OR CONCEALMENT OF A PORTION OF A GREASE DUCT SYSTEM, A LEAKAGE TEST SHALL BE PERFORMED TO DETERMINE THAT ALL WELDED JOINTS AND SEAMS ARE LIQUID TIGHT. M.PERFORMANCE, CAPTURE AND CONTAINMENT TESTS SHALL BE PERFORMED UPON INSTALLATION BEFORE FINAL. TEST DATA AND PERFORMANCE TEST RESULTS SHALL BE DISPLAYED AND BE AVAILABLE UPON REQUEST. N.HOOD EXHAUST FAN SHALL CONTINUE TO OPERATE AFTER THE EXTINGUISHING SYSTEM HAS BEEN ACTIVATED, UNLESS FAN SHUTDOWN IS REQUIRED BY A LISTED COMPONENT OF THE VENTILATION SYSTEM. O.TYPE I HOODS SHALL BEAR A LABEL INDICATING THE EXHAUST FLOW RATE IN CUBIC FEET PER MINUTE PER LINEAL FOOT. P.LICENSED AIRFLOW CONTRACTOR SHALL PROVIDE GREASE EXHAUST SYSTEM AIR BALANCE REPORT TO INSPECTOR PRIOR TO FINAL. Q.VERIFY ACTUAL LOCATION OF ALL EXISTING EQUIPMENT, DUCTWORK, DIFFUSERS & CLEANOUT. 1 SCALE: 1" = 1'-0" KITCHEN HOOD 3 PLAN VIEW LISTED "CAPTIVEAIRE DW -2R" DOUBLE WALL, FACTORY BUILT STAINLESS STEEL GREASE DUCT ASSEMBLY. 0.036" THICK 430 SS INNER WALL AND 0.024" THICK SS OUTER WALL. REFER TO ECONAIR DRAWINGS AT M4.03 & M4.15 FOR MORE DETAILS. PROVIDE SOLID GYPSUM BOARD, MINIMUM 2" THICKNESS, 3" MIN ABOVE HOOD TOP, SIDE AND BACK SURFACES. THESE CORRESPONDING CEILING AND WALL MUST BE EXTENDED TO AT LEAST 18" FROM HOOD WALL. WALLS SHALL BE FULL HEIGHT FROM FLOOR TO 3" MIN ABOVE THE HOOD. VERTICAL DISTANCE OF NOT MORE THAN 48" SHALL BE MAINTAINED BETWEEN THE BOTTOM OF THE HOOD AND THE LOWEST COOKING SURFACE. INSIDE EDGE OF HOOD SHALL OVERHANG OR EXTEND A HORIZONTAL DISTANCE OF NOT LESS THAN 6" BEYOND THE EDGE OF THE COOKING SURFACE ON BOTH SIDES. MINIMUM DUCT SLOPE 2% TOWARDS HOOD OR OTHER APPROVED GREASE ENTRAINMENT DEVICES. PROVIDE 430 STAINLESS STEEL AS BACKSPLASH SEALED TO COVER THE GAP BETWEEN THE HOOD AND THE WALL. GENERAL NOTESREFERENCE NOTES: 1 2 3 4 5 6 36" RANGE WITH OVEN 2 SCALE: 1" = 1'-0" KITCHEN HOOD FRONT ELEVATION VIEW KITCHEN HOOD STATIC PRESSURE DROP CALCULATION EXHAUST DUCT = 12"Ø AIR QUANTITY = 1000 CFM AIR VELOCITY = 1273 CFM FRICTION DROP USING HOOD 1 VALUE = 0.207 in WG / 100' LENGTH OF DUCT = 15' + 25' (EQUIV LENGTH FITTINGS) DUCT PRESSURE = 40 X 0.207 in. WG/100' FRICTION DROP = 0.0828 in WG E. S. P. = DUCT S.P. + HOOD 3 S.P. = 0.0828 in WG + 0.498 in WG = 0.5808 in WG + 20%(SAFETY FACTOR) = 0.6960 in WG < 1.25 in WG TOTAL SYSTEM FRICTION LOSS IS LESS THAN 1.25 in WG OF FAN. 4 1 5 12"Ø 1000 CFM 1273 FPM FLOOR CEILING HOOD-3 2 3 17" 6 4 6 1430 E Edinger Ave 3/27/2025 HANGER ROD 3. DO NOT SUPPORT HANGER FROM SLAB DIAPHRAGMS. 2. MOUNT HANGER BOX DIRECTLY AGAINST STRUCTURAL ELEMENT. 1. WHEN MOUNTING EQUIPMENT, ALIGN HANGER ROD TO CLEAR HANGER BOX. 5. PROVIDE A MINIMUM 1/2-INCH GAP BETWEEN THE METAL HANGER BOX AND STRUCTURE. 6. PROVIDE 1/2" CLEARANCE BETWEEN THE METAL HANGER BOX AND THE STRUCTURE. 4. TYPE HN = CALDYNE TYNE CH30. NOTES: METAL HANGER BOX ISOLATION ELEMENT NEOPRENE RUBBER UPPER ATTACHMENT STRUCTURE WASHER W 1" MIN. (TYP.) SQUARE TO ROUND TRANSITION L1 AIR FLOW SUPPLY 45° PLAN D ELEVATION D X D SQUARE DUCT DUCT TAP SIZE L1 = 1.5 BRANCH DUCT DIAMETER DIMENSION BAND OF SAME SIZE AS HANGER STRAP LOAD RATED FASTENERS NOTE: ALL DUCTWORK HANGER AND SUPPORT SHALL BE PER SMACNA HANGER 36" DIA. MAX. HANGER 24" DIA. MAX. SECURE WIRE 10" DIA. MAX. (SCREWS MAY BE OMITTED IF HANGER LOOPS) SCREWS HANGERS MUST NOT DEFORM DUCT SHAPE (ONE HALF-ROUND MAY BE USED IF DUCT SHAPE IS MAINTAINED) BAND BOTTOM REINFORCEMENT IS PLACE UNDER A UNLESS FOOT OF STRAP 1" MIN HANGER STRAPS 60" MAX STRAP HANGERS HANGER ROD, WIRE OR STRAPS 34 " M A X . 48 " M A X . FINISHED FLOOR THERMOSTAT, SWITCH, OUTLET, CONTROL 15 " M I N . 24" MAX.TOP OF THERMOSTAT, SWITCH, OUTLET, CONTROL Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 TRAP FITTING SLIP-JOINT FLOOR FINISHED LAVATORY OR SINK WALL ESCUTCHEON PLATE IN WALL. DRAIN DOWN N.T.S 9CONDENSATE DRAIN CONNECTION TO LAVATORY TAILPIECE DETAIL CEILING GRILLE FAN BODY MOUNTING BRACKETS 2-3FT STRAIGHT RUN BEFORE ELBOW SHORT PIECE OF FLEXIBLE DUCTS TO HELP ALIGNNMENT AND ABSORB SOUND CEILING N.T.S 6CEILING EXHAUST FAN DETAIL N.T.S 4ISOLATION HANGER DETAIL N.T.S 1CONTROLS MOUNTING DETAIL WITH AIR CONDITIONING UNITS FURNISHED. INFORMATION ONLY. VERIFY ALL UTILITIES AIR CONDITIONING UNIT SHOWN IS FOR NOTE: GALVANIZED IRON PLENUMS RETURN AIR LINED SUPPLY &INSTALL SMOKE DETECTOR IN SA DUCT INTERLOCKED WITH UNIT CONTROLS FOR SHUTDOWN A/C SYSTEMS WITH 2000 CFM THIS SHEET FACTORY CURB SEE DETAIL ON CONDENSATE DRAIN- SEE PLUMB. DRAWINGS SUPPLY AIR SEE EQUIPMENT SPECS. ROOFTOP PACKAGED UNIT FRESH AIR INTAKE W/ BACKDRAFT DAMPER AND HIGHER DUCT SMOKE DETECTOR NOTES: 1.FOR REFERENCE ONLY. REFER TO ARCHITECTURAL/ STRUCTURAL DRAWING FOR MORE DETAILS. DUCT N.T.S 10ROOFTOP UNIT DETAIL N.T.S 7ROOF PIPE PENETRATION DETAIL N.T.S 5ROOF PIPE SUPPORT DETAIL N.T.S 2TYPICAL CONDENSATE DRAIN CONNECTION DETAIL ROOF CONSTRUCTION WOOD CANT SLOPE PIPES AWAY GENERAL CONTRACTOR WOOD CURB BY BASE FLASHING FROM HOOD 20 GAUGE GALVANIZED SHEET METAL HOOD SEAL WITH MASTIC SHEET METAL COLLAR DRAIN PAN A 6" C.O. B C.O. DI-ELECTRIC COUPLING/UNION SIZETONS SIZED AS PER CMC 310.3: 3/4" 1" 1-1/4" 0-20 21-40 41-90 2" MIN DRAW THRU DRAIN LINES SHALL BE C.O. VENT NO MORE THAN 10' PITCH DOWNWARD TOWARDS SPILL OVER RECEPTACLE FROM TRAP DRAIN @ 1/8" PER FOOT A = S.P. x 1.5 + 2" B = S.P. x 0.5 + 2" @ 2" ABOVE FLOOR OR TAILPIECE CONN INTO FIXTURE S.P. = MAX. NEGATIVE STATIC PRESSURE - INCHES 1-1/2"91-125 2"126-250 (AS REQUIRED) EATON "DURA-BLOK" SUPPORT SYSTEM ROOF MOUNTED PIPING 4" MIN. A.F.R. WOODEN BLOCKS SHALL NOT BE USED AS PIPING SUPPORTS ON THE ROOF RUBBER BASE 1. SUPPORTS SHALL BE INSTALLED A MAXIMUM 8'-0" O.C. AND AT EACH CHANGE OF DIRECTION OF PIPING. 2. CONTRACTOR TO PROVIDE ALL NECESSARY ACCESSORIES, INCLUDING CLAMPS AND COLLARS. NOTES 8" DN. 9"-16" 17"-28" 29"-40" 41"-52" 53"-64" 65"-76" 77"-88" 89"-100"9 8 7 6 5 4 3 2 0 LINER INTERIOR WIDTH NO. PINS LAPPED & BUTTED CORNER DETAIL-A AIR FLOW ALTERNATE FOLDED C B C C B B A E E A LINER WASHER E 18" 16"4" 4" CB 12" 6"3" 3" A DIMENSIONS 2501-6000 FPM 0-2500 FPM VELOCITY * MAXIMUM SPACING FOR FASTENERS. ACTUAL INTERVALS ARE APPROXIMATE. * UNLESS A LOWER LEVEL IS SET BY MANUFACTURER OR LISTING AGENCY PIN (TYP) SEE DETAIL-B ALL TRANSVERSE EDGES TO BE COATED WITH ADHESIVE LINER ADHERED TO THE DUCT WITH 90% MIN. AREA COVERAGE OF ADHESIVE DUCT SECTION (TYP 4 OR 5 FEET) DUCT LINER AIR SIDE & EDGES SHALL BE COMPLETELY WRAPPED WITH PERFORATED LINER. WELDED PIN PRESS-ON HEAD LINER FASTENERS DETAIL B NOTE: THE VELOCITY RATED SIDE OF LINER MUST FACE THE AIR FLOW CORNER N.T.S 11DUCT LINING DETAIL N.T.S 8RECTANGULAR TO ROUND BRANCH TAP DETAIL N.T.S 3DUCT HANGER DETAIL MECHANICAL DETAILS - SHEET 1 M-207 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 N.T.S 1KITCHEN EXHAUST DUCT THRU ROOF DETAIL U.L. LISTED LIGHT WITH PRE-WIRED J-BOX BY OTHERS EQUIPMENT U.L. CLASSIFIED GREASE FILTERS 3" AIR SPACE CLEARANCE FOR LIMITED-COMBUSTIBLE MATERIAL. S.S. FROM TOP OF BASE TO BOTTOM OF HOOD 18 GA. METAL MOUNTING FLANGE DUCT COLLAR FIRE WRAP ON TOP OF HOOD IF CLOSER THAN 18" TO A COMBUSTIBLE SURFACE METAL SCREW GA.24 FLASHING COUNTER SOLDER SEAL JOINT MASTIC FILLER 2" DRAIN KI T C H E N E X H A U S T D U C T ROOF KITCHEN EXHAUST FAN VIBRATION ISOLATOR GROUND FLOOR ROOF DECK ACCESS DOOR NOTES: 1.EXHAUST FANS SHALL HAVE ACCESS FOR CLEANING AND INSPECTION THREE (3) FEET OF THE SIDE OF THE FAN. 2.ON HORIZONTAL DUCTS, NOT LESS THAN 20"x20" OPENING SHALL BE PROVIDED FOR PERSONNEL ENTRY. WHERE SIZE OF 20"x20" IS NOT POSSIBLE OPENINGS LARGE ENOUGH TO PERMIT THOROUGH CLEANING SHALL BE PROVIDED AT 12 FEET INTERVALS. 3.ON VERTICAL DUCTS WHERE PERSONNEL ENTRY IS POSSIBLE, ACCESS SHALL BE PROVIDED AT THE TOP OF THE VERTICAL RISER TO ACCOMMODATE DESCENT. IF PERSONNEL ENTRY IS NOT POSSIBLE, AN ACCESS FOR CLEANING SHALL BE PROVIDED ON EACH FLOOR. 4.WHERE ACCESS WAS NOT ACCESSIBLE FROM A TEN (10) FOOT STEPLADDER A SAFE ACCESS AND WORK PLATFORM SHALL BE PROVIDED. 5.PER SECTION 507.3 OF 2016 CMC, HOODS AND DUCT WORK MUST BE A MINIMUM OF 18 INCHES FROM COMBUSTIBLE MATERIAL, 3-INCHES FROM LIMITED-COMBUSTIBLE MATERIAL (5/8-INCH TYPE-X GYPSUM BOARD), AND 0-INCHES FROM NON-COMBUSTIBLE MATERIAL. 6" MIN. 80 " 48 " M A X . CONNECTION. FLANGED 16GA. WELDED STEEL GREASE DUCT FABRICATED AND INSTALLED IN ACCORDANCE WITH NFPA 96. FACTORY BUILT DOUBLE WALL GREASE DUCT MODEL DW-2R WHICH CONFORMS TO THE REQUIREMENTS OF NFPA-96 (REFER TO CAPTIVEAIRE SPECS) DUCT CLEAN OUTS IN EVERY 12'-0" & EVERY ELBOWS SHALL BE TIGHT FITTING AND FIRE RATED. DOUBLE WALL CONSTRUCTION CLEANOUT ACCESS DOOR 4-#10 SS SCREWS FLEX CONNECTION MIN. INTO TRANS. WELD TYPICAL EXHAUST FAN 3/4" OPEN DRAIN BOTH SIDES NOTE: STRUCTURAL ENGINEER SEISMIC ISOLATOR 24 GA. SOLDERED CAP FLASHING W/ANGLE BRACE BETWEEN 1 1/8" PLYWOOD OR UNISTRUT DUCT SUPPORT FRAME BOTH SIDES OF SIDES OF FAN 2x2x1/4" ANGLE IRON FRAME SIZES AND ATTACHMENTS WITH CONFIRM ALL BOLT AND ANCHOR CONCRETE EQUIPMENT PAD SEE STRUCTURAL 4x8 LEVEL BASE UTILITY SET FAN MOUNTING DETAIL N.T.S 2 54 " TYPE I HOOD BY CAPTIVEAIRE (REFER TO MECH PLANS AND CAPTIVEAIRE SPECS MECHANICAL DETAILS - SHEET 2 M-208 1430 E Edinger Ave 3/27/2025 Eastern LA & Orange Cty Mech REGION 144 PHONE: (714) 503 - 0777 EMAIL: reg144@captiveaire.com FOR QUESTIONS, CALL THE 1 2 3 Hood 1 - Left Hood 2 - Right Hood 3 - Solo 5424 ND-2 5424 ND-2 5424 ND-2 CAPTIVEAIRE CAPTIVEAIRE CAPTIVEAIRE 13' 0" 9' 0" 4' 6" 600 DEG 600 DEG 600 DEG I I I HEAVY HEAVY HEAVY 275 225 222 3575 2025 1000 4" 4" 4" 18" 18" 12" 3575 2025 1000 2023 1146 1273 -1.328" -0.504" -0.498" 430 SS WHERE EXPOSED 430 SS WHERE EXPOSED 430 SS WHERE EXPOSED LEFT RIGHT ALONE ALONE ALONE ALONE HOOD NO TAG MODEL MANUFACTURER LENGTH MAX COOKING TEMP TYPE APPLIANCE DUTY DESIGN CFM/FT TOTAL EXH CFM EXHAUST PLENUM RISER(S) WIDTH LENG HEIGHT DIA CFM VEL SP HOOD CONSTRUCTION HOOD CONFIG END TO END ROW 1 2 3 Hood 1 - Left Hood 2 - Right Hood 3 - Solo CAPTRATE SOLO FILTER CAPTRATE SOLO FILTER CAPTRATE SOLO FILTER 9 6 3 20" 20" 20" 16" 16" 16" 85% SEE FILTER SPEC 85% SEE FILTER SPEC 85% SEE FILTER SPEC 4 3 2 RECESSED ROUND RECESSED ROUND RECESSED ROUND NO NO NO LEFT RIGHT 12"x54"x24" 12"x54"x24"TANK FS 4.0/4.0/4.0 DCV-2111 1 LIGHT 1 FAN YES YES YES 625 LBS 848 LBS 232 LBS HOOD NO TAG FILTER(S) TYPE QTY HEIGHT LENGTH EFFICIENCY @ 7 MICRONS LIGHT(S) QTY TYPE WIRE GUARD UTILITY CABINET(S) LOCATION SIZE FIRE SYSTEM TYPE SIZE ELECTRICAL MODEL # SWITCHES QUANTITY FIRE SYSTEM PIPING HOOD HANGING WEIGHT 1 2 3 Hood 1 - Left Hood 2 - Right Hood 3 - Solo BALANCE DAMPERS. BALANCE DAMPERS. LEFT END STANDOFF (FINISHED) 1" WIDE 54" LONG INSULATED. RISER SENSOR INSTALL 6IN PLEN. LEFT WALL AS END PANEL. HOOD NO TAG OPTION PATENT NUMBERS EXHAUST HOODS ND-2/BD-2/SND-2 (CANADA) - CA PATENT 2520435 C. 13' 0"NOM./13' 0.00"OD. 14'-0.00" OVERALL LENGTH 54" 12" UTILITY CABINET. SC - 2 0 X 1 8 X 8 . 6 2 B O X 3" § 78"78" 12" Ø18" U.L. LISTED RECESSED ROUND LED FIXTURE AND LED LIGHT. 9' 0"NOM./9' 0.00"OD. 10'-0.00" OVERALL LENGTH 54" 12" UTILITY CABINET. 12 X 1 8 X 8 . 6 B O X 3" § 54"54" 12" Ø18" U.L. LISTED RECESSED ROUND LED FIXTURE AND LED LIGHT. 24'-0.00" OVERALL LENGTH NOTE: ADDITIONAL HANGING ANGLES PROVIDED FOR HOODS 12' AND LONGER. 1/2" - 13 TPI GRADE 5 (MINIMUM) STEEL HEX NUT. 1/2" GRADE 5 (MINIMUM) STEEL FLAT WASHER. 1/2" - 13 TPI GRADE 5 (MINIMUM) STEEL HEX NUTS. 1/2" GRADE 5 (MINIMUM) STEEL FLAT WASHER. 1/2" - 13 TPI GRADE 5 (MINIMUM) STEEL ALL-THREAD. HOOD CORNER HANGING ANGLE (WEIGHT BEARING ANCHOR POINT FOR HOOD). HOOD CORNER HANGING ANGLE 1/2" - 13 TPI GRADE 5 (MINIMUM) STEEL HEX NUTS. 1/2" GRADE 5 (MINIMUM) STEEL FLAT WASHER. ASSEMBLY INSTRUCTIONS HANGING ANGLE MUST BE SUPPORTED WITH 1/2" - 13 TPI GRADE 5 (MINIMUM) ALL-THREAD. SANDWICH HANGING ANGLES AND CEILING ANCHOR POINTS WITH 1/2" GRADE 5 (MINIMUM) STEEL FLAT WASHERS AND 1/2" - 13 TPI GRADE 5 (MINIMUM) HEX NUTS AS SHOWN. MUST USE DOUBLED HEX NUT CONFIGURATION BENEATH HOOD HANGING ANGLES AND ABOVE CEILING ANCHORS. MAINTAIN 1/4" OF EXPOSED THREADS BENEATH BOTTOM HEX NUT. TORQUE ALL HEX NUTS TO 57 FT-LBS. (HARDWARE BY INSTALLER) 1/2" - 13 TPI GRADE 5 (MINIMUM) STEEL HEX NUT. 1/2" GRADE 5 (MINIMUM) STEEL FLAT WASHER. FULL LENGTH HANGING ANGLE (WEIGHT BEARING ANCHOR POINT FOR HOOD). FULL LENGTH HANGING ANGLE 1/2" - 13 TPI GRADE 5 (MINIMUM) STEEL ALL-THREAD. 1/2" - 13 TPI GRADE 5 (MINIMUM) STEEL HEX NUTS. 1/2" GRADE 5 (MINIMUM) STEEL FLAT WASHER. 1/2" - 13 TPI GRADE 5 (MINIMUM) STEEL HEX NUT. 1/2" GRADE 5 (MINIMUM) STEEL FLAT WASHER. ASSEMBLY INSTRUCTIONS HANGING ANGLE MUST BE SUPPORTED WITH 1/2" - 13 TPI GRADE 5 (MINIMUM) ALL-THREAD. SANDWICH HANGING ANGLES AND CEILING ANCHOR POINTS WITH 1/2" GRADE 5 (MINIMUM) STEEL FLAT WASHERS AND 1/2" - 13 TPI GRADE 5 (MINIMUM) HEX NUTS AS SHOWN. MUST USE DOUBLED HEX NUT CONFIGURATION ABOVE CEILING ANCHORS. SINGLE HEX NUT BENEATH HANGING ANGLE IS ACCEPTABLE FOR FULL LENGTH HANGING ANGLES. MAINTAIN 1/4" OF EXPOSED THREADS BENEATH BOTTOM HEX NUT. TORQUE ALL HEX NUTS TO 57 FT-LBS. (HARDWARE BY INSTALLER) 3" INTERNAL STANDOFF. GREASE DRAIN WITH REMOVABLE CUP. SEE HOOD TABLE. BALANCE DAMPERS. HANGING ANGLE. RECESSED ROUND LED FIXTURE AND LED LIGHT, 3500 K WARM OUTPUT. EQUIPMENT BY OTHERS. 48.0" MAX. 80" 24" NOM. 54" IT IS THE RESPONSIBILITY OF THE ARCHITECT/OWNER TO ENSURE THAT THE HOOD CLEARANCE FROM LIMITED-COMBUSTIBLE AND COMBUSTIBLE MATERIALS IS IN COMPLIANCE WITH LOCAL CODE REQUIREMENTS. 20" CAPTRATE SOLO FILTER WITH HOOK. 3" INTERNAL STANDOFF. GREASE DRAIN WITH REMOVABLE CUP. SEE HOOD TABLE. BALANCE DAMPERS. HANGING ANGLE. RECESSED ROUND LED FIXTURE AND LED LIGHT, 3500 K WARM OUTPUT. EQUIPMENT BY OTHERS. 48.0" MAX. 80" 24" NOM. 54" IT IS THE RESPONSIBILITY OF THE ARCHITECT/OWNER TO ENSURE THAT THE HOOD CLEARANCE FROM LIMITED-COMBUSTIBLE AND COMBUSTIBLE MATERIALS IS IN COMPLIANCE WITH LOCAL CODE REQUIREMENTS. 20" CAPTRATE SOLO FILTER WITH HOOK. SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S 6248879 MASTER DRAWING VJ-144 To m ' s J r - S a n t a A n a R e v . 2 14 3 0 E a s t E d i n g e r A v e n u e , Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ c a p t i v e a i r e . c o m Sa n t a A n a , C A , 9 2 7 0 5 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 HOOD DETAILS - SHEET 1 M-209FOR REFERENCE ONLY 1430 E Edinger Ave 3/27/2025 4' 6"NOM./4' 6.00"OD. 4'-7.00" OVERALL LENGTH 54" 1" LAYER OF INSULATION FACTORY INSTALLED IN 1.00" END STANDOFF MEETS 0" REQUIREMENTS CLEARANCE TO COMBUSTIBLE SURFACES. 1" 3" § 27"27" 10" Ø12" U.L. LISTED RECESSED ROUND LED FIXTURE AND LED LIGHT. INSTALLER MUST CONFIRM HOOD IS INSTALLED SUCH THAT THE SPECIFIED WALL, ACTING AS AN END PANEL, IS MATED TIGHT TO THE CORRECT END OF HOOD TO ACHIEVE A REDUCED MINIMUM EXHAUST CFM LISTING. NON-COMPLIANCE WILL NULLIFY THE ETL LISTING, VOID THE MANUFACTURER'S WARRANTY, AND HOLD THE CONTRACTOR LIABLE FOR ANY AND ALL LOSSES, COSTS, AND EXPENSES RELATED TO THE NON-CONFORMANCE OF THE MANUFACTURER'S SPECIFIED INSTRUCTION. THE WALL ACTING AS AN END PANEL MUST EXTEND NO LESS THAN 20" FROM THE INTERSECTING WALL ON WHICH HOOD IS MOUNTED AND MUST EXTEND NO LESS THAN 20" UNDER BOTTOM OF HOOD TO BE ELIGIBLE FOR REDUCED MINIMUM EXHAUST CFM LISTING. 3" INTERNAL STANDOFF. GREASE DRAIN WITH REMOVABLE CUP. SEE HOOD TABLE. §EXHAUST RISER. HANGING ANGLE. RECESSED ROUND LED FIXTURE AND LED LIGHT, 3500 K WARM OUTPUT. LEFT WALL AS END PANEL. EQUIPMENT BY OTHERS. 48.0" MAX. 80" 24" NOM. 54" IT IS THE RESPONSIBILITY OF THE ARCHITECT/OWNER TO ENSURE THAT THE HOOD CLEARANCE FROM LIMITED-COMBUSTIBLE AND COMBUSTIBLE MATERIALS IS IN COMPLIANCE WITH LOCAL CODE REQUIREMENTS. 20" CAPTRATE SOLO FILTER WITH HOOK. SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S 6248879 MASTER DRAWING VJ-144 To m ' s J r - S a n t a A n a R e v . 2 14 3 0 E a s t E d i n g e r A v e n u e , Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ c a p t i v e a i r e . c o m Sa n t a A n a , C A , 9 2 7 0 5 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/16/24 HOOD DETAILS - SHEET 2 M-210FOR REFERENCE ONLY 1430 E Edinger Ave 3/27/2025 1 TANK FS 4.0/4.0/4.0 4.0 70 FIRE CABINET RIGHT FIRE CABINET LEFT RIGHT, HOOD 2 LEFT, HOOD 1 FIRE SYSTEM NO TAG TYPE SIZE FLOW POINTS INSTALLATION SYSTEM LOCATION ON HOOD 10" Ø12" HOOD FRONT HOOD BACK HOOD # 3 (Hood 3 - Solo) JOB # 6248879 FS # 1 MODEL: ND-2 SIZE: 54"x24" LENGTH: 4' 6" TA N K O V E R L A P P I N G P R O T E C T I O N - 3 0 HI G H P R O X I M I T Y 42 . 0 0 " L X 3 0 . 0 0 " D DUCT S 360 OL-F OL-F 25.00" 21.50" OL-F 21.50" OL-F NOZZLE HEIGHT 35-50" FROM COOKING SURFACE. (45.25") 16.50"21.00"16.50" SLPCON-30FT KIT 12" Ø18" HOOD FRONT HOOD BACK HOOD # 1 (Hood 1 - Left) JOB # 6248879 FS # 1 MODEL: ND-2 SIZE: 54"x24" LENGTH: 13' 0" TA N K O V E R L A P P I N G P R O T E C T I O N - 3 6 HI G H P R O X I M I T Y 26 4 . 0 0 " L X 3 0 . 0 0 " D DUCT S 360 OL-F OL-F OL-F 25.00"25.00" 21.50" OL-F 21.50" OL-F 21.50" OL-F 21.50" OL-F 21.50" OL-F 21.50" OL-F 21.50" OL-F 21.50" OL-F NOZZLE HEIGHT 35-50" FROM COOKING SURFACE. (45.25") 12.00"34.29"34.29"34.29"34.29"6.86"27.43"34.29"34.29"12.00" SLPCON-30FT KIT 21 5 12" Ø18" HOOD FRONT HOOD BACK HOOD # 2 (Hood 2 - Right) JOB # 6248879 FS # 1 MODEL: ND-2 SIZE: 54"x24" LENGTH: 9' 0" DUCT S 360 OL-F OL-F SLPCON-03FT KIT SLPCON-03FT KIT 1 631 1 3 7 6 2 5 PL E N U M PL E N U M PL E N U M ALTERNATE FIELD-CONNECTION POINT PL E N U M NOTES - FIELD PIPE DROPS AS SHOWN PIPING, ELBOWS, TEES, AND NOZZLES SUPPLIED BY CAS. - FIELD INSTALLED DROP: FACTORY WILL PROVIDE QTY 2 60IN LONG PIECES OF CHROME PLATED PIPING SHIPPED LOOSE TO BE FIELD-INSTALLED. - SHIP LOOSE DROP: FACTORY WILL PROVIDE THE EXACT CHROME PIPE LENGTH NEEDED SHIPPED LOOSE TO BE FIELD-INSTALLED. - RELOCATE NOZZLES IF FLOW PATTERN IS BLOCKED BY SHELVING, SALAMANDERS, ETC. - OVERLAPPING COVERAGE SHALL NOT BE USED ON ANY APPLIANCE WITH AN OBSTRUCTION. - IF APPLICABLE, EXTENDED PRE-PIPED DROPS ARE SHIPPED LOOSE. - FACTORY PIPING EXTENDS A MAXIMUM OF 6" ABOVE THE TOP OF THE HOOD. - APPLIANCE DIMENSIONS LISTED REPRESENT THE COOKING SURFACE SIZE, NOT THE OVERALL APPLIANCE SIZE. - THIS FIRE SYSTEM COMPLIES WITH U.L. 300 REQUIREMENTS. - OL-F NOZZLE PART NUMBER REPLACES 3070-3/8H-10-SS JOB #: 6248879. JOB NAME: TOM'S JR - SANTA ANA REV.2. SYSTEM SIZE: TANK-SP-3 WITH REMOTE TANK-SP-1 TOTAL FP REQUIRED: 70. HOOD # 1 13' 0.00" LONG x 54" WIDE x 24" HIGH. RISER # 1 SIZE: 18" DIA. HOOD # 1 METAL BLOW-OFF CAPS INCLUDED. HOOD # 2 9' 0.00" LONG x 54" WIDE x 24" HIGH. RISER # 1 SIZE: 18" DIA. HOOD # 2 METAL BLOW-OFF CAPS INCLUDED. HOOD # 3 4' 6.00" LONG x 54" WIDE x 24" HIGH. RISER # 1 SIZE: 12" DIA. HOOD # 3 METAL BLOW-OFF CAPS INCLUDED. - HEAVY-DUTY APPLIANCES (RATED 600°F) WILL REQUIRE AN ADDITIONAL DOWNSTREAM FIRESTAT IN THE EVENT THAT THE DUCTWORK CONTAINS ANY HORIZONTAL RUNS OVER 25 FT IN LENGTH. - MEDIUM TO LIGHT-DUTY APPLIANCES (RATED 450°F) WILL NOT REQUIRE ANY ADDITIONAL DOWNSTREAM DETECTION. PRESSURE SUPERVISION SWITCH. PRIMARY ACTUATOR RELEASE. 4 GALLON TANK. 7 6 5 4 2 1 PRIMARY HOSE ASSEMBLY. SECONDARY ACTUATOR RELEASE.3 SECONDARY HOSE ASSEMBLY. REMOTE MANUAL ACTUATION DEVICE. INCLUDES: FIELD INSTALLATION AND HOOKUP DURING NORMAL BUSINESS HOURS BY CERTIFIED INSTALLERS ONLY IN THE LOCATION NOTED ABOVE, TWO SITE VISITS ONLY (ONE VISIT TO SET PULL STATION & SYSTEM HOOKUP AND ONE VISIT FOR ONE TEST; ADDITIONAL VISITS WILL RESULT IN ADDITIONAL CHARGES), ONE MECHANICAL OR ELECTRICAL GAS VALVE PER SYSTEM AT A MAXIMUM SIZE OF 2", PERMIT, AND SYSTEM TEST. EXCLUDES: UNION LABOR & PREVAILING WAGE (LABOR & WAGES WILL BE ADDED IF APPLICABLE), GAS VALVE INSTALLATION, ELECTRICAL HOOKUP AND CONNECTIONS, HANGING OF FIRE CABINET, SHUNT TRIP, HANDHELD EXTINGUISHER(S), ON-SITE RE-PIPING DUE TO EQUIPMENT LAYOUT CHANGES. SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S 6248879 MASTER DRAWING VJ-144 To m ' s J r - S a n t a A n a R e v . 2 14 3 0 E a s t E d i n g e r A v e n u e , Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ c a p t i v e a i r e . c o m Sa n t a A n a , C A , 9 2 7 0 5 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/16/24 HOOD DETAILS - SHEET 3 M-211FOR REFERENCE ONLY 1430 E Edinger Ave 3/27/2025 1 2 HOOD 1/HOOD 2 HOOD 3 1 1 USBI24DD-RM USBI13DD-RM CAPTIVEAIRE CAPTIVEAIRE 5600 1000 2.500 1.250 1254 1425 TEFC,PREMIUM TEAO-ECM 7.500 1.000 4.6100 0.3670 3 1 208 208 21.1 6.9 1856 FPM 875 FPM 859 213 32.1 11 FAN UNIT NO TAG QTY FAN UNIT MODEL #MANUFACTURER CFM ESP RPM MOTOR ENCL HP BHP PHASE VOLT FLA DISCHARGE VELOCITY WEIGHT (LBS)SONES 3 EVAP MAU-1 1 A3-24D 24MF-3-MOD A3 3000 5940 0.500 1444 ODP,PREMIUM 10.000 5.7200 3 208 27.0 33.8A 60A 7.87 90.0°F 69.0°F 74.0°F 69.0°F 970 24.1 FAN UNIT NO TAG QTY FAN UNIT MODEL #BLOWER HOUSING MIN CFM DESIGN CFM ESP RPM MOTOR ENCL HP BHP PHASE VOLT FLA MCA MOCP EVAP FLOW RATE (Gal/Hr) EVAP COOLER ENTERING DB TEMP EVAP COOLER ENTERING WB TEMP EVAP COOLER LEAVING DB TEMP EVAP COOLER LEAVING WB TEMP WEIGHT (LBS)SONES 1 2 3 HOOD 1/HOOD 2 HOOD 3 EVAP MAU-1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 UTILITY SET GREASE CUP BI24 - 24" DISCHARGE EXTENSION BI - DISCHARGE ORIENTATION VERTICAL UPPER LEFT - CW INLET SIDE BI24 - INLET CONNECTION STANDARD 24" FLANGED GREASE DUCT UTILITY SET - SPRING VIBRATION ISOLATORS - BI24 THRU BI30 / EQUIVALENT SIZED UTILITY SET / SIF 24-30 + FILTER BANK - INDOOR/OUTDOOR USE 2 YEAR PARTS WARRANTY UTILITY SET GREASE CUP BI13 - 24" DISCHARGE EXTENSION BI - DISCHARGE ORIENTATION VERTICAL UPPER LEFT - CW INLET SIDE BI13 - INLET CONNECTION STANDARD 14" FLANGED GREASE DUCT UTILITY SET - SPRING VIBRATION ISOLATORS - BI11 THRU BI15 / EQUIVALENT SIZED UTILITY SET - INDOOR/OUTDOOR USE ECM WIRING PACKAGE - PWM SIGNAL FROM ECPMO3 PREWIRE (TELCO MOTOR), CCW ROTATION 2 YEAR PARTS WARRANTY SIZE 3 UNTEMPERED COMMERCIAL DOWN DISCHARGE FOR DIRECT DRIVE AHUS EVAPORATIVE COOLER WIRING HARNESS SEPARATE 120V WIRING PACKAGE (REQUIRED AND USED ONLY FOR DCV OR PREWIRE WITH VFD) - THREE PHASE ONLY 2 YEAR PARTS WARRANTY FAN UNIT NO TAG QTY DESCRIPTION 1 2 3 HOOD 1/HOOD 2 HOOD 3 EVAP MAU-1 YES YES FAN UNIT NO TAG EXHAUST GREASE CUP GRAVITY DAMPER WALL MOUNT SUPPLY SIDE DISCHARGE GRAVITY DAMPER MOTORIZED DAMPER WALL MOUNT 1 2 3 # 1 # 2 # 3 # 3 # 3 HOOD 1/HOOD 2 HOOD 3 EVAP MAU-1 56 LBS 36 LBS 52 LBS RAIL RAIL CURB RAIL RAIL 4.000"W X 60.000"L X 12.000"H COMES AS A SET OF 2. 4.000"W X 36.000"L X 12.000"H COMES AS A SET OF 2. 35.000"W X 35.000"L X 12.000"H. 4.000"W X 4.000"L X 36.000"H. 4.000"W X 4.000"L X 36.000"H. NO ON FAN TAG WEIGHT ITEM SIZE 56 3/8" 37 1/4" 34 7/8" 24" 52 1/4" 30 1/2" 42 3/8" 2" DRAIN. - MOTOR WEATHER COVER. - GREASE CLASSIFICATION TESTING. - UL762 AND ULC-S645 (RESTAURANT MODEL). - 2" DRAIN. - HEAT SLINGER. - ROOF MOUNTED FANS. - FULLY SEALED SCROLL HOUSING. - SCROLL ACCESS DOOR. - UL705. 46 1/2" - FLANGE 2". 49 1/4" LENGTH OF THE STRAIGHT DUCT ON THE INLET AND OUTLET TO BE 3 TIMES * INLET/OUTLET NOTES: THE EQUIVALENT DUCT DIAMETER BEFORE CONNECTING TO ANY FITTINGS SUCH AS ELBOWS TO AVOID SYSTEM EFFECT. *INLET NOTES. - NEMA 3R SAFETY DISCONNECT SWITCH. *OUTLET NOTES. UNIT PLAN VIEW CORNER WEIGHTS: INLET CORNER WEIGHTS ARE CALCULATED BASED ON VERTICAL DISCHARGE. SUPPORT DUCT PROPERLY BEFORE FAN TO ENSURE CORNER WEIGHTS ARE NOT AFFECTED. DETERIORATING EFFECTS TO THE FAN WHICH THERMAL EQUILIBRIUM, AND WITHOUT ANY UNTIL ALL FAN PARTS HAVE REACHED WHILE EXHAUSTING AIR AT 350°F (176°C) EXHAUST FAN MUST OPERATE CONTINUOUSLY WOULD CAUSE UNSAFE OPERATION. NORMAL TEMPERATURE TEST DIRECT DRIVE - HIGH HEAT OPERATION DIRECT DRIVE 350°F (176°C). 34 7/8" 46 1/2" 49 1/4" 25 3/4"16 7/8" 1 5/8" SHAFT DIA. 12" 4"60" SUPPORT RAILS. FAN #1 USBI24DD-RM-S - EXHAUST FAN (HOOD 1/HOOD 2) OPTIONS - UTILITY SET GREASE CUP. - BI24 - 24" DISCHARGE EXTENSION. - BI - DISCHARGE ORIENTATION VERTICAL UPPER LEFT - CW INLET SIDE. - BI24 - INLET CONNECTION STANDARD 24" FLANGED GREASE DUCT. - UTILITY SET - SPRING VIBRATION ISOLATORS - BI24 THRU BI30 / EQUIVALENT SIZED UTILITY SET / SIF 24-30 + FILTER BANK - INDOOR/OUTDOOR USE. - 2 YEAR PARTS WARRANTY. 24" EXTENSION. 33"17 1/4"19 1/4" (6) ISOLATORS = USBI18 THRU 36. 7.25" 4.125" SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S 6248879 MASTER DRAWING VJ-144 To m ' s J r - S a n t a A n a R e v . 2 14 3 0 E a s t E d i n g e r A v e n u e , Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ c a p t i v e a i r e . c o m Sa n t a A n a , C A , 9 2 7 0 5 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/08/2024 2 HlthDep.Corr.2 09/03/2024 HOOD DETAILS - SHEET 4 M-212FOR REFERENCE ONLY 1430 E Edinger Ave 3/27/2025 31 3/8" 20 7/8" 19 5/8" 14" 29 7/8" 18 1/4" 26 1/2" 2" DRAIN. - MOTOR WEATHER COVER. - GREASE CLASSIFICATION TESTING. - UL762 AND ULC-S645 (RESTAURANT MODEL). - 2" DRAIN. - HEAT SLINGER. - ROOF MOUNTED FANS. - FULLY SEALED SCROLL HOUSING. - SCROLL ACCESS DOOR. - UL705. 26" - FLANGE 1 1/4". 31" LENGTH OF THE STRAIGHT DUCT ON THE INLET AND OUTLET TO BE 3 TIMES * INLET/OUTLET NOTES: THE EQUIVALENT DUCT DIAMETER BEFORE CONNECTING TO ANY FITTINGS SUCH AS ELBOWS TO AVOID SYSTEM EFFECT. *INLET NOTES. - NEMA 3R SAFETY DISCONNECT SWITCH. *OUTLET NOTES. UNIT PLAN VIEW CORNER WEIGHTS: INLET CORNER WEIGHTS ARE CALCULATED BASED ON VERTICAL DISCHARGE. SUPPORT DUCT PROPERLY BEFORE FAN TO ENSURE CORNER WEIGHTS ARE NOT AFFECTED. DETERIORATING EFFECTS TO THE FAN WHICH THERMAL EQUILIBRIUM, AND WITHOUT ANY UNTIL ALL FAN PARTS HAVE REACHED WHILE EXHAUSTING AIR AT 350°F (176°C) EXHAUST FAN MUST OPERATE CONTINUOUSLY WOULD CAUSE UNSAFE OPERATION. NORMAL TEMPERATURE TEST DIRECT DRIVE - HIGH HEAT OPERATION DIRECT DRIVE 350°F (176°C). 19 5/8" 26" 31" 14"11 3/4" 7/8" SHAFT DIA. 12" 4"36" SUPPORT RAILS. FAN #2 USBI13DD-RM - EXHAUST FAN (HOOD 3) OPTIONS - UTILITY SET GREASE CUP. - BI13 - 24" DISCHARGE EXTENSION. - BI - DISCHARGE ORIENTATION VERTICAL UPPER LEFT - CW INLET SIDE. - BI13 - INLET CONNECTION STANDARD 14" FLANGED GREASE DUCT. - UTILITY SET - SPRING VIBRATION ISOLATORS - BI11 THRU BI15 / EQUIVALENT SIZED UTILITY SET - INDOOR/OUTDOOR USE. - ECM WIRING PACKAGE - PWM SIGNAL FROM ECPMO3 PREWIRE (TELCO MOTOR), CCW ROTATION. - 2 YEAR PARTS WARRANTY. 24" EXTENSION. 18 3/8"25 3/4" (4) ISOLATORS = USBI11, 13 & 15. 7.25" 4.125" SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S 6248879 MASTER DRAWING VJ-144 To m ' s J r - S a n t a A n a R e v . 2 14 3 0 E a s t E d i n g e r A v e n u e , Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ c a p t i v e a i r e . c o m Sa n t a A n a , C A , 9 2 7 0 5 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/16/24 HOOD DETAILS - SHEET 5 M-213FOR REFERENCE ONLY 1430 E Edinger Ave 3/27/2025 FLEX CONDUIT FOR FIELD WIRING. 22" 19" 7" CURB. BLOWER DISCHARGE. 6 1/2" LIFTING LUG. 5 1/4" AIRFLOW. BLOWER/MOTOR ACCESS DOOR 24" SERVICE CLEARANCE REQ. SERVICE DISCONNECT SWITCH. AIRFLOW. 20" 19" Ø1 1/2" WATER DRAIN. AIRFLOW. Ø1/2" NPT WATER INLET WATER FILTER REQUIRED PROVIDED BY PLUMBER. FILTER/CONTROL ACCESS DOOR. CELDEK AIRFLOW. V-BANK FILTER MODULE. AIRFLOW. FILTER ACCESS DOOR. AIRFLOW. 41 3/8" 6 3/4" 35" 12" EQUIPMENT CURB. 45 1/8" 43 3/8" 35" 38 1/8" ADJUSTABLE LEG. 38 1/8" ADJUSTABLE LEG. 121 3/8" 155 9/16" MIN. 24" MINIMUM STRAIGHT DUCT PER AMCA* FAN #3 A3-24D - SUPPLY FAN (EVAP MAU-1) 1. UNTEMPERED SUPPLY UNIT WITH 24" MIXED FLOW DIRECT DRIVE FAN IN SIZE #3 HOUSING. 2. EVAP COOLER (CELDEK) & V-BANK WITH 2" TA-13 FILTERS - OUTDOOR. 3. DOWN DISCHARGE - AIR FLOW RIGHT -> LEFT. 4. DOWN DISCHARGE CONSTRUCTION FOR SIZE 3 UNTEMPERED DIRECT DRIVE AHUS. 5. 120V WIRING CONNECTION TO ENERGIZE EVAPORATIVE COOLERS FROM UNTEMPERED SUPPLY FANS. 6. SEPARATE 120VAC WIRING PACKAGE FOR MAKE-UP AIR UNITS. OPTION MUST BE SELECTED WHEN MOUNTING VFD IN PREWIRE PANEL OR WITH DCV PACKAGE. PROVIDES SEPARATE 120VAC INPUT TO SUPPLY FAN. THIS 120V SIGNAL MUST BE RUN BY ELECTRICIAN FROM DCV TO MUA SWITCH. 7. HINGED DOUBLE WALL INSULATED DOOR ASSEMBLY (BURNER/BLOWER/EVAP SECTION). 8. 2 YEAR PARTS WARRANTY *NOTE: SUPPLY DUCT MUST BE INSTALLED TO MEET SMACNA STANDARDS. A MINIMUM STRAIGHT DUCT LENGTH MUST BE MAINTAINED DOWNSTREAM OF UNIT DISCHARGE AS OUTLINED IN AMCA PUBLICATION 201. WHEN USING RECTANGULAR DUCTWORK, ELBOWS MUST BE RADIUS THROAT, RADIUS BACK WITH TURNING VANES. FLEXIBLE DUCTWORK AND SQUARE THROAT/SQUARE BACK ELBOWS SHOULD NOT BE USED. ANY TRANSITION AND/OR TURNS IN THE DUCTWORK WILL CAUSE SYSTEM EFFECT. SYSTEM EFFECT WILL DRASTICALLY INCREASE STATIC PRESSURE AND REDUCE AIRFLOW. DO NOT RELY ON UNIT TO SUPPORT DUCT IN ANY WAY. FAILURE TO PROPERLY SIZE DUCTWORK MAY CAUSE SYSTEM EFFECTS AND REDUCE PERFORMANCE OF THE EQUIPMENT. SUGGESTED STRAIGHT DUCT SIZE IS 24" x 24". L ETSDI R ROOF OPENING 2" SMALLER THAN CURB DIMENSION. 3" FLANGE. 20 GAUGE CONSTRUCTION. STEEL 12" 35" 35" CURB. SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S 6248879 MASTER DRAWING VJ-144 To m ' s J r - S a n t a A n a R e v . 2 14 3 0 E a s t E d i n g e r A v e n u e , Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ c a p t i v e a i r e . c o m Sa n t a A n a , C A , 9 2 7 0 5 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/16/24 HOOD DETAILS - SHEET 6 M-214FOR REFERENCE ONLY 1430 E Edinger Ave 3/27/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Label Description Location MT-01 Fan Motor [3] SW-01 Main disconnect switch [3] Component Identification 23 Installed Options RD - RED BL - BLUE WH - WHITE OR - ORANGE BR - BROWN BK - BLACK PK - PINK PR - PURPLE GY - GRAY GR - GREEN YW - YELLOW WIRE COLOR DENOTES FIELD WIRING DENOTES INTERNAL WIRING NOTES SW-01 BK BK MT-01 GR BK GR BK BK BK 5 6 3 4 1 2 GR EXHAUST 7.5HP-208V-3P-21.1FLA VFD PART: ESV552N02TXB571 MOTOR INFO ELECTRICAL INFORMATION MOTOR/CTRL MCA: 26.4A MOTOR/CTRL MOP: 45A DRAWING NUMBER JOB MODELSHIP DATEEXH6248879-1 6248879 - Tom's Jr - Santa Ana Rev.2 9/28/2023 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Label Description Location MT-01 Fan Motor [3] SW-01 Main disconnect switch [3] Component Identification 23 Installed Options RD - RED BL - BLUE WH - WHITE OR - ORANGE BR - BROWN BK - BLACK PK - PINK PR - PURPLE GY - GRAY GR - GREEN YW - YELLOW WIRE COLOR DENOTES FIELD WIRING DENOTES INTERNAL WIRING NOTES SW-01 BK MT-01RD GR GR RD BK 3 4 1 2 WH *22 AWG WHITE MOTOR *22 AWG ROTATION WIRE. CONNECT TO 16 AWG MOTOR CONTROL RD YW PWM FROM ECPMO3 RD BK 16 AWG 16 AWG BLACK WIRE TO REVERSE ROTATION GR EXHAUST 1.0HP-208V-1P-6.9FLA MOTOR INFO ELECTRICAL INFORMATION MOTOR/CTRL MCA: 8.7A MOTOR/CTRL MOP: 15A DRAWING NUMBER JOB MODELSHIP DATEEXH6248879-2 6248879 - Tom's Jr - Santa Ana Rev.2 9/28/2023 SW-01 BK BK MT-01 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 GR BK GR Label Description Location MT-01 Supply motor [2] SW-01 Main disconnect switch [2] Component Identification 23 BK BK BK Installed Options Cooling Interlock BL WH N 11 DENOTES INTERNAL WIRING DENOTES FIELD WIRING NOTES 7 8RD(DCV SF1)WH (DCV N1) DCV/VFD Wiring (MAY NOT BE NEEDED DEPENDING ON OPTIONS) IF DCV IS NOT PRESENT, RD AND WH WIRES FROM SEPARATE 120VAC SOURCE MOCP = 10 AMPS FOR CONTROL WIRING DROP FOR DISCONNECT CONNECTION !ATTENTION ELECTRICIAN! CONNECT POWER TO THE DROP 1 2 5 6 3 4 IS FACTORY SUPPLIED 11 N WIRE COLOR YW - YELLOW GY - GRAY PR - PURPLE GR - GREENBL-BLUE BR - BROWN OR - ORANGE BK-BLACK WH - WHITE PK - PINK RD - RED ** 14 AWG SUPPLY 10.0HP-208V-3P-27.0FLA VFD PART: ESV752N02TXB571 MOTOR INFO ELECTRICAL INFORMATION MOTOR CIRCUIT MCA: 33.8A CONTROL CIRCUIT MCA: 1.0A MOTOR CIRCUIT MOP: 60A CONTROL CIRCUIT MOP: 15A DRAWING NUMBER JOB MODELSHIP DATEA6248879-3 6248879 - Tom's Jr - Santa Ana Rev.2 9/28/2023 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 WIRE COLOR BK - BLACK BL - BLUE BR - BROWN OR - ORANGE RD - RED WH - WHITE YW - YELLOW GR - GREEN NOTES DENOTES FIELD WIRING DENOTES INTERNAL WIRING GY - GRAY Label Description Location Component Identification 23 PR - PURPLE PK - PINK Installed Options SW-01 R W B GR VA-01 BK N WH BK [BK][WH] N WH Spray Timer Overflow Switch Thermostat Internal Solenoid Valve SW-02 SW-01 VA-01 TI-01 [5-7] [6] [2] [5] GR D C SW-02 NC TI-01 A1 A2TORBK WH N TI-01 1815 SV BL BR OR PRESSURE OVERFLOWSWITCH To building drain Field Wired and Piped From building water supply Normally closed valve B W Roof line R WB R SWITCH AE Normally open valve Internal Water Solenoid TIMER 15 A1 18 A2 16 P If cable is CM1NO2VL2BO2 NOTE: change BK->BR & WH->BL JUMPER A1 AND B1 FOR RZ7-FSH3VU23 TIMER JUMPER A1 AND B1 FOR TIMER RZ7-FSH3VU23 BR WH 11 BL 11 DRAWING NUMBER JOB MODELSHIP DATEEC6248879-3 6248879 - Tom's Jr - Santa Ana Rev.2 9/28/2023 SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S 6248879 MASTER DRAWING VJ-144 To m ' s J r - S a n t a A n a R e v . 2 14 3 0 E a s t E d i n g e r A v e n u e , Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ c a p t i v e a i r e . c o m Sa n t a A n a , C A , 9 2 7 0 5 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/16/24 HOOD DETAILS - SHEET 7 M-215FOR REFERENCE ONLY 1430 E Edinger Ave 3/27/2025 1 DCV-2111 UTILITY CABINET LEFT UTILITY CABINET LEFT HOOD # 1 1 LIGHT 1 FAN SMART CONTROLS DCV Hood 1/Hood 2 Hood 3 EVAP MAU-1 EXHAUST EXHAUST SUPPLY 3 1 3 7.500 1.000 10.000 208 208 208 21.1 6.9 27.0 NO TAG PACKAGE #LOCATION SWITCHES LOCATION QUANTITY OPTION FANS CONTROLLED FAN TAG TYPE ɸ HP VOLT FLA DESCRIPTION OF OPERATION:JOB NO JOB NAME MODEL NUMBER DATE DRAWN BY DWG NO SCHEMATIC TYPE 6248879 Tom's Jr - Santa Ana Rev.2 DCV-2111 9/28/2023 INSTALL ECP #1-1 Demand Control Ventilation, w/ control for 2 Exhaust Fans, 1 Supply Fan, Exhaust on in Fire, Lights out in Fire, Fans modulate based on duct temperature. INVERTER DUTY 3 PHASE MOTOR REQUIRED FOR USE WITH VFD. Room temperature sensor shipped loose for field installation.Verify distance between VFD and Motor; additional cost could apply if distance exceeds 50 feet. BREAKER PANEL TO PRIMARY CONTROL PANEL Responsibility: Electrician BREAKER PANEL PRIMARY CONTROL PANEL BREAKER SIZE SHOWN IS THE MAXIMUM ALLOWED BREAKER 1PH CONTROL POWER. DO NOT WIRE TO GFCI OR SHUNT TRIP BREAKER. Hot Neutral H1 N1120 V 15 A Ground GND 1ST HOOD LIGHT BREAKER SHARED W/ CONTROL POWER. SWITCH #1 WIRE TO VFD QUICK CONNECTOR BREAKER 3PH MCA: MOCP: LINE LINE Ground EXH-1 SM-1 GND L1 L2 LINE L3208 V 26.4 A 40 A BREAKER 3PH WIRE TO VFD QUICK CONNECTOR MCA: MOCP: LINE LINE 208 V Ground EVAP MAU-SM-2 GND L4 L5 LINE L633.8 A 50 A BREAKER PANEL TO FANS Responsibility: Electrician BREAKER PANEL FANS BREAKER 1PH MCA: MOCP: POWER TO ECM FANS LINE LINE 208V 8.6A Hood 3 Ground 15A CONTROL PANEL TO FANS Responsibility: Electrician PRIMARY PANEL FANS Load Wiring WIRE TO VFD QUICK WIRE TO DISCONNECT CONNECTOR MUST HAVE ITS OWN CONDUIT DO NOT SHARE CONDUIT! FLA: HP: VOLT: EXH-101 LOAD LEG 1 LOAD LEG 2 GND GROUND FAN: SM-1 LOAD LEG 3 U1 V1 W1 21.1 7.500 208 V SHIELDED TWISTED PAIR PWM SPEED SIGNAL CONTROL PANEL TO ECM OUTDOOR RATED FEED STP THROUGH INNER COOLING TUBE. ALLOW FOR ENOUGH SLACK ON STP FOR PROPER HINGING. (EXHAUST ONLY) NOTE: PWM SIGNAL IS POLARITY SENSITIVE. NIDEC MOTOR TELCO MOTOR BK TO GR BK TO YW RD TO RD ZIEHL MOTOR BK TO BK P1A P1B Hood 3 ECM-01 FAN: 02 RED(+) BLACK(-) ECM-01 RED(+) BLACK(-) Load Wiring BLACK BLACK BLACK GREEN WIRE TO VFD QUICK CONNECTOR WHITE RED FLA: HP: VOLT: MUST HAVE ITS OWN CONDUIT DO NOT SHARE CONDUIT! IF VFD MOUNTED IN 2ND PANEL, WIRE SF SIGNAL FROM PANEL WITH ECPM03. U2 V2 W2 LOAD LEG 1 LOAD LEG 2 LOAD LEG 3 GND GROUND EVAP MAU-03FAN: SM-2 N1 120V NEUTRAL 120V HOT N1 27.0 10.000 208 V H1 CONTROL PANEL TO ACCESSORY ITEMS Responsibility: Electrician CONTROL PANEL COMPONENT ALL SWITCHES FACTORY WIRED CAT-5 CONNECTION CONTROL PANEL SWITCHES TO J4 CONTROL PANEL HOOD LIGHTS TO 1400 W MAX WIRE TO J-BOX ON TOP OF HOOD B1 W1 GND BLACK WHITE GREEN HOOD LIGHTS 1 WIRE TO CONTROL BOARD. INSTALL SENSOR IN ROOM AWAY FROM HEAT SOURCES. DO NOT INSTALL SENSOR CONTROL PANEL ROOM TEMP TO SENSOR ON THE CEILING GRID, SEE MANUAL. GROUPS: T1A T1B ROOM TEMP FACTORY WIRED TEMPERATURE SENSOR. MOUNTED IN EXHAUST DUCT CONTROL PANEL DUCT SENSOR TO T2A T2B HOOD 1 RISER 1 WIRE TO CONTROL BOARD. SENSOR MOUNTED IN EXHAUST DUCT CONTROL PANEL DUCT SENSOR TO T3A T3B HOOD 2 RISER 1 WIRE TO CONTROL BOARD. SENSOR MOUNTED IN HOOD CAPTURE CONTROL PANEL CAPTURE VOLUME TO SENSOR VOLUME. T4A T4B HOOD 3 CAPTURE 1 CONTROL PANEL GAS VALVE TO 120V ONLY ONLY ENERGIZED THROUGH LCD HMI WHEN FIRE SYSTEM ARMED. GAS N1 HOT TO GAS VALVE NEUTRAL GAS SOLENOID THE FOLLOWING CONNECTIONS MAY OR MAY NOT BE REQUIRED BASED ON JOBSITE SPECIFICATIONS CONTROL PANEL EXTERNAL SIGNAL FOR SHUNT TRIP ST TERMINAL IS ENERGIZED IN FIRE CONDITION. CONTROL PANEL EXTERNAL SIGNAL FOR CONTACTOR COIL KS TERMINAL IS DE-ENERGIZED IN FIRE CONDITION. ST N1 NEUTRAL FROM SHUNT COIL HOT TO SHUNT COIL SHUNT COIL KS N1 NEUTRAL_TO_CONTACTOR_COIL HOT_TO_CONTACTOR_COIL CONTACTOR_COIL SPARE CONTACTS WILL MAKE CONTROL PANEL ON/OFF WITH DRY CONTACT SUPPLY FAN COMMON TO NORMALLY OPEN WHEN SUPPLY FAN IS ON. GROUP 1 SFC1 SFO1 COMMON NORMALLY OPEN SFC2 SFO2 COMMON NORMALLY OPEN WIRE TO ECPM03 TERMINALS. CONFIGURABLE OUTPUT. DCV SPEED (TOTAL) 0-10V OUTPUT ON PCB SEE ECPM03 OWNERS MANUAL. TO BMS + -VO+ VO- WIRE TO VFD TERMINAL STRIP. PROPORTIONAL TO FREQUENCY. VFD ANALOG (EACH VFD) 0-10V OUTPUT IN VFD SEE VFD OWNERS MANUAL. TO BMS + -30 2 CONTROL PANEL EXTERNAL TO SWITCH SIGNAL SWITCH THROUGH BMS WILL ACTIVATE ZONE1 FANS AND LIGHTS H1 IO1 BMS SWITCH C NO CONTROL PANEL GAS VALVE TO 24V DC ONLY ONLY ENERGIZED THROUGH LCD HMI WHEN FIRE SYSTEM ARMED. (NOT NEEDED IF USING 120V GAS VALVE). LGV N1D POSITIVE TO GAS VALVE NEGATIVE GAS SOLENOID CONTROL PANEL TO FIRE SYSTEM Responsibility: ALARM CONTRACTOR CONTROL PANEL COMPONENT CONTROL PANEL BUILDING SIGNAL FOR FIRE ALARM PANEL AL1 AL2 J9 BUILDING ALARM PANEL FIRE INPUT WIRE DIRECTLY TO CORE CIRCUIT BOARD. AL1 WILL MAKE AL2 IN FIRE CONDITION. CONTROL PANEL BUILDING SIGNAL FOR TROUBLE TROUBLE RELAY CONTACTS WILL MAKE TBC TO TBL IN TROUBLE CONDITION. BUILDING ALARM PANEL ALARM TBC TBL COMMON NORMALLY CLOSED DESCRIPTION OF OPERATION:JOB NO JOB NAME MODEL NUMBER DATE DRAWN BY DWG NO SCHEMATIC TYPE 6248879 Tom's Jr - Santa Ana Rev.2 DCV-2111 9/28/2023 INSTALL ECP #1-2 Demand Control Ventilation, w/ control for 2 Exhaust Fans, 1 Supply Fan, Exhaust on in Fire, Lights out in Fire, Fans modulate based on duct temperature. INVERTER DUTY 3 PHASE MOTOR REQUIRED FOR USE WITH VFD. Room temperature sensor shipped loose for field installation.Verify distance between VFD and Motor; additional cost could apply if distance exceeds 50 feet. CONTROL PANEL TO FIRE SYSTEM Responsibility: CERTIFIED INSTALLER CONTROL PANEL COMPONENT 21 22 FS-01 BK WH Fire Stat CONTROL PANEL MOUNTED FIRE TO DUCT DETECTION STAT(S) FIRE STAT SUPERVISED LOOP May be mixed factory and field wiring. See Installation Schematic. Multiple fire sensors possible. HIGH TEMP WIRE (842 F), PN: SLPCON-xFT required for all Supervised Loop wiring in contact with a hood. All other wiring shall be PN: 6320UL, Belden or similar. 23 24 FS-02 BK WH Fire Stat FIRE STATS CONTROL PANEL SYSTEM PULL TO FIRE STATION MANUAL ACTUATION LOOP / REMOTE FIRE SYSTEM LOOP. Multiple manual actuation possible. Multiple manual actuation possible. A Plug jumper with wires from pin1 to pin4 and from pin2 to pin3 is mounted on J10, remove the jumpers and wire in the supervised actuation loop. Microswitch MS-01 is optional for fire system interlock. Auxiliary Interlock (AUX-01): Wire AU1 / AU2 of adjacent Master FS panel(s) in each manual activation loop for simultaneous activation. See Fire system drawings for more information. 101 102 103 104 AUX-01 AU1 AU2 PULL STATION MS-01 C NO Micro SW MAD-01 C NO Manual Actuation Device Adjacent FS Panel WIRE DIRECTLY TO CONTROL BOARD CAT-5 CONNECTIONCONTROL PANEL REMOTE FS TO MASTER PANEL EOL120A CORE PCBECPM03 PLACE END OF LINE PLUG IN EMPTY JACK. PN: EOL120A ADDITIONAL DEVICES MAY BE INLINE. UNLESS VFD, PCU, OR OTHER COMPONENT IN SERIES. J3 J5 J6 CONTROL PANEL MASTER FS TO PANEL WIRE TO LIKE TERMINALS IN ALL CORE PANELS THAT MUST ACTIVATE TOGETHER. SET MASTER & SLAVE DIP SWITCHES PER FIRE SYSTEM SHIELDED TWISTED PAIRINTERLOCK NETWORK MASTER CORE MANUAL. CA CB CC BLACK RED SHIELD CA CB CC CONTROL PANEL FIRE SYSTEM TO EXTRA PRESSURE SWITCH WHRD PS-X NO C WIRING DIAGRAM FOR ALL OTHER PRESSURE SWITCHES IN SERIES. PSX H1D CONTROL PANEL FIRE SYSTEM TO RELEASE N1D SOLENOID BR BL RS-2 WIRING DIAGRAM FOR REMOTE RELEASE SOLENOID. RS2 DESCRIPTION OF OPERATION:JOB NO JOB NAME MODEL NUMBER DATE DRAWN BY DWG NO SCHEMATIC TYPE 6248879 Tom's Jr - Santa Ana Rev.2 DCV-2111 9/28/2023 INSTALL ECP #1-3 Fire System #1 TANK FS - 4.0/4.0/4.0 / Remote - 4.0. FS-1: MASTER DESCRIPTION OF OPERATION:JOB NO JOB NAME MODEL NUMBER DATE DRAWN BY DWG NO SCHEMATIC TYPE 6248879 Tom's Jr - Santa Ana Rev.2 DCV-2111 9/28/2023 INSTALL ECP #1-4 Fire System #1 TANK FS - 4.0/4.0/4.0 / Remote - 4.0. FS-1: MASTER SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S 6248879 MASTER DRAWING VJ-144 To m ' s J r - S a n t a A n a R e v . 2 14 3 0 E a s t E d i n g e r A v e n u e , Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ c a p t i v e a i r e . c o m Sa n t a A n a , C A , 9 2 7 0 5 ROOM TEMPERATURE Provides room override based on temperature differential between the room and duct. Installed by electrician on a wall, 5'-6' off the finished floor, in the space but not directly under the hood or close to an appliance (including the electrical control box) so the reading is accurate for space. FANSLIGHTS SENSOR DUCT TEMPERATURE Provides exhaust air temperature for proper hood control operation. For all installations excluding a single hood with factory risers and a hood mounted panel, duct mounted temperature sensors will need to be field wired. 2-wire 18 AWG plenum rated thermistor cable must be used. SENSOR HOOD CONTROL The LCD interface provides user control and hood status. The faceplate is connected to the hood control panel through CAT-5 cable. A faceplate has 2 RJ-45 connectors. One connects to port J4 or J5 in the hood control panel and the other will typically be occupied by a RJ-45 end-of-line terminator. INTERFACE Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/16/24 HOOD DETAILS - SHEET 7 M-216FOR REFERENCE ONLY 1430 E Edinger Ave 3/27/2025 DESCRIPTION OF OPERATION:JOB NO JOB NAME MODEL NUMBER DATE DRAWN BY DWG NO SCHEMATIC TYPE 6248879 Tom's Jr - Santa Ana Rev.2 DCV-2111 9/28/2023 INSTALL ECP #1-5 Fire System #1 TANK FS - 4.0/4.0/4.0 / Remote - 4.0. FS-1: MASTER WH BK A B C D E F G H I 1 2 3 4 5 6 7 8 9 10 PANEL LID COMPONENT LIST LABEL DESCRIPTION ST-X varies Starter OL-X varies Overload C-X varies Contactor TS-x A/CP-PO-T4"-EXPL Duct Thermostat 120 VAC RELAY RA-x 24 VDC RELAY RD-x PS-1 MDP18-24A-1C Power Sup. 24VDC BK RA-x 34.110.0184.0 120V Relay DPDT WH RA-x 34.110.0184.0 120V Relay DPDT GR UNLESS SPECIFIED OTHERWISE, ALL FACTORY AC WIRING 16 AWG. ALL FACTORY DC WIRING 18 AWG. N1 H1 DC - GN D DC + 8H1 7PCU 6ST 5KS 4KTS 3GAS 2AR1 1N1 120VJ9 5OV1 4SF1 3EF1 2B1 1IO1 120VJ7 AR1 H12x N12x B1 EF1 SF1 BK IO1 BK BK BK JUMPERW1 BK 14AWG BK 64 RD-1 BL PRDC+RO1 RD-x 34.110.0188.0 24VDC Light Relay BK WHSF1RA-2 RD-1 24V 1 2 3 4 5 6 7 8 9 10 11 12 13 14 J6 N1N1 RO 1 FAN PANEL COOLING DRY CONTACTS (SHOWN DE-ENERGIZED) HOOD LIGHTS J3 ECPM03/DAISY CHAIN AR1 H1JUMPER FIRE SYSTEM BK BK BK GAS KS ST NOTE: Configure ECPM03 for CORE SM-1 SM-2 ECPM03 J10 IL 1 A IL 1 B JUMPER MAKE UP AIR INTERLOCK. 1 2 11 1 JUMPER 1 2 11 1 JUMPER NOTE: All items on ECPM03 J3 line to be daisy chained from one component to the next, with EOL120A at end of line. Place PN: EOL120A in empty RJ45 port. J3 ECPM03 or Previous EOL J5 MASTER CORE RA-2-1 SFC1 SFO1 14 AWG YW RA-2-2 SFC2 SFO2 14 AWG YW FACTORY WIRING SCHEMATIC CIRCUIT BOARDS ECPM03 SC-20 x 18 x 8.62 BOX CONTROL INPUT 120V H1=LINE, N1=NEUTRAL, 15A BREAKER. DO NOT CONNECT TO SHUNT TRIP BREAKER. SEE INSTALLATION SCHEMATIC FOR ADDITIONAL REQ. NOTE: IF VFD HAS 1PH 240V INPUT, USE L1 & L2 ONLY. IF VFD HAS 1PH 120V INPUT, USE L1 & N ONLY. LEGEND FIELD WIRING FACTORY WIRING BK- BLACK BL- BLUE BR- BROWN OR- ORANGE WH- WHITE OR/BL- OR/BL STRIPE BL/RD- BL/RD STRIPE RD/GN- RD/GN STRIPE WH/BL- WH/BL STRIPE YW- YELLOW GY- GREY PR- PURPLE RD- RED GR- GREEN WH / B L BL H1N1 DC - DC + LN -+ PS-01 AC 24V GN D DCKSKSBKKS BK BK GAS ST P1 A ( + ) P1 B ( - ) 63.4% 79.2% BKEF1 PR WH GR / Y W WH / B L BL J4 J5 FAN SECONDARY PANEL COOLING IF NECESSARY EF1 WHBK JUMPER ECPM03 J10 IL 2 A IL 2 B TERMINAL GAS USED FOR 120V POWERED GAS VALVES ONLY DWG NO JOB NO DATE DRAWN BY JOB NAME DESCRIPTION OF OPERATION TYPE DRAWING TITLE 6248879 Tom's Jr - Santa... FACTORY DCV-2111 9/28/2023 ECP #1-6 Demand Control Ventilation, w/ control for 2 Exhaust Fans, 1 Supply Fan, Exhaust on in Fire, Lights out in Fire, Fans modulate based on duct temperature. INVERTER DUTY 3 PHASE MOTOR REQUIRED FOR USE WITH VFD. Room temperature sensor shipped loose for field installation.Verify distance between VFD and Motor; additional cost could apply if distance exceeds 50 feet. A B C D E F G H I 1 2 3 4 5 6 7 8 9 10 MOTOR POWER CIRCUITS. SEE INSTALLATION COMPONENT LIST LABEL DESCRIPTION ST-X varies Starter 120 VAC RELAY RA-x 24 VDC RELAY RD-x FACTORY WIRING SCHEMATIC CIRCUIT BOARDS ECPM03 DCV Rev. 2.10.00 HMI Rev. 2.10.00 SC-20 x 18 x 8.62 BOX DIAGRAM FOR FIELD WIRING REQUIREMENTS. C-X varies Contactor SM-X varies VFD LEGEND FIELD WIRING FACTORY WIRING BK- BLACK BL- BLUE BR- BROWN OR- ORANGE WH- WHITE OR/BL- OR/BL STRIPE BL/RD- BL/RD STRIPE RD/GN- RD/GN STRIPE WH/BL- WH/BL STRIPE YW- YELLOW GY- GREY PR- PURPLE RD- RED GR- GREEN LR-X varies Line/Load Reactor DWG NO JOB NO DATE DRAWN BY JOB NAME DESCRIPTION OF OPERATION TYPE DRAWING TITLE 6248879 Tom's Jr - Santa... FACTORY DCV-2111 9/28/2023 ECP #1-7 Demand Control Ventilation, w/ control for 2 Exhaust Fans, 1 Supply Fan, Exhaust on in Fire, Lights out in Fire, Fans modulate based on duct temperature. INVERTER DUTY 3 PHASE MOTOR REQUIRED FOR USE WITH VFD. Room temperature sensor shipped loose for field installation.Verify distance between VFD and Motor; additional cost could apply if distance exceeds 50 feet. BK BK BK BK BK BK BK BK BK BK BK BK U/T1 V/T2 W/T3 L1 L2 L3/N GR GR GND VFD: HP: MTR: FLA: P107: P108: P410: P150: P100: P194: P101: P131: P167: P103: P102: L1 L2 L3 10 AWG 3 PH 40 A 208 V U1 V1 W1 SM-1 ESV552N02TXB571 225 01 01 11 91 00 21.1 7.500 EXH-1 N/A N/A 76.9 75.0 0.0 GND BK BK BK BK BK BK BK BK BK BK BK BK U/T1 V/T2 W/T3 L1 L2 L3/N GR GR GND VFD: HP: MTR: FLA: P107: P108: P410: P150: P100: P194: P101: P131: P167: P103: P102: L4 L5 L6 8 AWG 3 PH 50 A 208 V U2 V2 W2 SM-2 ESV752N02TXB571 225 01 01 21 93 00 27.0 10.000 EVAP MAU- N/A N/A 59.5 59.2 0.0 GND A B C D E F G H I 1 2 3 4 5 6 7 8 9 10 FACTORY WIRING SCHEMATIC CORE FIRE PROTECTION COMPONENT LIST LABEL DESCRIPTION 120 VAC RELAY RA-x 24 VDC RELAY RD-x 24 VOLT BATTERY PACK 5 AMP FUSE RD SHIELDED TWISTED PAIR PCB-2 J3-2 J4-1 J3-11 J4-3 J4-2 J4-8 J4-9 J4-12 J3-14 J4-5 J3-13 J3-4 J4-6 J3-10 J2-1 J2-2 J2-3 J2-4 J7-2 J7-3 J7-1 J3-1 J3-3 RD RD BR RD ALL 18AWG RD BK ORRD PKRD BRRD RD OR/BL BK 18AWG BK BK J3-5 J1-1 J1-2 RD BK BK RD FIRE STAT SUPERVISED LOOP May be mixed factory and field wiring. See Installation Schematic. Multiple fire sensors possible. + + RD BK BK RD Shield BK RD RS-485 CORE INTERLOCK NETWORK. Connection to other CORE Panels or Communication Module. See Installation Schematic for Connection. N1D 3xH1D3x DISCONNECT J1 21 22 23 24 16AWG WHN1 H1 PN: 1606-XLP-60EQ Adjust power supply to 27.5 Volts with an accurate Digital Volt Meter or with an HMI plugged into the CORE board. NL +- PS-02 60W GR BK GND PCB-2 PCBCORE-APP CORE PCB PS-02 1606-XLP-60E CORE POWER SUPPLY WS-x varies Water Solenoid LT-06 PNL-1163-0UR 24V Red Ind. Light LL-01 AQ5510 Surf. Level Sensor AA-01 SCE120LA3FP1B Audible Alarm PB-01 D7-F2X11 Prime/Reset Switch SW-04 BZ-2RQ1-A2 Tamper Switch SP-1 50000-805 Surfactant Pump PB-01 Prime / Reset RD-20 Trouble Relay RD-17 Fire Relay DRY CONTACTS (SHOWN DE-ENGERGIZED) AA-01 Audible Alarm SW-04 Door Tamper Switch C NO FS-01 BK WH Fire Stat FS-02 BK WH Fire Stat HIGH TEMP WIRE (842 F), PN: SLPCON-xFT required for all Supervised Loop wiring in contact with a hood. All other wiring shall be PN: 6320UL, Belden or similar. Factory mounted hood sensors will be terminated at junction box on top of hood. GV-1 varies 24v DC Gas Valve INTERLOCK FOR AUTOMAN ACTIVATION. Used for activating 120V automan or adjacent Master CORE panels during active Fire Condition. RD-18-1 YW J3-16 J3-8 LT-6 R FIRE INDICATOR DIP Switch ATTENTION: LOW-VOLTAGE DC OR SIGNALING WIRE SHOULD BE ROUTED IN SEPARATE CONDUIT FROM ALL AC SOURCES. RD/GNRDRD-19 Equipment Relay COOKING EQUIPMENT DISABLE RELAY. For UDS Kill Switch, wire EKC and EKS terminals to like terminals in UDS panel. RD-19-1 EKC EST EKS YW INTERLOCK FOR AUTOMAN ACTIVATION. Used for activating 120V automan or adjacent Master CORE panels during active Fire Condition. RD-18-1 YW RD OR/BLRD-18 Auxiliary Interlock Relay FS-XX 12-F28021-000360 Duct Fire Sensor LT-05 PNL-1163-0UY 24V YLW Ind. Light PS-01 Station STI-SS2431 Remote Puill/Push FOR SHIPMENT J10-1 J10-2 J10-3 J10-4 RD BK BK RD 101 102 103 104 MANUAL ACTUATION LOOP / REMOTE FIRE SYSTEM LOOP. Multiple manual actuation possible. A Plug jumper with wires from pin1 to pin4 and from pin2 to pin3 should be mounted on J10 if there is no manual actuation device and no microswitch. MAD-01 C NO Manual Actuation Device MS-01 C NO Micro SW 1 2 3 4 5 6 7 8 SW 1 OPEN PUT END OF LINE PLUG IN EMPTY RJ45 J3 ECPM03 UNLESS PCU AFM OR OTHER COMPONENT IN SERIES. CAT-5 WIRING (MASTER ONLY) FIELD WIRED IF REMOTE PREWIRE RD-XX PLC-RPT-24DC/21 24VDC Phoenix Relay AUX-01 AU1 AU2 Auxiliary Interlock (AUX-01): Wire AU1 / AU2 of adjacent Master CORE panel(s) in each manual activation loop for simultaneous activation. AU1/AU2 will have continuity for 10 seconds if adjacent panel goes into fire condition, activating this CORE Panel but allowing for a reset after 10 seconds. NOTE: AU1/AU2 terminals of CORE Panel should not be wired into its own manual activation loop.Adjacent CORE Panel Master CORE set DIP SW 8 to CLOSED position. Slave CORE with address 1 set DIP SW 8 to CLOSED position. All other CORES set DIP SW 8 OPEN. 18AWG LEGEND FIELD WIRING FACTORY WIRING BK- BLACK BL- BLUE BR- BROWN OR- ORANGE WH- WHITE OR/BL- OR/BL STRIPE BL/RD- BL/RD STRIPE RD/GN- RD/GN STRIPE WH/BL- WH/BL STRIPE YW- YELLOW GY- GREY PR- PURPLE RD- RED GR- GREEN FIRE INDICATOR FAULT CONDITION FLASH CODES 2 Release Solenoid 3 Pressure Switch 4 Auxiliary Fault 5 Microcontroller Fault 6 N/A 7 Supervised Loop 8 Ground Fault 9 Surfactant Low 10 Battery Voltage Low 11 AC Power Failure 12 Door Tamper Switch 13 Test Mode 14 CORE Interlock Network 15 Fault on Hood in Interlock Network 16 Fault on PCU in Interlock Network FIRE ALARM SYSTEM DRY CONTACTS. Termials AL1 & AL2 make in FIRE. To Building Fire Alarm Panel J9 AL1 AL2 J3-7 FIRE SYSTEM DRY CONTACTS. Dry contacts will make C2 to AR2 when system is armed. RD-17-1 C2 AR2 14 AWG YW TROUBLE RELAY. Contact terminals TBC & TBL make if there is trouble. Contact terminals TBC & TOK make if the system is ok. RD-20-1 TBC TBL TOK YW PR RS SW-05-1 Test Armed 3 4 YW RS-1 RELEASE SOLENOID BLBR RD ORSW-05-3 Test Armed 3 4 J4-13 SW-05 ZB5AD2 TEST/ARM Switch J3-10 J3-7 PR RS2 SW-05-2 Test Armed 3 4 YW RS-2 RELEASE SOLENOID BLBR J4-9RDPSORJ4-9 PS-1 PSX WH WH RD PWS-01 24VDC 18W POWER 24VDC Power Suppl CA CB CC AU1AU1 AU2AU2 TR2 MAD-01 DEVICE MANUAL ACTIVATION GAS VALVES SHOULD BE WIRED TO MASTER CORE BOARD ONLY. RDRD GV-1 24V DC Gas ValveLGVPK TERMINAL LGV USED FOR 24VDC POWERED GAS VALVES ONLY. PS-X QTY-1 Pressure Switches PS-1 **REMOTE TANK CABINET REQUIRES FIELD WIRING WIRED IN SERIES. A TERMINAL BLOCK SHOULD BE ADDED BETWEEN EACH PRESSURE SWITCH PRESSURE SWITCHES SHOULD BEQTY-2 (2nd Contact) BK WHH1 N1 FAN PANEL COOLING *POWER FROM H1/N1 ONLY ON STANDALONE PACKAGE W/O ECP DWG NO JOB NO DATE DRAWN BY JOB NAME DESCRIPTION OF OPERATION TYPE DRAWING TITLE 6248879 Tom's Jr - Santa... FACTORY DCV-2111 9/28/2023 ECP #1-8 Fire System #1 TANK FS - 4.0/4.0/4.0 / Remote - 4.0. FS-1: MASTER SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S 6248879 MASTER DRAWING VJ-144 To m ' s J r - S a n t a A n a R e v . 2 14 3 0 E a s t E d i n g e r A v e n u e , Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ c a p t i v e a i r e . c o m Sa n t a A n a , C A , 9 2 7 0 5 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/16/24 HOOD DETAILS - SHEET 9 M-217FOR REFERENCE ONLY 1430 E Edinger Ave 3/27/2025 CONTROL PANEL. LCD INTERFACE. DUCT TEMPERATURE SENSOR. ROOM TEMPERATURE SENSOR. DEMAND CONTROL VENTILATION HOOD CONTROL PANEL SPECIFICATIONS: -CONTROLS SHALL BE LISTED BY ETL (UL 508A) AND SHALL COMPLY WITH DEMAND VENTILATION SYSTEM TURNDOWN REQUIREMENTS OUTLINED IN IECC 403.7.5 (2021). -THE CONTROL ENCLOSURE SHALL BE NEMA 1 RATED AND LISTED FOR INSTALLATION INSIDE OF THE EXHAUST HOOD UTILITY CABINET. THE CONTROL ENCLOSURE MAY BE CONSTRUCTED OF STAINLESS STEEL OR PAINTED STEEL. -TEMPERATURE PROBE(S) LOCATED IN THE EXHAUST DUCT RISER(S) SHALL BE CONSTRUCTED OF STAINLESS STEEL. -A DIGITAL CONTROLLER SHALL BE PROVIDED TO ACTIVATE THE HOOD EXHAUST FANS DYNAMICALLY BASED ON A FIXED DIFFERENTIAL BETWEEN THE AMBIENT AND DUCT TEMPERATURES SENSORS. THIS FUNCTION SHALL MEET THE REQUIREMENTS OF IMC 507.1.1. -A DIGITAL CONTROLLER SHALL PROVIDE ADJUSTABLE HYSTERESIS SETTINGS TO PREVENT CYCLING OF THE FANS AFTER THE COOKING APPLIANCES HAVE BEEN TURNED OFF AND/OR THE HEAT IN THE EXHAUST SYSTEM IS REDUCED. -A DIGITAL CONTROLLER SHALL PROVIDE AN ADJUSTABLE MINIMUM FAN RUN-TIME SETTING TO PREVENT FAN CYCLING. -VARIABLE FREQUENCY DRIVES (VFDS) SHALL BE PROVIDED FOR FANS AS REQUIRED. THE DIGITAL CONTROLLER SHALL MODULATE THE VFDS BETWEEN A MINIMUM SETPOINT AND A MAXIMUM SETPOINT ON DEMAND. THE DUCT TEMPERATURE SENSOR INPUT(S) TO THE DIGITAL CONTROLLER SHALL BE USED TO CALCULATE THE SPEED REFERENCE SIGNAL. -THE VFD SPEED RANGE OF OPERATION SHALL BE FROM 0% TO 100% FOR THE SYSTEM, WITH THE ACTUAL MINIMUM SPEED SET AS REQUIRED TO MEET MINIMUM VENTILATION REQUIREMENTS. -AN INTERNAL ALGORITHM TO THE DIGITAL CONTROLLER SHALL MODULATE SUPPLY FAN VFD SPEED PROPORTIONAL TO ALL EXHAUST FANS THAT ARE LOCATED IN THE SAME FAN GROUP AS THE SUPPLY FAN. -THE SYSTEM SHALL OPERATE IN PREP MODE DURING LIGHT COOKING LOAD OR COOL DOWN MODE WHEN SUFFICIENT HEAT REMAINS UNDERNEATH THE HOOD SYSTEM AFTER COOKING OPERATIONS HAVE COMPLETED. OPERATION DURING EITHER OF THESE PERIODS WILL DISABLE THE SUPPLY FANS AND PROVIDE AN EXHAUST FAN SPEED THAT IS EQUAL TO THE MINIMUM VENTILATION REQUIREMENT. -A DIGITAL CONTROLLER SHALL DISABLE THE SUPPLY FAN(S), ACTIVATE THE EXHAUST FAN(S), ACTIVATE THE APPLIANCE SHUNT TRIP, AND DISABLE AN ELECTRIC GAS VALVE AUTOMATICALLY WHEN FIRE CONDITION IS DETECTED ON A COVERED HOOD. -A DIGITAL CONTROLLER SHALL ALLOW FOR EXTERNAL BMS FAN CONTROL VIA DRY CONTACT (EXTERNAL CONTROL SHALL NOT OVERRIDE FAN OPERATION LOGIC AS REQUIRED BY CODE). -AN LCD INTERFACE SHALL BE PROVIDED WITH THE FOLLOWING FEATURES: A. ON/OFF PUSH BUTTON FAN & LIGHT SWITCH ACTIVATION. B. INTEGRATED GAS VALVE RESET FOR ELECTRONIC GAS VALVES (NO RESET RELAY REQUIRED). C. VFD FAULT DISPLAY WITH AUDIBLE & VISUAL ALARM NOTIFICATION. D. DUCT TEMPERATURE SENSOR FAILURE DETECTION WITH AUDIBLE & VISUAL ALARM NOTIFICATION. E. MIS-WIRED DUCT TEMPERATURE SENSOR DETECTION WITH AUDIBLE & VISUAL ALARM NOTIFICATION. F. A SINGLE LOW VOLTAGE CAT-5 RJ45 WIRING CONNECTION. G. AN ENERGY SAVINGS INDICATOR THAT UTILIZES MEASURED KWH FROM THE VFDS. SEQUENCE OF OPERATIONS: THE HOOD CONTROL PANEL IS CAPABLE OF OPERATING IN ONE OR MORE OF THE FOLLOWING STATES AT ANY GIVEN TIME: -AUTOMATIC: THE SYSTEM OPERATES BASED ON THE DIFFERENTIAL BETWEEN ROOM TEMPERATURE AND THE TEMPERATURE AT THE HOOD CAVITY OR EXHAUST DUCT COLLAR. FANS ACTIVATE AT A CONFIGURABLE TEMPERATURE DIFFERENTIAL THRESHOLD. DEPENDING ON THE JOB CONFIGURATION EACH FAN ZONE CAN BE CONFIGURED AS STATIC OR DYNAMIC. THESE TERMS REFER TO WHETHER A VARIABLE MOTOR (SUCH AS EC MOTORS OR VFD DRIVEN MOTORS) MODULATE WITH TEMPERATURE. IF THE PANEL IS EQUIPPED WITH VARIABLE SPEED FANS AND THE ZONE IS DEFINED AS "DYNAMIC", THESE WILL MODULATE WITHIN A USER-DEFINED RANGE BASED ON THE TEMPERATURE DIFFERENTIAL. PANELS EQUIPPED WITH VARIABLE SPEED FANS AND A FAN ZONE DEFINED AS "STATIC", FANS WILL RUN AT A SET SPEED CALCULATED FOR THE DRIVE. DEMAND CONTROL VENTILATION SYSTEMS ARE CAPABLE OF MODULATING EXHAUST AND MAKE UP AIR FAN SPEEDS PER THE REQUIREMENTS OUTLINED IN IECC 403.7.5 (2021). -MANUAL: THE SYSTEM OPERATES BASED ON HUMAN INPUT FROM AN HMI. -SCHEDULE: A WEEKLY SCHEDULE CAN BE SET TO RUN FANS FOR A SPECIFIED PERIOD THROUGHOUT THE DAY. THERE ARE THREE OCCUPIED TIMES PER DAY TO ALLOW FOR THE USER TO SET UP A TIME THAT IS SUITABLE TO THEIR NEEDS. ANY TIME THAT IS WITHIN THE DEFINED OCCUPIED TIME, THE SYSTEM WILL RUN AT MODULATION MODE AND FOLLOW THE FAN PROCEDURE ALGORITHM BASED ON TEMPERATURE DURING THIS TIME. DURING UNOCCUPIED TIME, THE SYSTEM WILL HAVE AN EXTRA OFFSET TO PREVENT UNINTENDED ACTIVATION OF THE SYSTEM DURING A TIME WHERE THE SYSTEM IS NOT BEING OCCUPIED. -OTHER: THE SYSTEM OPERATES BASED ON THE INPUT FROM AN EXTERNAL SOURCE (DDC, BMS OR HARD-WIRED INTERLOCK). FIRE:UPON ACTIVATION OF THE HOOD FIRE SUPPRESSION SYSTEM, THE EXHAUST FAN WILL COME ON OR CONTINUE TO TO RUN, THE HOOD MAKEUP AIR WILL SHUTDOWN, AND A SIGNAL WILL BE SENT FOR ACTIVATING THE SHUNT TRIP BREAKER PROVIDED BY THE ELECTRICIAN. FUEL GAS WILL SHUT OFF VIA A MECHANICAL/ELECTRICAL GAS VALVE ACTUATED BY THE HOOD FIRE SUPPRESSION SYSTEM. - SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S 6248879 MASTER DRAWING VJ-144 To m ' s J r - S a n t a A n a R e v . 2 14 3 0 E a s t E d i n g e r A v e n u e , Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ c a p t i v e a i r e . c o m Sa n t a A n a , C A , 9 2 7 0 5 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/16/24 HOOD DETAILS - SHEET 10 M-218FOR REFERENCE ONLY 1430 E Edinger Ave 3/27/2025 TAG PART #CFM GPM ZON E COVEREDBY SP WEIGHT VELOCITY QTY DESCRIPTION P1 DW1890DWASY-3Z-S 3575 -0.224 56.87 2023.04 1 DOUBLE WALL DUCT - 18" INNER 90 DUCT - 3 LAYERS ZERO CLEARANCE - 24" STAINLESS STEEL OUTER SHELL. P2 DW1817DWLT-3Z-S 3575 -0.006 33.72 2023.04 1 DOUBLE WALL DUCT - 18" INNER DUCT, 17" LONG - 3 LAYERS ZERO CLEARANCE - 24" STAINLESS STEEL OUTER SHELL. P3 DW2428SADKIT 9.61 1 DUCT - HORIZONTAL SADDLE SUPPORT KIT, USED WITH 24" OD - INCLUDES UNI-STRUT CUT TO LENGTH, DW2428SAD, & HARDWARE BAG 4. P4 DW1822DWRNDADPEC3ASY17-3Z-S 3575 -0.032 47.00 2023.04 1 DOUBLE WALL DUCT ECCENTRIC - 18" X 22" RND2RND ADAPTER - 17" TALL - 3 LAYERS ZERO CLEARANCE - 24" X 28" STAINLESS STEEL OUTER SHELL. STANDARD ADAPTER. P5 DW22DWTEASY-3Z-S 5600 1 -0.5905 90.52 2121.36 1 DOUBLE WALL DUCT - 22" INNER TEE DUCT - 3 LAYERS ZERO CLEARANCE - 28" STAINLESS STEEL OUTER SHELL. P6 DW1822DWRNDADPEC3ASY17-3Z-S 2025 -0.01 47.00 1145.92 1 DOUBLE WALL DUCT ECCENTRIC - 18" X 22" RND2RND ADAPTER - 17" TALL - 3 LAYERS ZERO CLEARANCE - 24" X 28" STAINLESS STEEL OUTER SHELL. STANDARD ADAPTER. P7 DW1817DWLT-3Z-S 2025 -0.002 33.72 1145.92 1 DOUBLE WALL DUCT - 18" INNER DUCT, 17" LONG - 3 LAYERS ZERO CLEARANCE - 24" STAINLESS STEEL OUTER SHELL. P8 DW2428SADKIT 9.61 1 DUCT - HORIZONTAL SADDLE SUPPORT KIT, USED WITH 24" OD - INCLUDES UNI-STRUT CUT TO LENGTH, DW2428SAD, & HARDWARE BAG 4. P9 DW2428SADKIT 9.61 1 DUCT - HORIZONTAL SADDLE SUPPORT KIT, USED WITH 24" OD - INCLUDES UNI-STRUT CUT TO LENGTH, DW2428SAD, & HARDWARE BAG 4. P10 DW1890DWASY-3Z-S 2025 -0.0718 56.87 1145.92 1 DOUBLE WALL DUCT - 18" INNER 90 DUCT - 3 LAYERS ZERO CLEARANCE - 24" STAINLESS STEEL OUTER SHELL. P11 DW2247DWLT-3Z-S 5600 -0.015 114.76 2121.36 1 DOUBLE WALL DUCT - 22" INNER DUCT, 47" LONG - 3 LAYERS ZERO CLEARANCE - 28" STAINLESS STEEL OUTER SHELL. P12 DW2247DWAJD-3Z-S 5600 -0.014 156.57 2121.36 1 DOUBLE WALL ADJUSTABLE DUCT - 22" INNER DUCT - 3 LAYERS ZERO CLEARANCE - 28" STAINLESS STEEL OUTER SHELL. MIN LENGTH = 11" / MAX LENGTH = 48.5" / ADJUSTMENT = 30.5" / ADJUSTABLE SECTION MAY NEED TO BE CUT. INCLUDES SINGLE AND DOUBLE WALL "V" CLAMPS. P13 ASSEMBLED W/P14 DW224550DWLTTP-3Z-S 5600 -0.015 112.04 2121.36 1 DOUBLE WALL DUCT - 22" INNER DUCT, 45.5" LONG - 3 LAYERS ZERO CLEARANCE - 28" STAINLESS STEEL OUTER SHELL - USED WITH TRANSITION PLATE. P14 ASSEMBLED W/P13 O=B,P15 DW3822TPDB 5600 29.70 2121.36 1 DUCT TO CURB TRANSITION DOWN TURN, 38.5" CURB TO 22" DUCT, 16 GA ALUMINIZED. NON-STANDARD PART. NOT FOR USE WITH EXHAUST FANS. P15 ASSEMBLED W/P14 DW22RISER 5600 -0.001 3.53 2121.36 1 SINGLE WALL DUCT RISER FOR WELDED HOODS, 22" DIA DUCT. STAINLESS STEEL. P16 ASSEMBLED W/P20 DW22TEASY 5600 1 -0.2023 30.55 2121.36 1 SINGLE WALL DUCT TEE, 22" DUCT, ASSEMBLY. P17 DW2247LT 5600 -0.015 34.17 2121.36 1 SINGLE WALL DUCT 22" DIAMETER, 47" LONG, FLANGE AT BOTH ENDS. STAINLESS STEEL. P18 DW2224ADPEC13 5600 -0.005 11.52 2121.36 1 SINGLE WALL DUCT ECCENTRIC ADAPTER, 22" DUCT DIA TO 24" DUCT DIA, ASSEMBLY - 430 STAINLESS STEEL. SYSTEM AT P18 -2.4473 0.00 P19 DW22SUBRASY 3.80 1 DUCT SUPPORT BRACKET KIT, 22" DUCT, USED FOR HANGING DUCT. 12 GA STEEL, CLEAR ZINC COATING. - 2 RINGS, 4 BRACKETS, & HARDWARE BAG 2. P20 ASSEMBLED W/P16 O=S DW2223ADKIT 7.72 1 DUCT ACCESS DOOR WITH HANDLE & GREASE DAM, FOR 22" DUCT USE 23" DOOR. STAINLESS STEEL. 3M-2000PLUS 0.80 7 DUCT - 3M FIRE BARRIER 2000 PLUS SILICONE - USED AS SEALANT TO SEAL DUCT JOINTS. DW18DWCLASY-3Z-S 7.85 4 DUCT - 18" DUCT - 24" DOUBLE "V" CLAMP - 3Z INSULATION & SINGLE "V" CLAMP INCLUDED - ZERO CLEARANCE. DW22CLASY 1.50 4 DUCT "V" CLAMP WITH NEW DESIGN 14 GA BRACKETS, 22" DUCT, ASSEMBLY. DW22DWCLASY-3Z-S 9.49 3 DUCT - 22" DUCT - 28" DOUBLE "V" CLAMP - 3Z INSULATION & SINGLE "V" CLAMP INCLUDED - ZERO CLEARANCE. DW24CLASY 1.65 1 DUCT "V" CLAMP WITH NEW DESIGN 14 GA BRACKETS, 24" DUCT, ASSEMBLY. TOTAL WEIGHT 972.01 P1 P10 P11 P12 P13 P15 P16P17P18P19 P20 P4 P5 P9 66.08"66.08" 179"MAX175" 141.5"MIN 77.01" 25.00 17.31"48.75" 143.06" 21.13" 196.5"MAX 192" 159"MIN DUCTWORK #1 FRONT VIEW P10P18P4P5P9 66.05" 66.05" 77.01" DUCTWORK #1 TOP VIEW SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S 6248879 MASTER DRAWING VJ-144 To m ' s J r - S a n t a A n a R e v . 2 14 3 0 E a s t E d i n g e r A v e n u e , Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ c a p t i v e a i r e . c o m Sa n t a A n a , C A , 9 2 7 0 5 GREASE EXHAUST DUCT TYPE I HOOD 20GA CONSTRUCTION DOUBLE WALL LISTED TO UL-1978 UL-2221 **INSTALLING CONTRACTOR** TO FIELD VERIFY AND CONFIRM ALL DUCTWORK ROUTING PRIOR TO ORDER Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/16/24 HOOD DETAILS - SHEET 11 M-219FOR REFERENCE ONLY 1430 E Edinger Ave 3/27/2025 P11 P12 P13 P15 P20 P9 179"MAX 175" 141.5"MIN DUCTWORK #1 SIDE VIEW P1 P10 P11 P12 P13 P15 P16 P17 P18 P19 P2 P20 P3 P4 P5 P6 P7 P9 DUCTWORK #1 SE VIEW SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S 6248879 MASTER DRAWING VJ-144 To m ' s J r - S a n t a A n a R e v . 2 14 3 0 E a s t E d i n g e r A v e n u e , Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ c a p t i v e a i r e . c o m Sa n t a A n a , C A , 9 2 7 0 5 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/16/24 MHOOD DETAILS - SHEET 12 M-220FOR REFERENCE ONLY 1430 E Edinger Ave 3/27/2025 TAG PART #CFM GPM ZON E COVEREDBY SP WEIGHT VELOCITY QTY DESCRIPTION P1 DW1247DWLT-2R-S 1000 -0.013 54.71 1273.24 1 DOUBLE WALL DUCT - 12" INNER DUCT, 47" LONG - 2 LAYERS REDUCED CLEARANCE - 16" STAINLESS STEEL OUTER SHELL. P2 DW1247DWAJD-2R-S 1000 -0.011 83.19 1273.24 1 DOUBLE WALL ADJUSTABLE DUCT - 12" INNER DUCT - 2 LAYERS REDUCED CLEARANCE - 16" STAINLESS STEEL OUTER SHELL. MIN LENGTH = 11" / MAX LENGTH = 48.5" / ADJUSTMENT = 30.5" / ADJUSTABLE SECTION MAY NEED TO BE CUT. INCLUDES SINGLE AND DOUBLE WALL "V" CLAMPS. P3 DW1247DWLT-2R-S 1000 -0.013 54.71 1273.24 1 DOUBLE WALL DUCT - 12" INNER DUCT, 47" LONG - 2 LAYERS REDUCED CLEARANCE - 16" STAINLESS STEEL OUTER SHELL. P4 ASSEMBLED W/P5 DW124550DWLTTP-2R-S 1000 -0.013 53.52 1273.24 1 DOUBLE WALL DUCT - 12" INNER DUCT, 45.5" LONG - 2 LAYERS REDUCED CLEARANCE - 16" STAINLESS STEEL OUTER SHELL - USED WITH TRANSITION PLATE. P5 ASSEMBLED W/P4,P6 DW1912TPDB 1000 11.56 1273.24 1 DUCT TO CURB TRANSITION DOWN TURN, 19-1/2" CURB TO 12" DUCT, 16 GA ALUMINIZED STEEL. NOT FOR USE WITH EXHAUST FANS. P6 ASSEMBLED W/P5 DW12RISER 1000 -0.001 1.93 1273.24 1 SINGLE WALL DUCT RISER FOR WELDED HOODS, 12" DIA DUCT. STAINLESS STEEL. P7 ASSEMBLED W/P8 DW12TEASY 1000 1 -0.044 11.69 1273.24 1 SINGLE WALL DUCT TEE, 12" DUCT, ASSEMBLY. P8 ASSEMBLED W/P7 O=S DW1213ADKIT 2.93 1 DUCT ACCESS DOOR WITH HANDLE & GREASE DAM, FOR 12" DUCT USE 13" DOOR. STAINLESS STEEL. P9 DW1247LT 1000 -0.013 18.70 1273.24 1 SINGLE WALL DUCT 12" DIAMETER, 47" LONG, FLANGE AT BOTH ENDS. STAINLESS STEEL. P10 DW12SUBRASY 2.76 1 DUCT SUPPORT BRACKET KIT, 12" DUCT, USED FOR HANGING DUCT. 12 GA STEEL, CLEAR ZINC COATING. - 2 RINGS, 4 BRACKETS, & HARDWARE BAG 2. P11 DW1214ADPEC13 1000 -0.007 6.55 1273.24 1 SINGLE WALL DUCT ECCENTRIC ADAPTER, 12" DUCT DIA TO 14" DUCT DIA, ASSEMBLY - 430 STAINLESS STEEL. SYSTEM AT P11 -0.613 0.00 3M-2000PLUS 0.80 2 DUCT - 3M FIRE BARRIER 2000 PLUS SILICONE - USED AS SEALANT TO SEAL DUCT JOINTS. DW12CLASY 0.94 4 DUCT "V" CLAMP WITH NEW DESIGN 14 GA BRACKETS, 12" DUCT, ASSEMBLY. DW12DWCLASY-2R-S 6.44 1 DUCT - 12" DUCT - 16" DOUBLE "V" CLAMP - 2R INSULATION & SINGLE "V" CLAMP INCLUDED - REDUCED CLEARANCE. DW14CLASY 1.06 1 DUCT "V" CLAMP WITH NEW DESIGN 14 GA BRACKETS, 14" DUCT, ASSEMBLY. TOTAL WEIGHT 315.11 P1 P2 P3 P4 P6 P9 204.5"MAX 195.5" 167"MIN 12" 16" DUCTWORK #2 FRONT VIEW P1 P11 P2 P3 P4 P6 P7 P8P9 204.5"MAX 195.5" 167"MIN 72.01" 12" 16" 15.00 12.31" 84.31" DUCTWORK #2 SIDE VIEW P10 P11 P7 P8 P9 72.01" DUCTWORK #2 TOP VIEW P1 P11 P2 P3 P4 P6 P7P8 P9 DUCTWORK #2 SE VIEW SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S 6248879 MASTER DRAWING VJ-144 To m ' s J r - S a n t a A n a R e v . 2 14 3 0 E a s t E d i n g e r A v e n u e , Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ c a p t i v e a i r e . c o m Sa n t a A n a , C A , 9 2 7 0 5 GREASE EXHAUST DUCT TYPE I HOOD 20GA CONSTRUCTION DOUBLE WALL LISTED TO UL-1978 UL-2221 **INSTALLING CONTRACTOR** TO FIELD VERIFY AND CONFIRM ALL DUCTWORK ROUTING PRIOR TO ORDER Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R DC TT 9-1-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 08/16/24 HOOD DETAILS - SHEET 13 M-221FOR REFERENCE ONLY 1430 E Edinger Ave 3/27/2025 PROJECT NOTES LEGEND AND ABBREVIATIONSPLUMBING SPECIFICATIONS IDENTIFICATION SYMBOLS PART 1 - GENERAL: 1.THE CONTRACTOR SHALL FURNISH ALL MATERIAL, LABOR, EQUIPMENT, APPURTENANCES, AND OTHER CONTRACTUAL EXPENSES REQUIRED FOR THE COMPLETE INSTALLATION OF THE PLUMBING WORK TO THE SATISFACTION OF THE OWNER, ENGINEER, AND ARCHITECT. 2.ALL ROOF MOUNTED EQUIPMENT WEIGHING OVER 500 LBS REQUIRES BUILDING AND STRUCTURAL PLAN CHECK APPROVAL. VERIFY EQUIPMENT SIZE, LOCATION, WEIGHT, AND ROOF OPENING WITH STRUCTURAL ENGINEER. 3.THE PLUMBING WORK SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL LEGALLY CONSTITUTED AUTHORITIES AND CODES HAVING JURISDICTION. ALL FIXTURES IN ACCESSIBLE (ADA) RESTROOMS SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF THE STATE OF CALIFORNIA HANDICAP CODE, FEDERAL AND LOCAL HANDICAP CODES HAVING JURISDICTION. 4.THE CONTRACTOR SHALL GUARANTEE ALL EQUIPMENT, APPARATUS, ACCESSORIES (I.E., THE ENTIRE INSTALLATION) AS FURNISHED BY HIM FOR A PERIOD OF ONE YEAR. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY ITEM WHICH MAY PROVE DEFECTIVE WITHIN ONE (1) YEAR FROM THE DATE THE APPARATUS IS ACCEPTED AND PLACED IN OPERATION WITHOUT ANY ADDITIONAL COST TO THE OWNER. 5.THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS, LICENSES, AND INSPECTIONS REQUIRED TO COMPLETE THE PLUMBING WORK. 6.THE DRAWING INDICATES IN DIAGRAMMATIC FORM ARRANGEMENTS DESIRED FOR PRINCIPAL APPARATUS, PIPING, ETC., AND SHALL BE FOLLOWED AS CLOSELY AS POSSIBLE. SCALED AND FIGURED DIMENSIONS ARE APPROXIMATE AND ARE GIVEN FOR ESTIMATE PURPOSES ONLY. BEFORE PROCEEDING WITH ANY WORK, CHECK AND VERIFY EXISTING CONDITIONS, DIMENSIONS, SIZES AND ASSUME FULL RESPONSIBILITY FOR FITTING-IN OF EQUIPMENT AND MATERIALS, (INCLUDING PROVISION FOR OFFSETS, BENDS, ELBOWS, ETC.). 7.BEFORE SUBMITTING BIDS FOR THE WORK, THE CONTRACTOR SHALL MAKE A THOROUGH FIELD SURVEY OF THE WORK TO DETERMINE ANY EXISTING INTERFERENCES THAT MAY AFFECT THE INSTALLATION OF THE WORK. BY THE ACT OF SUBMITTING A BID, THE CONTRACTOR IS DEEMED TO HAVE MADE FIELD SURVEY AND HAS ACCEPTED THE EXISTING CONDITIONS THAT MAY AFFECT HIS WORK. APPOINTMENTS FOR FIELD SURVEY SHALL BE MADE THROUGH THE OWNER. 8.SHOP DRAWINGS AND MATERIAL LISTS SHALL BE SUBMITTED TO THE ENGINEER AND OWNER FOR REVIEW AT LEAST THIRTY (30) DAYS PRIOR TO THE START OF ANY WORK. NO WORK INDICATED ON ANY OF THE PLANS OR SHOP DRAWINGS SHALL BE PERFORMED, UNTIL THE SHOP DRAWINGS HAVE BEEN REVIEWED BY THE ENGINEER AND OWNER. 9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CUTTING, TRENCHING, BACKFILLING AND PATCHING TO COMPLETE THE INSTALLATION OF THE PLUMBING WORK. ALL EXPOSED FINISHED AREAS THAT ARE DAMAGED AS A RESULT OF THIS WORK SHALL BE REPAIRED TO MATCH THE EXISTING CONDITIONS AT NO ADDITIONAL COST TO THE OWNER. 10.VERIFY SIZES AND LOCATIONS OF ALL OPENINGS OR HOLES, SAWCUT OR CORE DRILLED THROUGH EXISTING BUILDING STRUCTURE WITH STRUCTURAL ENGINEER. THE CONTRACTOR SHALL CONSIDER ALL CONCRETE ROOF OR FLOOR SLABS TO BE PRESTRESSED CONCRETE CONSTRUCTION UNLESS OTHERWISE NOTED. SUCH ROOF OR FLOOR SLABS MAY BE REQUIRED TO BE X-RAYED OR OTHERWISE VERIFIED BY STRUCTURAL ENGINEER BEFORE ANY SAWCUTTING OR CORE DRILLING IS PERFORMED. THE PLUMBING DRAWINGS ONLY INDICATE IN DIAGRAMATIC FORM THE APPROXIMATE SIZE AND LOCATION OF OPENINGS OR HOLES TO BE MADE IN BUILDING STRUCTURE TO PROVIDE FOR EQUIPMENT AND PIPING. THE ACTUAL SIZE AND LOCATION OF OPENINGS OR HOLES TO BE MADE IN BUILDING STRUCTURE SHALL CONFORM TO THE STRUCTURAL ENGINEER'S REQUIREMENTS WITHOUT EXCEPTION. 11.ALL CONSTRUCTION SITES SHALL BE PROPERLY PROTECTED WITH BARRICADES, WARNING FLAGS, FENCING, AND LIGHTS AS REQUIRED BY CODE AND THE OWNER'S SECURITY DEPARTMENT. PROVIDE SHORING, BRACING, AND ACCESS LADDERS AS REQUIRED BY CODE. TAKE EXTRA CARE TO INSTRUCT ALL PERSONNEL ON SAFETY PROCEDURES. TAKE CARE TO AVOID DAMAGE TO ADJACENT PIPING AND ELECTRIC SERVICES. 12.ALL UTILITY SHUT-DOWNS SHALL BE SCHEDULED AT LEAST TWO (2) DAYS IN ADVANCE THROUGH THE OWNER. PROVIDE CONTINUOUS "FIRE WATCH GUARD" TO ALL AREAS AFFECTED BY SHUT-DOWN OF ANY FIRE PROTECTION WATER SERVICE. THE CONTRACTOR'S OPERATION SHALL CAUSE NO UNNECESSARY INCONVENIENCE TO THE OWNER'S PREMISES. THE ACCESS RIGHTS TO THE PUBLIC SHALL BE CONSIDERED AT ALL TIME 13.THE CONTRACTOR SHALL SUBMIT TWO (2) COMPLETE SETS OF AS-BUILT DRAWINGS, AND OPERATIONAL AND MAINTENANCE MANUALS TO THE OWNER AS PERMANENT RECORDS WITHIN THIRTY (30) DAYS OF THE SUCCESSFUL COMPLETION OF THE WORK. 1.ALL FIXTURES, EQUIPMENT, PIPING, AND MATERIAL SHALL BE LISTED 2.ALL PLUMBING FIXTURES SHALL MEET THE FLOW REQUIREMENTS SPECIFIED IN THE CALIFORNIA PLUMBING CODE. 3.ALL FAUCETS IN PUBLIC RESTROOMS SHALL BE SELF-CLOSING OR SELF-CLOSING METERING FAUCET. 4.PUBLIC LAVATORIES SHALL HAVE CONTROLS TO LIMIT THE WATER TEMPERATURE TO 105°F. 5.WATER PIPE AND FITTING WITH A LEAD CONTENT WHICH EXCEEDS 0.25% SHALL BE PROHIBITED IN SYSTEMS CONVEYING POTABLE WATER. 6.REQUEST STRUCTURAL ENGINEER APPROVAL WHEN PIPE PENETRATES THROUGH JOISTS. PRIOR TO ANY WORK. NOTE TO ALL BIDDERS,:THE PROJECT IS NOT READY TO ISSUE (RTI). SOME ITEMS ARE SUBJECT TO CHANGE TO PLANCHECK COMMENTS AND CONTINUING COORDINATION. PIPE INSULATION PLUMBING SCOPE OF WORK PART 2 - EXECUTION: 1.PROVIDE PIPE HANGERS TO SUPPORT PIPING. PIPE HANGER CONSTRUCTION, MATERIALS, ATTACHMENT TO THE STRUCTURE, AND OVERALL INSTALLATION SHALL BE IN ACCORDANCE WITH THE PLUMBING CODE, IAPMO, AND SMACNA "GUIDELINES FOR THE RESTRAINT OF MECHANICAL SYSTEMS AND PLUMBING PIPING SYSTEMS". 2.FIXTURES AND PIPING SHALL BE INSTALLED TO RUN PARALLEL OR PERPENDICULAR TO THE BUILDING STRUCTURE AND SHALL BE TO FORM NEAT SYMMETRICAL PATTERNS TO ASSURE THE BEST POSSIBLE APPEARANCE. HANGERS ON PARALLEL ADJACENT SERVICE LINES SHALL BE IN LINE WITH EACH OTHER AND PARALLEL TO THE LINES OF THE BUILDING STRUCTURE. ALL PIPING SHALL BE SUPPORTED FROM THE BUILDING STRUCTURE ONLY, NO PIPING SHALL BE SUPPORTED FROM OTHER PIPING OR AIR CONDITIONING DUCTWORK. C-CLAMPS ARE NOT ACCEPTABLE FOR ATTACHING HANGER RODS TO STRUCTURAL STEEL. 3.PROVIDE SNAP-OVER-PIPE PIPING IDENTIFICATION MARKERS TO IDENTIFY CW, HW, 140F HW, GAS PIPING BY SETON. WASTE AND VENT, AND DRAIN PIPING IDENTIFICATION IS NOT REQUIRED. SELF ADHESIVE TAPE MARKERS ARE NOT ACCEPTABLE. 4.PROVIDE SIGNAGE FOR SAFETY HAZARDS OR EMERGENCY SHUT-OFF VALVES. ALL SIGNAGE SHALL BE IN ACCORDANCE WITH CAL-OSHA, FIRE DEPARTMENT, AND ALL OTHER CODE ENFORCEMENT AGENCIES. SELF ADHESIVE TAPE MARKERS ARE NOT ACCEPTABLE. 5.PIPING AND COMPONENTS SHALL BE SPACED SO THAT A THREADED PIPE FITTING MAY BE REMOVED BETWEEN ADJACENT PIPES. NOT LESS THAN 1/2-INCH OF CLEAR SPACE SHALL EXIST BETWEEN THE FINISHED SURFACE AND OTHER WORK, AND BETWEEN FINISHED SURFACE OF PARALLEL ADJACENT PIPING. 6.PIPE ENDS SHALL BE REAMED BEFORE JOINT CONNECTIONS ARE MADE. SCREWED JOINTS SHALL BE MADE UP WITH TFE JOINT COMPOUND OR TEFLON TAPE. NOT MORE THAN THREE THREADS SHALL SHOW AFTER THE JOINT IS MADE UP. JOINT COMPOUND OR TAPE SHALL BE APPLIED TO THE MALE THREADS ONLY. TAKE CARE TO PREVENT JOINT COMPOUND FROM REACHING THE INTERIOR OF THE PIPE. 7.ESCUTCHEONS SHALL BE PROVIDED AT ALL PENETRATIONS INTO FINISHED AREAS. WHERE FINISHED AREAS ARE SEPARATED BY PARTITIONS, ESCUTCHEONS SHALL BE PROVIDED ON BOTH SIDES OF THE PARTITION. FOR INSULATED PIPES, THE ESCUTCHEONS SHALL BE LARGE ENOUGH TO FIT AROUND THE INSULATION.ALL ESCUTCHEONS SHALL BE FIRMLY ANCHORED WITH SETSCREWS. 8.ALL HOT WATER PIPING SUBJECT TO EXPANSION AND CONTRACTION BE INSTALLED WITH EXPANSION LOOPS, SWING JOINTS, OR APPROVED METHODS OR DEVICES. BRANCH LINES FROM TO EXPANSION OR CONTRACTION SHALL HAVE A SWING JOINT AT THE CONNECTION TO THE MAIN. ALL LINES SUBJECT TO EXPANSION AND CONTRACTION SHALL BE PROVIDED WITH ANCHORS TO RESTRICT MOVEMENT, EXCEPT IN THE DESIRED DIRECTION. 9.TEST ALL HOT AND COLD WATER PIPING HYDROSTATICALLY AT 125 PSI FOR 8-HOURS WITH NO LOSS OF PRESSURE. TEST DRAINAGE AND VENT PIPING HYDROSTATICALLY BY TIGHTLY CLOSING ALL OPENINGS AND APPLYING A 10-FOOT HEAD OF WATER PRESSURE FOR 2-HOURS, MEASURED AT THE HIGHEST POINT OF THE VENT SYSTEM. RESEAL AND RETEST ALL PIPING SYSTEM UNTIL THEY PASS. 10.AT THE COMPLETION OF THE WORK, ALL PARTS OF THE INSTALLATION SHALL BE THOROUGHLY CLEANED. ALL FIXTURES, VALVES, PIPES, AND FITTINGS SHALL BE CLEANED OF GREASE, METAL CUTTINGS, SLUDGE, AND OTHER DEBRIS THAT MAY HAVE ACCUMULATED DURING INSTALLATION. ALL WATER PIPING SHALL BE STERILIZED WITH A SOLUTION OF CHLORINE AND WATER. THE SOLUTION SHALL NOT CONTAIN LESS THAN 50 PARTS PER MILLION OF AVAILABLE CHLORINE. THE SOLUTION SHALL BE HELD FOR NOT LESS THAN 8-HOURS. AFTER SUCCESSFUL STERILIZATION, THE SHALL BE REPEATEDLY FLUSHED WITH WATER UNTIL ALL TRACES OF CHLORINE TASTE AND ODOR HAVE BEEN REMOVED. 11.AFTER TESTS HAVE BEEN COMPLETED AND SURFACES CLEANED, INSULATION SHALL BE APPLIED ON HOT WATER PIPING, EXCEPT FOR CHROME PLATED BRASS OR OTHER HOT WATER EXPOSED SUPPLIES TO FIXTURES. 12.EXPOSED HOT AND DRAIN PIPING BELOW HANDICAPPED LAVATORIES AND SINKS SHALL BE WRAPPED WITH TRUEBRO HANDI LAV-GUARD # 102W OR APPROVED EQUAL. 13.VENT THROUGH ROOF SHALL TERMINATE VERTICALLY NOT LESS THAN 1-FOOT FROM ANY VERTICAL SURFACE AND NOT LESS THAN 10-FEET HORIZONTALLY OR AT LEAST 3-FEET ABOVE ANY WINDOW, DOOR, 14.ALL PENETRATIONS OF FIRE RATED ASSEMBLES SHALL BE IN CONFORMANCE WITH CBC CHAPTER 7 REQUIREMENTS SUCH THAT THE INTEGRITY OF THE ASSEMBLY IS MAINTAINED FOR FIRE AND ACOUSTICAL RATING. 15.ABS AND PVC PIPING EXPOSED TO SUNLIGHT SHALL BE PROTECTED BY WATER-BASED SYNTHETIC LATEX PAINTS. (CPC 906.1) 16.SUSPENDED PIPING SHALL BE SUPPORTED AT INTERVALS NOT TO EXCEED THOSE SHOWN IN TABLE 313.3. 2022 CPC SEC.313.3. 17.ALL SANITARY WASTE PIPING MUST BE AT LEAST 2% SLOPE. 1.PLUMBING FIXTURES SHALL BE AS SCHEDULED ON PLANS. 2.PIPING SHALL BE PROVIDED AS FOLLOWS: A.0 WASTE - CAST IRON A.1 UNDER GROUND WASTE - SCHEDULE 40 B. VENT - CAST IRON C. COND.DRAIN - CPVC, SCHEDULE 80 (CORZAN) D.HOT AND COLD WATER ABOVE/BELOW GROUND - COPPER TYPE 'L' E. ESCUTCHEONS SHALL BE CHROME PLATED BRASS OR STAINLESS STEEL. F. WATER ANGLE STOPS SHALL BE CHROME PLATED BRASS BODY WITH NON-REMOVABLE KEY BY BRASS CRAFT. G.GAS - STANDARD WEIGHT SCHEDULE 40 WROUGHT IRON OR STEEL (GALVANIZED OR BLACK) PIPE. A.THE FIRST 5 FEET OF HOT AND COLD WATER PIPES FROM THE WATER HEATER SHALL BE INSULATED WITH APPROVED INSULATION. B.ALL HOT WATER PIPES 3/4" OR LARGER REQUIRES FULL AND CONTINUOUS PIPE INSULATION. SECTION150.0(J)2AI AND SECTION 150.0(J)4. C.ALL HOT WATER PIPING BETWEEN THE HEAT SOURCE TO THE KITCHEN FIXTURES. CECSTDS AND CALGREEN. PROVIDE 2" INSULATION ON THE FOLLOWING LOCATIONS (TITLE 24, 120.3): A.RECIRCULATING SYSTEM PIPING, INCLUDING THE SUPPLY AND RETURN PIPING TO THE WATER HEATER. B.THE FIRST 8 FT OF HOT AND COLD OUTLET PPING INCLUDING PIPING BETWEEN A STORAGE TANK AND A HEAT TRAP, FOR A NONRECIRCULATING STORAGE SYSTEM. C.PIPES THAT ARE EXTERNALLY HEATED. HOT WATER PIPING INSULATION LIST: PIPE SIZE, INCHES INSULATION THICKNESS 1/2" AND 3/4"1" 1" THRU 1-1/2" 1-1/2" 2" AND LARGER 2" PIPE MATERIALS SYMBOL ABBREVIATION DESCRIPTION P.O.C.POINT OF CONNECTION CFH VTR DTF DTR UTR OD BOT CONC DN BEL ABV FS FD (N) TDL WHA RI & C WH OPG TYP FU IE GPM CLG BWV CUBIC FEET PER HOUR VENT UP THRU ROOF DOWN THRU FLOOR DOWN THRU ROOF UP THRU ROOF OVERFLOW DRAIN BOTTOM CONCRETE DOWN BELOW ABOVE FLOOR SINK, 1/2 GRATE, 3/4 GRATE FLOOR DRAIN NEW TOTAL DEVELOPED LENGTH WATER HAMMER ARRESTOR ROUGH IN AND CONNECT WATER HEATER OPENING TYPICAL FIXTURE UNIT INVERT ELEVATION GALLONS PER MINUTE CEILING BACKWATER VALVE ED EMERGENCY DRAIN WH - EQUIPMENT TAG EQUIPMENT TAG NUMBER G COLD WATER HOT WATER SUPPLY FILTERED WATER VENT WASTE & STORM DRAIN BELOW FLOOR WASTE & STORM DRAIN ABOVE FLOOR NATURAL GAS SHUT-OFF VALVE BALANCING VALVE CLEAN OUT FLOOR CLEAN OUT WALL CLEAN OUT CAP UNION RELIEF VALVE PIPING ELBOW UP PIPING ELBOW DOWN CHECK VALVE GAS COCK BALL VALVE CW HW FW V W W GAS SOV BV CO FCO WCO F Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-01-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 07/16/2024 2 HlthDep.Corr.2 09/03/2024 3 PC Corr.2 07/01/2025 PLUMBING NOTES & SYMBOLS P-100 COMPLETE PLUMBING SYSTEMS (WASTE/VENT, DOMESTIC COLD/HOT WATER & GAS) FOR A RESTAURANT RENOVATION. PLUMBING SHEET INDEX SHEET#SHEET TITLE ISSUE TAG P-100 PLUMBING NOTES & SYMBOLS PC.CORR.2 P-101 PLUMBING SCHEDULES PC.CORR.2 P-102 PLUMBING SITE PLAN PC.CORR.2 P-103 PLUMBING FLOOR PLAN - WATER & GAS PC.CORR.2 P-104 PLUMBING FLOOR PLAN - WASTE & VENT PC.CORR.2 P-105 PLUMBING RISER DIAGRAM PC.CORR.2 P-106 PLUMBING DETAILS PC.CORR.2 1 1 23 1430 E Edinger Ave 3/27/2025 NOTES: 1.ALL PLUMBING FIXTURES SHALL COMPLY WITH 2022 CALIFORNIA GREEN CODE (SUCH AS THE MAXIMUM WATER FLOW RATES PER FIXTURE, AND 20% REDUCTION FROM BASELINE). 2.ALL PIPING MATERIALS, VALVES, FIXTURES, DEVICES, AND APPURTENANCES SHALL BE LISTED BY A RECOGNIZED TESTING AGENCY FOR THE INTENDED USE. BUILDING EXTERNAL PRESSURE LOSS 2" WATER METER LOSS 4.2 PSI 2-1/2" BACK FLOW PREVENTER (N) LOSS 13.2 PSI PRESSURE AVAILABLE AT BUILDING ENTRANCE 52.6 PSI BUILDING INTERNAL PRESSURE LOSS BUILDING STATIC PRESSURE HEIGHT 12' HEIGHT X 0.434 =5.2 PSI PRESSURE REQUIRED AT FIXTURE: 25 PSI BUILDING TOTAL LOSS:30.2 PSI AVAILABLE PRESSURE FOR FRICTION LOSS 22.4 PSI (46.8 PSI - 30.2 PSI) TOTAL FIXTURE UNITS =55FU (31GPM)(FLUSH TANK) AVAILABLE WATER PRESSURE: 70 PSI (CONTRACTOR TO VERIFY) Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-01-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 07/16/2024 2 HlthDep.Corr.2 09/03/2024 3 PC Corr.2 07/01/2025 PLUMBING SCHEDULES P-101 WASTE & WATER FIXTURE UNITS WASTE WATER QUANTITY FIXTURE UNITS TOTAL FIXTURE UNITS (CW)TOTAL FIXTURE UNITS (HW)TOTAL SODA BEV DISPENSER 2 --1 2 -- ICE CREAM MACHINE 1 --1 1 -- HAND SINK 4 2 8 2 8 2 8 PREP SINK 1 2 2 2 2 2 2 3-COMP SINK 1 3 3 3 3 3 3 ICE MACHINE 1 --1 1 -- MOP SINK 1 3 3 3 3 3 3 LAVATORY 2 1 2 1 2 1 2 WATER CLOSET 2 4 8 5 10 -- URINALS 1 4 4 5 5 -- FLOOR SINK 7 2 14 ---- FLOOR DRAIN 3 2 6 ---- TOTAL 50 37.0 18.0 EQUIPMENT SCHEDULE TAG EQUIPMENT MANUFACTURER/MODEL TANKLESS WATER HEATER ATI-540H-N, NATURAL TYPE, 199,000 BTU MAX, 10GPM MAX: QTY=2 EXPANSION TANK AMTROL: ST-30VC, 14 GAL: QTY=1 CIRCULATING PUMP GRUNDFOS UPS-15-55SFC QTY=1 WH 1 ET 1 DEVELOPED LENGTH OF PIPING TOTAL DEVELOPED LENGTH = 140 FT X 1.2 = 168 FT 22.4 PSI X 100 = 2240/168 FT = 13.3 PSI PIPES SIZED FOR 9 PSI/100LF 1 CP 1 2 2 2 2 2 PLUMBING FIXTURE AND APPLIANCE SCHEDULE TAG NEW FIXTURES MANUFACTURER MODEL CW HW WASTE VENT GAS DESCRIPTION G-1 GAS RANGE WOLF C36S-6BN ------------3/4" SEE ARCHITECTURAL PLANS FOR SPECS. GR-2 GRIDDLE 82" WIDE JADE JGT-2484 ------------3/4" SEE ARCHITECTURAL PLANS FOR SPECS. W-1 WARMER 24" WIDE DUKE WB302 ----------3/4" SEE ARCHITECTURAL PLANS FOR SPECS. GC-1 GAS CHARBOILER JADE JB36 ------------3/4" SEE ARCHITECTURAL PLANS FOR SPECS. HP-1 HOT PLATE 12" WIDE AMERICAN RANGE ARHP-12-2 ------------3/4" SEE ARCHITECTURAL PLANS FOR SPECS. ST-1 STEAMER 16" WIDE DUKE WB302 ----------- SEE ARCHITECTURAL PLANS FOR SPECS. GF-1 GAS FRYER ATOSA ATFS-50 ------------3/4" SEE ARCHITECTURAL PLANS FOR SPECS. SD-1 SODA BEV DISPENSER LANCER ICD 2300 1/2"-------- SEE ARCHITECTURAL PLANS FOR SPECS. INDIRECT DRAIN TO FLOOR SINK. VERIFY IF FILTERED WATER IS REQUIRED. PROVIDE APPROVED BACKFLOW PREVENTER AT WATER INLET. INDIRECT WASTE. OJ-1 ORANGE JUICE MAKER ZUMEX VERSATILE PRO ORANGE ------------3/4" SEE ARCHITECTURAL PLANS FOR SPECS. ICM-1 ICE CREAM MACHINE TAYLOR 5454 1/2"-------- SEE ARCHITECTURAL PLANS FOR SPECS. INDIRECT DRAIN TO FLOOR SINK. VERIFY IF FILTERED WATER IS REQUIRED. PROVIDE APPROVED BACKFLOW PREVENTER AT WATER INLET. HS-1 HAND SINK REGENCY 17"x15"---1/2"1/2"2"2" ---SEE ARCHITECTURAL PLANS FOR SPECS. PROVIDE FAUCET WITH 1.8 GPM MAX FLOWRATE. PROVIDE TEMPERATURE MIXING VALVE TO LIMIT TEMP TO 105 DEG. STRB-1 SS PREP TABLES W/ REFRIGERATED BASE CUSTOM -------------- SEE ARCHITECTURAL PLANS FOR SPECS. PS-1 PREP SINK CUSTOM ---1/2"1/2"-- ---SEE ARCHITECTURAL PLANS FOR SPECS. S-1 3-COMP SINK CUSTOM ---1/2"1/2"2"2" ---SEE ARCHITECTURAL PLANS FOR SPECS. IM-1 ICE MACHINE MANITOWOC IY-1176C 1/2"------- ---SEE ARCHITECTURAL PLANS FOR SPECS. INDIRECT DRAIN TO FLOOR SINK. VERIFY IF FILTERED WATER IS REQUIRED. PROVIDE APPROVED BACKFLOW PREVENTER AT WATER INLET. WF-1 WATER FILTER PENTAR EVERPURE EV9437-32 3/4"--------- ---15GAL PER MIN WIF-1 WALK-IN FREEZER CUSTOM ----- -SEE ARCHITECTURAL PLANS FOR SPECS. WIC-1 WALK-IN COOLER CUSTOM ----- -SEE ARCHITECTURAL PLANS FOR SPECS. MS-1 MOP SINK KROWNE MS-2424 1/2"1/2"2"2" ---SEE ARCHITECTURAL PLANS FOR SPECS. LV-1 LAVATORY BY OWNER ---1/2"1/2"2"1-1/2" ---PROVIDE FAUCET, 0.5 GPM MAXIMUM FLOWRATE AT 60 PSI WC-1 WATER CLOSET BY OWNER ---3/4"---3"2" ---FLUSH TANK TYPE, 1.28 GPF MAXIMUM. UR-1 URINAL BY OWNER ---3/4"---3"2" ---0.5 GPF OR LESS FD-1 FLOOR DRAIN JAY R SMITH OR EQUAL ---------2"2" ---PROVIDE TRAP PRIMER (PRIME PERFECT) FS-1 FLOOR SINK BY OWNER ---------3"2"--- SEE ARCHITECTURAL PLANS FOR SPECS. 1430 E Edinger Ave 3/27/2025 (N) 2"CW G G EDINGER AVE. GR A N D A V E . GENERAL NOTES: A.CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS BEFORE START OF WORK INCLUDING BUT NOT LIMITED TO LOCATION, FLOW DIRECTION, SIZE OF EXISTING UTILITIES. B. CONTRACTOR TO COORDINATE WORK WITH OTHER TRADES. C. WHERE CONDITIONS ARE SHOWN OR NOTED AS EXISTING, THEY ARE BASED ON THE BEST INFORMATION AVAILABLE AT THE TIME OF PREPARATION OF THESE DRAWINGS. NO WARRANTY IS IMPLIED AS TO THE ACCURACY OF SAME HOWEVER, CONTRACTOR IS TO FIELD VERIFY ALL CONDITIONS. SHOULD FIELD CONDITIONS DIFFER FROM THOSE SHOWN HEREIN THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER PRIOR TO PROCEEDING WITH WORK. Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-01-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 07/16/2024 2 HlthDep.Corr.2 09/03/2024 3 PC Corr.2 07/01/2025 1 PLUMBING SITE PLAN SCALE: 1/8" = 1'-0" NORTH PLUMBING SITE PLAN P-102 1 2 2 KEY NOTES: 1 APPROX.LOCATION OF NEW WATER METER, VERIFY WITH CIVIL PLAN APPROX.LOCATION OF 2" RPZ ABOVE GROUND. COORDINATE EXACT LOCATION WITH CIVIL PLAN TO GAS UTILITY VERIFY WITH CIVIL PLANS TO NEW WATER METER, VERIFY EXACT LOCATION WITH CIVIL PLAN NEW GAS METER VERIFY EXACT LOCATION ON SITE APPROX.LOCATION OF NEW 1000 GALLONS GREASE INTERCEPTOR BELOW GRADE. VERIFY AND COORDINATE EXACT LOCATION AND REQUIREMENT WITH CIVIL DRAWINGS NEW SEWER LATERAL, FIELD VERIFY EXACT LOCATION, COORDINATE WITH CIVIL DRAWING 4"W TO GREASE RECEPTOR 4" TO NEW SEWER LINE 2 3 4 5 6 7 8 9 9 8 7 6 5 1 4 2 3 1430 E Edinger Ave 3/27/2025 FD FD FD DRIVE-THRU SERVICE AREA FOOD PREP/DISH WASH SECONDARY ENTRANCE DRY STORAGE WAITING AREA DINING TABLE EMPLOYEE ROOM ELECTRICAL SODA/CO2 EXIT ORDERPICK-UP FREEZER WALK-IN COOLER COOKING LINE MA I N E N T R Y STORAGE CLOSET SERVICE AREA SINGLE-USER ALL-GENDER RESTROOM SINGLE-USER ALL-GENDER RESTROOM BACK OF HOUSE DINING AREA (TABLED SEATING) 48" HIGH PONY WALL HS-1 SD-1 ICM-1 SD-1 HS-1 GF-1W-1GC-1 GR-1 HP-1 G-1 PS-1 IM-1 WF-1 HS-1 MS-1 LV-1 UR-1 WC-1 LV-1 WC-1 S-1 1" C W 1" G A S L I N E 1"G NEW GAS METER. REFER TO P101 1 34"CW 1/2"HW 3/4"CW GG G G G G G G G G G G 2 3/ 4 " G 3/4"G 3/ 4 " G WH 1 REFER TO P101 3/ 4 " G 3/ 4 " G 3/ 4 " G 3/ 4 " G 3/ 4 " G 3/ 4 " G 1" C W 3/ 4 " C W 3/4"CW 3/ 4 " H W 1/2"HW 3/4"CW 1/ 2 " F W 1/ 2 " F W 3/4"CW 1" C W 3/4"CW 5 3 4 1"CW 1- 1 / 2 " C W 1/ 2 " C W 1/ 2 " H W 1/2"CW1/2"HW 3/ 4 " H W 1/2"CW 1/2"HW WH 1 ET 1 CP 3/4"G 3/4"HW 1- 1 / 2 " C W 1/2"CW 1/2"CW 1/2"HW 3/4"CW 1/2"CW 1 3/ 4 " H W 1/2"FW 1/ 2 " C W 1/ 2 " H W 1/ 2 " F W HS-1 OJ-1 GENERAL NOTES: A.CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS BEFORE START OF WORK INCLUDING BUT NOT LIMITED TO LOCATION, FLOW DIRECTION, SIZE OF EXISTING UTILITIES. B. CONTRACTOR TO COORDINATE WORK WITH OTHER TRADES. C. CONTRACTOR TO VERIFY EXACT LOCATION OF APPLIANCES & WATER HEATER BEFORE START OF WORK. D. WHERE CONDITIONS ARE SHOWN OR NOTED AS EXISTING, THEY ARE BASED ON THE BEST INFORMATION AVAILABLE AT THE TIME OF PREPARATION OF THESE DRAWINGS. NO WARRANTY IS IMPLIED AS TO THE ACCURACY OF SAME HOWEVER, CONTRACTOR IS TO FIELD VERIFY ALL CONDITIONS. SHOULD FIELD CONDITIONS DIFFER FROM THOSE SHOWN HEREIN THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER PRIOR TO PROCEEDING WITH WORK. KEY NOTES: 1 3/4"FW MANIFOLD DOWN WALL TO ICE MAKER PROVIDE (N) GAS COCK & SOLENOID VALVE IN CEILING SPACE WITH ACCESS PANEL. INTERLOCK SOLENOID VALVE WITH FIRE SUPPRESSION SYSTEM. UP TO ROOF, SUPPLY 3/4"GAS TO RTU-1 80MBH UP TO ROOF, SUPPLY 3/4"GAS TO RTU-2 60MBH UP TO ROOF, SUPPLY 3/4"CW TO MUA-1 REFER TO P-106 FOR DETAILS. TEST THE GAS PRESSURE TO ENSURE IT MEETS THE REQUIRED STANDARDS. 2 1 PLUMBING FLOOR PLAN - WATER & GAS SCALE: 1/4" = 1'-0" Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-01-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 07/16/2024 2 HlthDep.Corr.2 09/03/2024 3 PC Corr.2 07/01/2025 NORTH PLUMBING FLOOR PLAN - WATER & GAS P-103 3 4 5 2 2 6 6 6 2 2 1430 E Edinger Ave 3/27/2025 FD FD FD DRIVE-THRU SERVICE AREA FOOD PREP/DISH WASH SECONDARY ENTRANCE DRY STORAGE WAITING AREA DINING TABLE EMPLOYEE ROOM ELECTRICAL SODA/CO2 EXIT ORDERPICK-UP FREEZER WALK-IN COOLER COOKING LINE MA I N E N T R Y STORAGE CLOSET SERVICE AREA SINGLE-USER ALL-GENDER RESTROOM SINGLE-USER ALL-GENDER RESTROOM BACK OF HOUSE DINING AREA (TABLED SEATING) 48" HIGH PONY WALL HS-1 SD-1 ICM-1 SD-1 STRB-1 ST-1 HS-1 W-1 PS-1 IM-1 WF-1 HS-1 WIC-1 WIF-1 MS-1 LV-1 UR-1 WC-1LV-1 WC-1 S-1 FS-1 FS-1 FS-1 FS-1 FS-1 FS-1 FCO FCO FCO FD-1FD-1 FD-1 4"W 4"VTR 2"V 2"V 3"V 2"V 2"V 3"V 2"V 3"V 2"V 2"V2"V 2"V 2"V 3"V3"V 2"V 4"W 4"W 4" G R E A S E W A S T E 4"W 3"W 3"W 3"W 3"W 3"W3"W3"W2"W 2"W 2"W 2"W 2"W 2"W 2"W 2"W 2"W 2"W 2"W 2"W 3/4"CD 1 2 3 3/4"CD 3"W HS-1 GENERAL NOTES: A.CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS BEFORE START OF WORK INCLUDING BUT NOT LIMITED TO LOCATION, FLOW DIRECTION, SIZE OF EXISTING UTILITIES. B. CONTRACTOR TO COORDINATE WORK WITH OTHER TRADES. C.WHERE CONDITIONS ARE SHOWN OR NOTED AS EXISTING, THEY ARE BASED ON THE BEST INFORMATION AVAILABLE AT THE TIME OF PREPARATION OF THESE DRAWINGS. NO WARRANTY IS IMPLIED AS TO THE ACCURACY OF SAME HOWEVER, CONTRACTOR IS TO FIELD VERIFY ALL CONDITIONS. SHOULD FIELD CONDITIONS DIFFER FROM THOSE SHOWN HEREIN THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER PRIOR TO PROCEEDING WITH WORK. KEY NOTES: 1 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-01-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 07/16/2024 2 HlthDep.Corr.2 09/03/2024 3 PC Corr.2 07/01/2025 1 PLUMBING FLOOR PLAN - WASTE & VENT SCALE: 1/4" = 1'-0" NORTH PLUMBING FLOOR PLAN - WASTE & VENT P-104 3/4" CD FROM RTU-1 TO DRAIN INTO HAND SINK, REFER TO P4.01 DETAIL #3 FOR INSTALLATION. 3/4" CD FROM RTU-2 TO DRAIN INTO HAND SINK, REFER TO P4.01 DETAIL #3 FOR INSTALLATION. 3/4" CD FROM MAU-1 TO DRAIN INTO HAND SINK, REFER TO P4.01 DETAIL #3 FOR INSTALLATION. 4" GREASE WASTE TO GREASE INTERCEPTOR, REFER TO CIVIL PLANS FOR EXACT LOCATION. 4" W TO NEW SEWER LINE, REFER TO CIVIL PLANS FOR EXACT LOCATION. 2 3 2 4 4 5 5 2 2 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-01-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 07/16/2024 2 HlthDep.Corr.2 09/03/2024 3 PC Corr.2 07/01/2025 PLUMBING RISER DIAGRAM P-105 3 ROOF GROUND FLOOR SCALE: NONE PLUMBING RISER DIAGRAM - GAS NEW GAS METER (N)SEISMIC VALVE PACIFIC PRODUCTS #314 G G G G G WH-1 G G G G 3/4"G 3/4"G G1"G G G G G G G G G G G G 3/4"G 3/4"G 3/4"G RTU-1 RTU-2 1 SCALE: NONE PLUMBING RISER DIAGRAM - WATER WM WF-1 IM-1 FW FW NEW 2"WATER METER (N)2" RPZ 1-1/2"CW 3/4" 1/2" 3/4"CW LV-1 2FU WC-1 5FU 3/4" LV-1 2FU UR-1 5FU 3/4" WC-1 5FU 3/4" WH-1 MS-1 6FU 1/2" 3/4"HW3/4"CW 1/2" HS-1 4FU 1/2" S-1 6FU 1/2" PS-1 4FU 1/2" SD-1 1FU 1/2" ICM-1 1FU 1/2" SD-1 1FU 1/2" HS-1 4FU 1/2" HS-1 4FU 1/2" 1"CW 3/4"CW G-1 180,000 BTU ST-1 20,000 BTU GR-1 150,000 BTU GC-1 80,000 BTU W-1 10,000 BTU GF-1 150,000 BTU MUA-1 3/4" CW 2 SCALE: NONE PLUMBING RISER DIAGRAM - WASTE AND VENT (N)GAS COCK & SOLENOID VALVE IN CEILING SPACE WITH ACCESS PANEL. INTERLOCK SOLENOID VALVE WITH FIRE SUPPRESSION SYSTEM 2 2 WH-1 2"CW 1"CW 1/2" 3/4" CW 3/4"HW 3/4"HW 1"CW 1"CW 3/4"HW 1"G 3/4"G 3/4"G 3/4"G G G HP-1 20,000 BTU 3/4"G 3/4"G 3/4"G 3/4"G 3/4"G 3/4"G IM-1LV-1 1FU WC-1 4FU UR-1 4FU WC-1 4FU MS-1 3FU HS-1 2FU S-1 3FU PS-1 2FU HS-1 HS-1 2FU 3"W3"W 3"W 3"W FCOFCO 3"W 2"W2"W3"W2"W 4"W TO NEW GREASE TRAP FD-1 FS-1 2FU FS-1 2FU 2"V2"V 2"V 2"V 2"V 2"V2"V 2"V 2"V 2"V 2"V 2"V WALK-IN COOLER STRB-1 SD-1 2"V ST-1 2"V 2"V 3"W 3"W FCO FD-1 4"W FD-1 2FU 2"W2"W 2"W LV-1 1FU 2"W 2"V 2"W 2"W 4"V 3"V 3"V 3"W FS-1 2FU 2"V WALK-IN FREEZER 4"W 3"W3"W3"W TO NEW SEWER LINE 4"W 4"W 4"W 3"V 3"V ST-1 ICM-1 3"W FW FW FW 3/4"FW SD-1 2"V 3"W HS-1 2FU 2"W 2"V OJ-1 1/2" FW FS-1 2FU FS-1 2FU FS-1 2FU FS-1 2FU 3 3 3 1430 E Edinger Ave 3/27/2025 Scale Date Drawn By Checked By Project Number 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN TO M ' S J R CAD Author 9-01-2023 tom's2023 Mr . S p i r o s P o l i t i s No.Description Date 1 PC Comments 07/16/2024 2 HlthDep.Corr.2 09/03/2024 3 PC Corr.2 07/01/2025 PLUMBING DETAILS P-106 SANTEE FITTING AS J R SMITH # 4472 SOIL OR WASTE CLEANOUT PLUG WALL WALL CLEANOUT & COVER PLATE NTS TYPICAL VENT PIPE THROUGH ROOF NTS NTSWATER HEATER DETAIL 2 1 4 NTS 5 SET PIPE IN YEAGAR LEAD ROOF FLASHING ROOFING SKIRT MASTIC PIPE THROUGH ROOF SEE FLOOR PLAN FOR SIZE/TYPE AND LOCATION ROOF 12" MIN. NTS 3 WALL CLEAN-OUT DETAIL CONDENSATE TO TALEPIECE CONDENSATE DRAIN DOWN IN WALL C.P. ESCUTCHEON DRAIN FROM UNIT APPROVED HOSE AND S.S. HOSE CLAMPS 1-1/2" P-TRAP CLEANOUT NOTE: ADJUST ROUGH-IN HEIGHT AS REQ'D. CABINET TOP 1-1/2"X4" 17 GA. BRANCH TAILPIECE FROST #5606 OR SIMILAR. CONDENSATE DRAIN CONNECTION MECH. EQUIP. PLUG FOR BLOW THRU UNITS. VENT (LEAVE OPEN) CAPPED TEE FOR CLEANOUT NEOPRENE HOSE. (SAME P1.1 AS CONDENSATE DRAIN). STAINLESS STEEL HOSE CLAMP. CONDENSATE DRAIN. SEE PLAN FOR SIZE AND CONTINUATION. 1" MIN. 3" MIN. 2 Remote Control  F WH-1 WH-1 Cold Water Supply Hot Water to Fixtures Drip Leg Gas Supply Written System Description Two Unit Tankless Installation: Two tankless water heaters shall be installed, connected with a EZ-Link cable, a single remote control and vented to the outside per the manufacture instructions. The tankless units shall be plumbed in parallel manifold system with a minimum gas and water header of an 1” pipe or as code requires. Cold water will feed the tankless units, the tankless shall supply a single temperature setting of water for kitchen or appliance use. Plumbing, pipe size, valves, all to be determined by mechanical engineers or the installing contractor. This drawing is intended as a guide only. It is not to be used as an alternative to a professionally engineered project drawing. This drawing does not imply compliance with local building codes. Installation may vary, depending on installation location, and must be done in accordance with all local building codes. Consult with local building officials prior to installation. System Components H-1-3 Indoor or Outdoor Tankless Water Heater C-1 EZ-Link Cable (RTG20040) (2) Tankless Service Valve Kits (Webstone EXP2 or equivalent) (2) Pressure Relief Valve for tankless Legend Drawing No TKPD12102 5/12 Cold Water Isolator Valve Assembly Hot Water Isolator Valve Assembly Pressure Relief Valve Circulation Pump Shut-off Valve Check Valve Union ET-1 CP-1Hot Water Return 1430 E Edinger Ave 3/27/2025 ESR#1988 TRUSS PLACEMENT PLAN & CALCULATIONS BFS Project No: PROJECT: PLAN: LOCATION: DEVELOPER: 4915 Berg Street North Las Vegas, NV 89081 (702) 657-1889 Package Date: Pacific Region Truss Component Facilities 300 N. American St. Shafter, CA 93263 (661)535-6375 2800 Tully Rd. Hughson, CA 95326 (209)883-8000 6255 Range Road Las Vegas, NV 89115 (702) 636-5588 23665 Cajalco Rd. Perris, CA 92570 (951)350-4480 1140 Commerce Way Sanger, CA 93657 (559)876-3630 45-491 Golf Center Pkwy Indio, CA 92201 (760)347-3332 NorCal: SoCal: Nevada: Designer: Email: Revision Date: 141 Vultee Street 1430 E Edinger Ave 3/27/2025 2 4 " O . C 24" O.C 24" O.C DRAG 4750# DRAG 5400# DR A G 1 7 5 0 # DRAG 5400# SIMPSON STC QTY TOM'S JR RESTAURANT HARDWARE LIST 87 pa d n e a m 1 " 1 / 4 pad neam 1"1/4 SB1 ID 0-4-12 2X4X22 7/16" STD 72 BLOCK LIST LOW END HEIGHT 2X 22 7/16" SHPD 25 -- QTY PITCH BK4 DESCRIPTION 1/4 SB2 1-0-122X 22 7/16" SHPD 15 1/4 SB3 1-2-122X 22 7/16" SHPD 05 1/4 DRAG 5300# 0.25/12 0.25/12 0.25/12 0. 2 5 / 1 2 0. 2 5 / 1 2 KEF RTU RTU KEF MA U SP01 SP 4 0 SP 1 0 SP 3 9 S P 3 9 S P 3 8 S P 3 7 SP 4 4 S P 1 1 S P 4 3 S P 4 3 S P 4 2 S P 4 1 SP28 SP29SP21SP22SP23 SP24 SP91 SP92 SP93 SP94 SP95 SP12 SP25 SP26 SP27SP13 SP14 SP15 SP16 SP17 SP18 SP19 SP20 SP 5 4 SP 4 6 S P 4 6 S P 4 6 S P 4 6 S P 4 6 SP 5 2 SP 5 2 SP 0 8 SP 4 7 SP 8 9 S P 4 8 S P 4 8 S P 4 8 S P 4 8 S P 8 7 S P 4 8 S P 4 8 SP 0 7 SP 8 4 S P 8 5 S P 8 5 S P 8 5 S P 8 5 S P 8 6 S P 8 5 S P 8 5 S P 8 5 S P 8 5 SP72 SP73 SP74 SP75 SP76 SP77 SP60 SP61 SP62 SP63 SP78 SP79 SP80 SP81 SP68 SP69 SP70 SP71 SP82 SP60 SP61 SP62 SP63 SP64 SP65 SP66 SP67 SP68 SP69 SP70 SP71 SP36 SP35 SP3 4 S P 3 3 S P 32 S P 31 SP3 0 SP02 SP03 SP04 SP05 SP06 SP91 SP92 SP93 SP94 SP95 SP12 SP55 SP56 SP57 SP58 SP59 SP19 SP 5 1 SP 4 5 S P 5 0 SP 4 9 SP09 AA01 AA05 AA07 AA08 AA09 AC 1 1 AC 1 2 AC 1 3 AC 1 4 AC 1 5 AC 1 6 AC 1 7 AC 1 9 AC 2 0 AC 2 1 AC 2 2 AC 2 3 AC 0 7 AC 1 0 AC 0 3 AC 0 1 AC 0 2 AC 0 4 AC 0 5 AC 0 6 AC 0 8 AD05 AD0 4 AD03 AD02AD01 AD0 6 AD0 7 AD0 8 AD09 AE 1 2 AE 0 1 AE 0 2 AE 0 4 AE 0 5 AE 0 6 AE 0 7 AE 0 8 AE 1 0 AE 1 3 AE 1 4 AE 1 5 AE 1 6 AE 1 7 AE 1 8 AE 1 9 AE 2 0 AE 2 1 AE 2 2 AE 2 3 AE 2 4 AF 0 5 CG01AF 0 3 AF 0 4 AF06 AF07 AF08 AF09 AA04 AC 0 9 AE 1 1 AE 0 3 AE 0 9 AB01 AB04 AB05A AB06 AB02 AA08 AC 1 8 FL01 FL 0 1 FL 0 2 AA07 AB 0 3 ( 6 ) AG 0 1 ( 9 ) AA 0 2 ( 6 ) AA 0 3 ( 4 ) AA 0 6 ( 3 ) BK4 BK4 BK4 BK4BK4 SB1BK4 BK4 SB2 SB1 AB 0 5 ( 5 ) SB1 SB1 SB1 SB3 50-07-00 8-03 1-11-08 1-00-08 7-06 1-11-11 3-15 1-08-08 1-04-00 1- 0 4 - 0 0 1- 0 7 - 1 5 1- 0 1 - 0 9 1- 0 4 - 0 0 1- 0 7 - 1 0 1- 0 2 - 0 6 1- 0 8 - 0 0 11 - 0 9 1- 0 7 - 0 0 1- 0 4 - 0 0 1- 0 7 - 0 7 1- 0 4 - 1 4 1-10-03 1-02-15 1-00-04 5-06 1-08-06 11-00 1-03-00 1-05-00 1-10-08 1-07-00 1-11-07 1-04-11 7-06 1-07-08 4- 0 0 1- 0 8 - 0 0 1- 0 0 - 1 5 11 - 0 1 1- 0 3 - 0 7 2- 0 1 1-07-00 1-10-08 7-00 1-04-07 1-06-03 1-04-06 14-07-00 23-01-00 12-11-00 5-06-00 56-01-00 3- 0 6 - 0 0 12 - 0 6 - 0 8 11 - 0 7 - 0 8 22 - 0 5 - 0 8 5- 0 1 - 0 0 14-10-08 37-02-00 8- 1 0 - 0 8 7-00-00 14-05-00 28-08-00 6-00-00 51 - 0 8 - 0 8 6-00 3- 0 0 - 0 0 56-01-00 55 - 0 2 - 0 8 1-10-08 1-04-14 49-01-00 10 - 0 2 - 0 8 34-08-00 21-10-08 5-11-08 16 - 0 0 - 0 8 12 - 0 0 - 0 8 16 - 0 0 - 0 8 Framer is responsible for accurate spacing of trusses as designed and called out on placement plan. All trusses spaced at 24" oc unless noted otherwise. THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. PL A N : SC A L E : N T S PROJECT No: M39558 DESIGNER: MS REVISIONS THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET. DE V E L O P E R : L e o n i d a B u i l d e r s LO C A T I O N : S A N T A A N A , C A . DATE 2/6/2024 Recessed Lights SYMBOL LEGEND Attic Access Return Air Grill TO M ' S J R S A N T A A N A Slope & Direction Hip Framing label Valley Framing label A.A. RAG X/12 Sxx Vxx 4 Amir Deihimi 2/14/2024 CORE STRUCTURE, INC. NO EXCEPTIONS TAKEN BY DATE SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO THE CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPSONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE FOR TOLERANCES, CLEARANCES, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS OR HER WORK WITH OTHER TRADES AND FULL COMPLIANCE WITH THE CONTRACT DOCUMENTS. FURNISH AS NOTED REJECTED REVISE AND RESUBMIT FOR INFORMATION ONLY 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =5x8 =5x10 =2x4 =5x8 =2x4 =5x8 =2x4 =4x8 =4x8 =M18AHS 8x12 =2x4 =4x8 =2x4 =4x8 =2x4 =4x12 =4x8 =3x10 =4x12 =3x10 =4x5 =2x439 23 22 36 21 37 20 38 19 18 40 17 41 16 42 15 43 44 14 35 133412 1133103293183072962854273262251 240-5-10 34-5-2 2-6-0 36-11-2 2-10-10 33-11-8 2-11-5 31-0-14 3-0-9 28-1-8 3-9-12 16-11-2 3-11-14 13-1-6 3-11-14 9-1-8 4-0-10 20-11-12 4-1-4 25 -1-0 5-1-10 5-1-10 0-2-13 34-5-2 2-6-0 36-11-2 3-0-9 28-1-8 3-9-12 16-11-2 3-11-14 13-1-6 3-11-14 9-1-8 4-0-10 20-11-12 4-1-4 25 -1-0 5-1-10 5-1-10 6-0-13 34-2-5 6-6-0 2-6-10 1-2-00-7-8 1-2-10 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:67.9 Plate Offsets (X, Y):[1:0-3-8,0-2-8], [16:0-4-0,0-2-0], [19:0-6-0,0-4-8], [22:0-4-8,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL)-0.47 18-19 >868 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.66 Vert(CT)-0.96 18-19 >421 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.84 Horz(CT)0.13 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.35 18-19 >999 240 Weight: 235 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 G *Except* 12-13:2x4 DF No.2 G BOT CHORD 2x6 DF 1800F 1.6E G or 2x6 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 24-15:2x6 DF No.2 G, 22-1:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-3 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 11-24 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)15=0-5-8, 23=0-2-10 Max Horiz 23=-232 (LC 10) Max Uplift 15=-130 (LC 9), 23=-67 (LC 13) Max Grav 15=1667 (LC 1), 23=1375 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-23=-1311/233, 1-2=-2940/467, 2-3=-2939/463, 3-4=-5953/1005, 4-6=-5953/1002, 6-7=-6466/1211, 7-8=-6466/1208, 8-9=-4121/1003, 9-10=-4121/1002, 10-11=-711/768, 12-15=-462/188, 11-12=-444/69, 11-24=0/0, 12-13=-236/1126, 13-14=-69/310 BOT CHORD 22-23=-549/604, 21-22=-768/4733, 20-21=-768/4733, 18-20=-897/6556, 17-18=-916/5540, 16-17=-916/5540, 15-16=-633/2263, 14-15=-363/357 WEBS 13-15=-1051/128, 10-15=-2615/424, 2-22=-480/100, 1-22=-507/3108, 3-22=-1988/359, 3-21=-5/417, 3-20=-244/1347, 4-20=-457/82, 6-20=-865/321, 6-19=0/408, 6-18=-649/568, 7-18=-456/87, 8-18=-337/1149, 8-17=-20/409, 8-16=-1597/306, 9-16=-418/76, 10-16=-404/2064 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 19-2-5, Corner (3) 19-2-5 to 36-9-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF 1800F 1.6E or SS crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 23. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 23 and 130 lb uplift at joint 15. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 4750 lb. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-11-2 for 128.6 plf. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-11=-68, 12-13=-68, 23-43=-14, 14-43=-30 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031742AA01Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:26 Page: 1 ID:AWSYIOMvjNPLNN8yPb0ODYyECvY-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =5x8 =5x10 =2x4 =5x8 =2x4 =5x8 =2x4 =4x8 =4x8 =M18AHS 8x12 =2x4 =4x8 =2x4 =4x8 =2x4 =4x12 =4x8 =3x10 =4x12 =3x10 =4x5 =2x4 23 35 22 36 21 37 20 38 19 39 18 17 41 16 42 15 43 44 14 40 133412 1133103293183072962854273262251 240-5-10 34-8-0 2-6-0 37-2-0 2-10-10 34-2-6 2-11-6 31-3-12 3-0-9 28-4-6 3-11-13 9-1-7 3-11-14 13 -1-5 4-0-10 21-2-10 4-0-11 17-2-0 4-1-3 25 -3-13 5-1-10 5-1-10 0-2-13 34-8-0 2-6-0 37-2-0 3-0-9 28-4-6 3-11-13 9-1-7 3-11-14 13 -1-5 4-0-10 21-2-10 4-0-11 17-2-0 4-1-3 25 -3-13 5-1-10 5-1-10 6-0-13 34-5-3 6-6-0 2-6-11 1-2-00-7-8 1-2-10 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:68.3 Plate Offsets (X, Y):[1:0-3-8,0-2-8], [16:0-4-0,0-2-0], [19:0-6-0,0-4-12], [22:0-4-8,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL)-0.48 18-19 >852 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.67 Vert(CT)-0.99 18-19 >414 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.85 Horz(CT)0.13 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.35 18-19 >999 240 Weight: 237 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 G *Except* 12-13:2x4 DF No.2 G BOT CHORD 2x6 DF 1800F 1.6E G or 2x6 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 24-15:2x6 DF No.2 G, 22-1:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 11-24 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)15=0-5-8, 23=0-5-8 Max Horiz 23=-232 (LC 10) Max Uplift 15=-131 (LC 9), 23=-67 (LC 13) Max Grav 15=1676 (LC 1), 23=1385 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-23=-1321/232, 1-2=-2958/464, 2-3=-2957/461, 3-4=-6013/1002, 4-6=-6013/999, 6-7=-6541/1212, 7-8=-6541/1209, 8-9=-4159/1002, 9-10=-4159/1000, 10-11=-708/767, 12-15=-462/187, 11-12=-444/69, 11-24=0/0, 12-13=-125/1126, 13-14=-69/310 BOT CHORD 22-23=-250/279, 21-22=-767/4764, 20-21=-767/4764, 18-20=-902/6650, 17-18=-916/5595, 16-17=-916/5595, 15-16=-632/2282, 14-15=-114/31 WEBS 10-15=-2635/423, 2-22=-480/99, 1-22=-504/3128, 3-22=-2004/357, 3-21=-6/417, 3-20=-246/1380, 4-20=-463/85, 6-20=-895/186, 6-19=0/408, 6-18=-481/381, 7-18=-456/85, 8-18=-254/1064, 8-17=-20/409, 8-16=-1617/306, 9-16=-418/75, 10-16=-403/2084, 13-15=-1050/127 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 19-5-3, Corner (3) 19-5-3 to 37-0-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF 1800F 1.6E or SS crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 23 and 131 lb uplift at joint 15. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-11=-68, 12-13=-68, 23-43=-14, 14-43=-30 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031743AA02Roof Special 6 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:29 Page: 1 ID:3XuwnHIPghMAPUmvdw9vr2yERme-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512=4x6 =5x6 =4x6 =4x6 =2x4 =5x8 =5x6 =5x8 =4x6 =4x6 =M18AHS 3x10 =4x5 =4x5 =4x629 23 26 22 27 21 28 20 19 30 18 17 31 16 32 15 33 14 1343124211411094083973865374363352341 25 24 0-8-14 18 -5-9 1-2-15 35-8-7 0-5-10 49-1-0 2-6-2 48-7-6 0-5-10 0-5-10 3-1-15 17 -8-12 3-6-9 14-6-13 3-9-4 34-5-9 4-5-9 4-11-3 5-0-14 23 -6-8 5-1-11 40-10-2 5-3-2 46-1-4 6-1-1 11-0-3 7-1-13 30-8-4 0-0-15 14-7-12 5-0-15 38 -2-15 5-2-6 43-5-5 5-4-4 20-0-0 5-7-11 49-1-0 6-1-1 33 -1-15 6-11-5 14-6-13 7-0-15 27-0-15 7-7-7 7-7-7 4-2-0 3-6-0 1-10 -2 1-10 -2 1-0-1 2-10 -2 0-7-14 3-6-0 0-8-0 4-2-0 Scale = 1:83.7 Plate Offsets (X, Y):[1:0-2-15,Edge], [20:0-4-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL)-0.36 16-17 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.85 Vert(CT)-0.75 16-17 >552 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr YES WB 0.80 Horz(CT)0.07 14 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.26 16-17 >999 240 Weight: 228 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G *Except* 1-6:2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 24-23,25-14:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-10-10 oc bracing. REACTIONS (size)14=0-5-8, 21=0-5-8, 23=0-5-8 Max Horiz 23=-162 (LC 8) Max Uplift 14=-47 (LC 9), 21=-129 (LC 13), 23=-188 (LC 54) Max Grav 14=1117 (LC 1), 21=2972 (LC 1), 23=327 (LC 58) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-110/89, 2-3=-226/1275, 3-4=-597/4306, 4-5=-599/4305, 5-7=-181/909, 7-8=-2374/348, 8-10=-3946/582, 10-11=-4042/602, 11-12=-2860/452, 12-13=-146/112, 1-23=-431/38, 1-24=0/0, 13-14=-412/55, 13-25=0/0 BOT CHORD 22-23=-526/231, 21-22=-2452/415, 19-21=-2195/1159, 17-19=-519/3606, 16-17=-572/4205, 15-16=-505/3749, 14-15=-263/1762 WEBS 4-21=-465/51, 7-20=-2300/374, 7-19=-127/1493, 8-19=-1401/261, 8-17=-10/666, 10-17=-510/105, 10-16=-369/242, 11-15=-1069/207, 12-15=-126/1276, 12-14=-1992/304, 5-21=-2564/370, 5-20=-195/1790, 11-16=-49/564, 2-22=-1051/234, 2-23=-190/613, 3-22=-159/1433, 3-21=-2213/360 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-13 to 5-2-13, Exterior (2) 5-2-13 to 43-10-3, Corner (3) 43-10-3 to 48-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)The Fabrication Tolerance at joint 18 = 16% 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20% has been applied for the green lumber members. 10)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 21, 47 lb uplift at joint 14 and 188 lb uplift at joint 23. 12)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031744AA03Roof Special 4 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:30 Page: 1 ID:AlOMv3SPX61Th1gVO?vuYZyETtF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =5x8 =7x10 =2x4 =4x12 =2x6 =4x12 =2x4 =3x10 =M18AHS 8x12 =5x6 =2x4 =4x8 =2x6 =3x10 =4x5 =3x6 =5x8 =3x10 =6x16 37 20 34 19 35 18 36 17 16 38 15 39 14 40 13 41 12 42 11 2223 1033932831763029528274263252241 21 0-5-10 34-8-0 3-1-4 27 -7-8 4-0-7 8-1-15 4-0-8 12-2-7 4-1-2 20-4-10 4-1-2 16-3-9 4-1-10 24-6-4 4-1-8 4-1-8 6-6-14 34-2-6 0-5-10 34-8-0 2-11-11 30 -7-3 3-1-4 27 -7-8 3-7-3 34-2-6 4-0-7 8-1-15 4-0-8 12-2-7 4-1-2 20-4-10 4-1-2 16-3-9 4-1-10 24-6-4 4-1-8 4-1-8 5-6-0 2-6-11 4-8-12 0-9-4 1-10 -2 1-10 -2 3-7-14 5-6-0 Scale = 1:64.7 Plate Offsets (X, Y):[1:0-3-8,0-2-8], [10:0-8-0,0-3-12], [16:0-6-0,0-6-0], [19:0-3-8,0-3-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL)-0.46 15-16 >900 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.96 Vert(CT)-0.94 15-16 >437 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.81 Horz(CT)0.06 23 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.33 15-16 >999 240 Weight: 244 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 G BOT CHORD 2x8 DF No.2 G *Except* 16-11:2x8 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 22-21:2x6 DF No.2 G, 19-1,12-10:2x4 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-6-10 oc bracing. REACTIONS (size)20=0-5-8, 23=0-5-8 Max Horiz 20=-184 (LC 10) Max Uplift 20=-64 (LC 13), 23=-83 (LC 9) Max Grav 20=1406 (LC 1), 23=1367 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20=-1330/240, 1-2=-2524/413, 2-3=-2524/410, 3-4=-6046/1026, 4-5=-6047/1023, 5-7=-6971/1247, 7-8=-6972/1244, 8-9=-5130/1067, 9-10=-3119/740, 11-22=-27/495, 10-22=-27/495, 10-21=0/0 BOT CHORD 19-20=-214/186, 18-19=-848/4630, 17-18=-848/4630, 15-17=-1123/7040, 14-15=-1058/6442, 13-14=-1058/6442, 12-13=-903/5127, 11-12=-340/850 WEBS 2-19=-465/91, 1-19=-464/2760, 3-19=-2317/411, 3-18=0/414, 3-17=-269/1552, 4-17=-445/85, 5-17=-1144/223, 5-16=0/443, 5-15=-461/380, 7-15=-439/87, 8-15=-166/735, 8-14=0/436, 8-13=-1461/270, 9-13=-68/617, 9-12=-2234/416, 10-12=-471/2427, 10-23=-1598/273 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 18-11-9, Corner (3) 18-11-9 to 33-11-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 20 DF No.2 crushing capacity of 625 psi, Joint 23 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 20 and 83 lb uplift at joint 23. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031745AA04Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:31 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x5 =5x10 =6x12 =2x6 =4x12 =2x6 =4x12 =2x6 =M18AHS 10x12 =4x8 =6x8 =5x8 =2x6 =2x6 =5x8 =4x5 =4x5 =2x6 =6x8 =3x10 =10x16 40 41 22 37 21 38 20 39 19 1817 16 42 15 43 14 44 13 45 12 2425 11361035934833763231530294283272261 23 0-5-10 34-8-0 3-0-11 34-2-6 3-1-12 27 -11-11 3-2-0 31-1-11 4-1-1 8-3-5 4-1-2 12-4-6 4-1-10 16-6-1 4-1-10 20-7-11 4-2-4 24 -9-15 4-2-3 4-2-3 0-2-8 16 -6-1 0-11-4 34-8-0 2-7-1 33-8-12 3-1-12 27 -11-11 3-2-0 31-1-11 3-11-2 16 -3-9 4-1-1 8-3-5 4-1-2 12-4-6 4-1-10 20-7-11 4-2-4 24 -9-15 4-2-3 4-2-3 5-6-0 2-6-11 4-8-12 0-9-4 1-10 -2 1-10 -2 3-7-14 5-6-0 Scale = 1:64.7 Plate Offsets (X, Y):[1:0-3-8,0-2-8], [11:0-8-0,0-5-8], [13:0-2-0,0-2-4], [21:0-4-12,0-3-0] Loading (psf)Spacing 1-7-3 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL)-0.46 16-17 >892 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.69 Vert(CT)-0.95 16-17 >433 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.99 Horz(CT)0.07 25 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.36 16-17 >999 240 Weight: 267 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS G *Except* 6-11:2x8 DF No.2 G BOT CHORD 2x8 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 24-23:2x6 DF No.2 G, 21-1:2x4 DF No.2 G, 13-11:2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G OTHERS 2x6 DF 1800F 1.6E G or 2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)22=0-5-8, 25=0-5-8 Max Horiz 22=-148 (LC 10) Max Uplift 22=-148 (LC 9), 25=-109 (LC 9) Max Grav 22=1804 (LC 1), 25=1349 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-22=-1724/297, 1-2=-3369/546, 2-3=-3369/544, 3-4=-7710/1281, 4-5=-7711/1279, 5-7=-8031/1398, 7-8=-8031/1395, 8-9=-5212/1033, 9-10=-3177/733, 10-11=-3178/744, 12-24=-32/484, 11-24=-32/484, 11-23=0/0 BOT CHORD 21-22=-1034/1100, 20-21=-1058/5989, 19-20=-1058/5989, 17-19=-1369/8458, 16-17=-1364/8469, 15-16=-1128/6858, 14-15=-1130/6825, 13-14=-901/5209, 12-13=-286/950 WEBS 2-21=-529/109, 1-21=-601/3639, 3-21=-2855/491, 3-20=-1/372, 3-19=-314/1869, 4-19=-507/102, 5-19=-1137/475, 5-17=-29/386, 5-16=-786/399, 7-16=-417/80, 8-16=-449/1451, 8-15=0/427, 8-14=-1803/336, 9-14=-105/743, 10-13=-263/111, 9-13=-2249/400, 11-13=-412/2387, 11-25=-1634/269 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 18-11-9, Corner (3) 18-11-9 to 33-11-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 22 DF SS crushing capacity of 625 psi, Joint 25 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 22 and 109 lb uplift at joint 25. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 5300 lb with dead loads only. Lumber DOL= (1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-6-0 for 286.5 plf. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 11-31=-54, 12-22=-11 Trapezoidal Loads (lb/ft) Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031746AA05Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:31 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) Vert: 1=-102-to-26=-103, 26=-103-to-2=-104, 2=-104-to-27=-104, 27=-104-to-3=-105, 3=-105- to-28=-106, 28=-106-to-4=-106, 4=-106-to-29=-107, 29=-107-to-30=-107, 30=-107-to-5=-108, 5=-108- to-31=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031746AA05Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:31 Page: 2 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =6x8 =7x10 =2x6 =4x12 =2x6 =4x12 =2x6 =4x8 =M18AHS 8x12 =6x8 =4x8 =2x6 =2x6 =4x8 =4x5 =4x5 =2x6 =7x10 =3x10 =10x16 42 21 39 20 40 19 41 18 17 16 44 15 45 14 46 13 47 1243 2324 11381037936835763433532313042932827226251 22 0-5-10 34-8-0 3-1-12 27-6-4 3-2-0 30-8-4 3-6-2 34 -2-6 3-11-2 16 -3-9 3-11-5 24-4-8 4-1-1 8-3-5 4-1-2 12-4-6 4-1-10 20 -5-3 4-2-3 4-2-3 0-11-4 34-8-0 3-0-8 33-8-12 3-1-12 27-6-4 3-2-0 30-8-4 3-11-5 24-4-8 3-11-2 16 -3-9 4-1-1 8-3-5 4-1-2 12-4-6 4-1-10 20 -5-3 4-2-3 4-2-3 5-6-0 2-6-11 4-8-12 0-9-4 1-10 -2 1-10 -2 3-7-14 5-6-0 Scale = 1:64.7 Plate Offsets (X, Y):[1:0-3-8,0-3-0], [3:0-4-7,0-2-0], [11:0-8-0,0-5-8], [17:0-6-0,0-6-0], [20:0-4-4,0-3-8] Loading (psf)Spacing 1-4-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL)-0.29 16-17 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.70 Vert(CT)-0.96 16-17 >430 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.97 Horz(CT)0.08 24 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.21 16-17 >999 240 Weight: 267 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS G BOT CHORD 2x8 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 23-22:2x6 DF No.2 G, 20-1,13-11:2x4 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)21=0-5-8, 24=0-5-8 Max Horiz 21=-123 (LC 10) Max Uplift 21=-49 (LC 9), 24=-66 (LC 9) Max Grav 21=1683 (LC 1), 24=1544 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-1611/180, 1-2=-3177/328, 2-3=-3177/326, 3-4=-7560/805, 4-5=-7560/803, 5-7=-8590/957, 7-8=-8660/967, 8-9=-6115/779, 9-10=-3902/579, 10-11=-3912/588, 12-23=-19/527, 11-23=-19/527, 11-22=0/0 BOT CHORD 20-21=-146/161, 19-20=-651/5740, 18-19=-651/5740, 16-18=-864/8573, 15-16=-794/7659, 14-15=-797/7635, 13-14=-669/6112, 12-13=-226/1165 WEBS 2-20=-576/67, 1-20=-363/3433, 3-20=-2793/311, 3-19=-5/365, 3-18=-213/2006, 4-18=-546/63, 5-18=-1310/145, 5-17=-5/366, 5-16=-354/465, 7-16=-550/65, 8-16=-161/1198, 8-15=0/417, 8-14=-1721/209, 9-14=-64/776, 10-13=-280/95, 11-13=-313/2895, 9-13=-2448/282, 11-24=-1887/196 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 18-11-9, Corner (3) 18-11-9 to 33-11-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 21 DF SS crushing capacity of 625 psi, Joint 24 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 21 and 66 lb uplift at joint 24. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 11 lb up at 18-4-5, and 41 lb down and 4 lb up at 1-10-6, and 41 lb down and 4 lb up at 4-0-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-28=-77, 28-30=-97, 11-30=-77, 12-21=-9 Concentrated Loads (lb) Vert: 2=-36, 25=-36, 33=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031747AA06Roof Special 3 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:33 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =6x8 =7x10 =2x6 =4x12 =2x6 =4x12 =2x6 =4x8 =M18AHS 8x12 =6x8 =4x8 =2x6 =2x6 =4x8 =4x5 =4x5 =2x6 =7x10 =4x12 =M18AHS 10x18 41 21 38 20 39 19 40 18 17 16 43 15 44 14 45 13 46 1242 2324 113710369358347633325313029428327262251 22 0-5-10 34-8-0 3-1-12 27-6-4 3-2-0 30-8-4 3-6-2 34 -2-6 3-11-2 16 -3-9 3-11-5 24-4-8 4-1-1 8-3-5 4-1-2 12-4-6 4-1-10 20 -5-3 4-2-3 4-2-3 1-1-2 34-8-0 2-10 -10 33-6-14 3-1-12 27-6-4 3-2-0 30-8-4 3-11-5 24-4-8 3-11-2 16 -3-9 4-1-1 8-3-5 4-1-2 12-4-6 4-1-10 20 -5-3 4-2-3 4-2-3 5-6-0 2-6-11 4-8-12 0-9-4 1-10 -2 1-10 -2 3-7-14 5-6-0 Scale = 1:64.7 Plate Offsets (X, Y):[1:0-3-8,0-3-0], [3:0-4-7,0-2-0], [11:0-9-0,0-5-8], [17:0-6-0,0-6-0], [20:0-4-4,0-3-8] Loading (psf)Spacing 1-4-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL)-0.29 16-17 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.69 Vert(CT)-0.95 16-17 >434 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.97 Horz(CT)0.08 24 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.21 16-17 >999 240 Weight: 267 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS G BOT CHORD 2x8 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 23-22:2x6 DF No.2 G, 20-1,13-11:2x4 DF No.2 G OTHERS 2x8 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)21=0-5-8, 24=0-5-8 Max Horiz 21=-123 (LC 10) Max Uplift 21=-42 (LC 9), 24=-67 (LC 9) Max Grav 21=1617 (LC 1), 24=1531 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-1549/174, 1-2=-3086/319, 2-3=-3086/316, 3-4=-7483/797, 4-5=-7483/795, 5-7=-8535/951, 7-8=-8605/961, 8-9=-6084/776, 9-10=-3898/579, 10-11=-3904/585, 12-23=-16/527, 11-23=-16/527, 11-22=0/0 BOT CHORD 20-21=-145/157, 19-20=-642/5652, 18-19=-642/5652, 16-18=-857/8506, 15-16=-790/7617, 14-15=-793/7593, 13-14=-665/6080, 12-13=-247/1300 WEBS 2-20=-541/62, 1-20=-353/3336, 3-20=-2797/311, 3-19=-8/363, 3-18=-214/2014, 4-18=-546/63, 5-18=-1317/147, 5-17=-5/366, 5-16=-345/474, 7-16=-550/65, 8-16=-159/1188, 8-15=0/417, 8-14=-1713/208, 9-14=-65/768, 10-13=-263/111, 11-13=-315/2750, 9-13=-2418/279, 11-24=-1899/201 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 18-10-10, Corner (3) 18-10-10 to 33-10-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 21 DF SS crushing capacity of 625 psi, Joint 24 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 21 and 67 lb uplift at joint 24. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 11 lb up at 18-4-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-27=-77, 27-29=-97, 11-29=-77, 12-21=-9 Concentrated Loads (lb) Vert: 32=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031748AA07Roof Special 2 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:33 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =6x8 =6x12 =2x6 =4x12 =2x6 =4x12 =2x6 =6x8 =5x8 =M18AHS 8x12 =4x5 =6x16 =4x5 =2x6 =4x8 =4x5 =4x5 =2x6 =7x10 =3x10 =10x16 39 21 36 20 37 19 38 18 17 40 16 41 15 42 14 43 13 44 12 2324 11351034933832731302962854273262251 22 0-5-10 34-8-0 1-10-3 14-2-9 2-0-15 16-3-9 3-1-12 27-6-4 3-1-15 30-8-3 3-6-3 34-2-6 3-10-12 20-2-5 4-1-1 8-3-5 4-1-2 12-4-6 4-2-3 24-4-8 4-2-3 4-2-3 0-11-4 34-8-0 3-0-9 33-8-12 3-1-12 27-6-4 3-1-15 30-8-3 3-10-12 20-2-5 3-11-2 16-3-9 4-1-1 8-3-5 4-1-2 12-4-6 4-2-3 24-4-8 4-2-3 4-2-3 5-6-0 2-6-11 4-8-12 0-9-4 1-6-5 1-6-5 0-0-12 1-7-1 0-3-1 1-10 -2 3-7-14 5-6-0 Scale = 1:66.4 Plate Offsets (X, Y):[1:0-3-8,0-3-0], [3:0-4-11,0-2-0], [6:0-2-0,0-2-8], [7:0-3-4,0-3-0], [11:0-8-0,0-5-8], [17:0-6-0,0-6-4], [18:0-4-12,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL)-0.47 16-17 >870 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.75 Vert(CT)-0.97 16-17 >422 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.98 Horz(CT)0.08 24 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.35 16-17 >999 240 Weight: 271 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS G *Except* 6-7:2x4 DF No.2 G BOT CHORD 2x8 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 23-22:2x6 DF No.2 G, 20-1,18-3,13-11:2x4 DF No.2 G OTHERS 2x6 DF 1800F 1.6E G or 2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing. REACTIONS (lb/size)21=1605/0-5-8, 24=1596/0-5-8 Max Horiz 21=-185 (LC 10) Max Uplift 21=-76 (LC 9), 24=-121 (LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-1530/272, 1-25=-3080/504, 2-25=-3082/503, 2-26=-3080/501, 3-26=-3082/500, 3-27=-7753/1304, 4-27=-7755/1303, 4-5=-7752/1300, 5-28=-7753/1300, 6-28=-7754/1300, 6-29=-9096/1555, 29-30=-9102/1555, 30-31=-9105/1556, 7-31=-9107/1555, 7-32=-9221/1617, 8-32=-9225/1617, 8-33=-6427/1271, 9-33=-6428/1271, 9-34=-4073/930, 10-34=-4074/929, 10-35=-4071/942, 11-35=-4075/942, 12-24=-32/504, 11-24=-32/504 BOT CHORD 20-37=-1016/5659, 19-37=-1016/5659, 19-38=-1016/5659, 18-38=-1016/5659, 18-39=-1465/9101, 17-39=-1465/9101, 17-40=-1448/9219, 16-40=-1448/9219, 16-41=-1336/8159, 15-41=-1336/8159, 15-42=-1341/8130, 14-42=-1341/8130, 14-43=-1106/6425, 13-43=-1106/6425, 13-44=-355/1205, 12-44=-355/1205 WEBS 2-20=-451/95, 1-20=-558/3333, 3-20=-2808/493, 3-19=0/380, 3-18=-385/2278, 4-18=-459/94, 6-18=-1457/279, 6-17=-58/323, 7-16=-372/128, 8-16=-255/1126, 8-15=0/419, 8-14=-1905/364, 9-14=-118/837, 9-13=-2604/471, 11-13=-517/3025, 7-17=-506/320, 11-24=-1950/321 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 18-11-9, Corner (3) 18-11-9 to 33-11-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 21 and 121 lb uplift at joint 24. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 18 lb up at 18-4-5, and 197 lb down and 27 lb up at 20-1-15, and 197 lb down and 27 lb up at 16-9-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 13)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-11=-68, 12-21=-14 Concentrated Loads (lb) Vert: 7=-160 (F), 29=-160 (F), 30=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031749AA08Roof Special 2 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Mar 9 2023 Print: 8.630 S Mar 9 2023 MiTek Industries, Inc. Wed Dec 27 13:34:40 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-sqgU4py?dhSjqSkB0LyC2?0MjjvBFX0Sk17?5Vy4kUT December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =6x8 =6x12 =2x6 =4x12 =2x6 =4x12 =2x6 =6x8 =4x8 =M18AHS 8x12 =6x8 =2x6 =7x10 =2x6 =8x12 =2x6 =7x8 =5x6 35 37 19 31 18 17 16 15 14 36 13 12 11 32 33 34 38 103092982872726256242354223212201 3-11-4 16-3-11 4-0-10 20 -4-4 4-1-1 12-4-7 4-1-2 8-3-5 4-2-4 24 -6-8 4-2-4 4-2-4 4-4-6 33-7-0 4-8-2 29 -2-10 0-0-6 33-7-0 3-11-4 16-3-11 4-0-10 20 -4-4 4-1-1 12-4-7 4-1-2 8-3-5 4-2-4 24 -6-8 4-2-4 4-2-4 4-4-0 33-6-10 4-8-2 29 -2-10 2-6-10 1-10 -3 Scale = 1:57.5 Plate Offsets (X, Y):[1:0-3-8,0-3-0], [3:0-4-15,0-2-0], [11:Edge,0-3-9], [15:0-6-0,0-6-0], [16:0-4-12,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.46 14-15 >863 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.71 Vert(CT)-0.95 14-15 >419 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.95 Horz(CT)0.10 11 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.34 14-15 >999 240 Weight: 251 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS G BOT CHORD 2x8 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 1-18,12-10:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-12 REACTIONS (size)11=0-7-0, 19=0-2-10 Max Horiz 19=-52 (LC 8) Max Uplift 11=-63 (LC 9), 19=-62 (LC 13) Max Grav 11=1596 (LC 1), 19=1562 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-19=-1487/265, 1-2=-2996/515, 2-3=-2996/512, 3-4=-7446/1242, 4-6=-7447/1238, 6-7=-8704/1437, 7-8=-8789/1458, 8-9=-4297/720, 9-10=-4298/717, 10-11=-1473/262 BOT CHORD 18-19=-553/611, 17-18=-922/5507, 16-17=-922/5507, 14-16=-1449/8720, 13-14=-1205/7225, 12-13=-1205/7224, 11-12=-539/757 WEBS 1-18=-540/3237, 2-18=-446/96, 3-18=-2734/462, 3-17=0/382, 3-16=-346/2107, 4-16=-421/84, 6-16=-1377/237, 6-15=-8/363, 6-14=-700/686, 7-14=-529/118, 8-14=-316/1653, 8-13=-11/363, 8-12=-3063/507, 9-12=-420/100, 10-12=-695/4194 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 18-5-4, Corner (3) 18-5-4 to 33-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF SS crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 19. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 19 and 63 lb uplift at joint 11. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 5400 lb. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 33-7-0 for 160.8 plf. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down and 27 lb up at 19-11-1, and 114 lb down and 18 lb up at 18-1-9, and 169 lb down and 27 lb up at 16-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-10=-68, 11-19=-14 Concentrated Loads (lb) Vert: 6=-160, 25=-108, 27=-160 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031750AA09Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:35 Page: 1 ID:AQ9laQp9PNKCmBolYgyznayEBVu-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x6 =6x8 =3x4 =3x4 =3x4 =5x8 =6x8 =3x4 7 14 6 15 5 9 10 4133122111 8 0-5-10 0-5-10 4-5-9 4-11-3 4-8-2 9-7-4 5-1-4 14-8-8 0-3-9 14-8-8 6-11-7 6-11-7 7-5-8 14-4-15 6-6-0 1-9-5 0-9-4 2-10 -2 2-10 -2 3-7-14 6-6-0 Scale = 1:45.4 Plate Offsets (X, Y):[1:0-2-15,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.27 5-6 >627 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.90 Vert(CT)-0.41 5-6 >420 240 BCLL 0.0 *Rep Stress Incr NO WB 0.75 Horz(CT)0.03 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.05 6 >999 240 Weight: 80 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-8:2x6 DF No.2 G OTHERS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-2-6 oc bracing. REACTIONS (size)7=0-5-8, 10=0-3-8 Max Horiz 7=-190 (LC 10) Max Uplift 7=-52 (LC 9), 10=-135 (LC 9) Max Grav 7=1017 (LC 1), 10=997 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-507/155, 1-8=0/0, 1-2=-473/323, 2-3=-1572/697, 3-4=-237/78, 5-9=-289/745, 4-9=-289/745 BOT CHORD 6-7=-758/1515, 5-6=-701/1536 WEBS 2-6=-94/380, 2-7=-1496/745, 3-6=-173/284, 3-5=-1491/691, 4-10=-1021/432 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 7 DF No.2 crushing capacity of 625 psi, Joint 10 DF Stud or No.2 or Std crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 7 and 135 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-128, 5-7=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031751AB01Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:36 Page: 1 ID:?ZU8p6omJFmmlCIeQc9lq8yEBBF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x6 =3x10 =3x4 =3x4 =3x4 =4x6 =3x4 7 12 6 13 5 411310291 8 0-5-10 0-5-10 4-5-9 4-11-3 4-10 -13 9-9-15 4-9-11 14-7-10 6-11-7 6-11-7 7-8-3 14 -7-10 4-2-0 2-6-10 2-10 -2 2-10 -2 1-3-14 4-2-0 Scale = 1:32.3 Plate Offsets (X, Y):[1:0-2-15,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL)-0.31 5-6 >561 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.90 Vert(CT)-0.45 5-6 >384 240 BCLL 0.0 *Rep Stress Incr NO WB 0.48 Horz(CT)0.02 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 6 >999 240 Weight: 73 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-7:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-5-9 oc bracing. REACTIONS (size)5=0-2-10, 7=0-5-8 Max Horiz 7=-119 (LC 10) Max Uplift 5=-39 (LC 9), 7=-12 (LC 13) Max Grav 5=679 (LC 33), 7=679 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-146/120, 2-3=-1013/344, 3-4=-112/38, 4-5=-439/81, 1-7=-440/89, 1-8=0/0 BOT CHORD 6-7=-411/883, 5-6=-395/906 WEBS 2-6=-62/362, 2-7=-968/411, 3-6=-138/330, 3-5=-986/417 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 7 and 39 lb uplift at joint 5. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031752AB02Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:36 Page: 1 ID:op9Q6TQuwXXohq9wJNdFlJyEBD0-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =5x6 =3x10 =3x4 =3x6 =3x10 =3x4 6 10 5 11 4 39281 7 0-5-10 0-5-10 6-9-5 7-2-15 7-7-9 14 -10-8 7-2-15 7-2-15 7-7-9 14 -10-8 4-2-0 2-6-9 2-10 -2 2-10 -2 1-3-14 4-2-0 Scale = 1:33.5 Plate Offsets (X, Y):[1:0-2-15,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL)-0.28 4-5 >619 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.76 Vert(CT)-0.41 4-5 >418 240 BCLL 0.0 *Rep Stress Incr YES WB 0.44 Horz(CT)0.01 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 5 >999 240 Weight: 76 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 3-4,7-6:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-6-8 oc bracing. WEBS 1 Row at midpt 2-6 REACTIONS (size)4=0-5-8, 6=0-5-8 Max Horiz 6=-119 (LC 8) Max Uplift 4=-39 (LC 9), 6=-12 (LC 13) Max Grav 4=683 (LC 32), 6=683 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-132/134, 2-3=-1094/441, 3-4=-634/266, 1-6=-466/122, 1-7=0/0 BOT CHORD 5-6=-470/1091, 4-5=-52/150 WEBS 2-5=-214/201, 3-5=-437/1084, 2-6=-1110/483 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 4 and 12 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031753AB03Roof Special 6 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:37 Page: 1 ID:Gwc52Zcsiy5I9XX2towXXByEBE3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =4x6 =5x6 =3x4 =5x10 =3x4 =7x8 =3x4 =3x6 =4x6 =3x4 19 11 16 10 17 9 18 8 7 1 12 2 6155144133 3-9-3 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 0-1-12 5-7-12 3-7-7 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 2-10 -10 1-2-0 2-6-91-7-4 1-3-6 1-3-6 1-7-4 2-10 -10 Scale = 1:43.1 Plate Offsets (X, Y):[2:0-7-4,0-2-12], [7:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL)-0.21 7-8 >917 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.71 Vert(CT)-0.31 7-8 >617 240 BCLL 0.0 *Rep Stress Incr NO WB 0.78 Horz(CT)-0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 8-9 >999 240 Weight: 107 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-8-15 oc bracing. WEBS 1 Row at midpt 1-10 REACTIONS (size)7=0-5-8, 10=0-5-8 Max Horiz 10=73 (LC 17) Max Uplift 7=-41 (LC 13), 10=-52 (LC 8) Max Grav 7=690 (LC 35), 10=1599 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-73/392, 1-2=-826/2654, 2-10=-1218/422, 2-3=-313/88, 3-4=-53/119, 4-5=-740/373, 5-6=-1151/214, 6-7=-648/153 BOT CHORD 10-11=-80/152, 8-10=-2636/1147, 7-8=-33/108 WEBS 4-9=-358/205, 5-9=-685/248, 5-8=-286/115, 6-8=-178/1165, 2-4=-806/277, 2-9=-907/2340, 1-10=-2605/882 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 21-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 10 and 41 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-164, 4-6=-68, 10-11=-30, 7-10=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031754AB04Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:37 Page: 1 ID:ZyHiQVLx2cwCJ85GiPcinPyEp?B-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =4x6 =5x6 =2x4 =5x10 =3x4 =7x8 =3x4 =4x5 =5x6 =3x4 20 11 17 10 18 9 19 8 7 1 12 2 616155144133 3-9-3 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 0-1-12 5-7-12 3-7-7 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 2-10 -10 1-2-0 2-6-91-7-4 1-3-6 1-3-6 1-7-4 2-10 -10 Scale = 1:43.1 Plate Offsets (X, Y):[2:0-7-4,0-2-12], [7:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL)-0.21 7-8 >917 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.71 Vert(CT)-0.31 7-8 >615 240 BCLL 0.0 *Rep Stress Incr NO WB 0.78 Horz(CT)-0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 8-9 >999 240 Weight: 107 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-8-15 oc bracing. WEBS 1 Row at midpt 1-10 REACTIONS (size)7=0-5-8, 10=0-5-8 Max Horiz 10=73 (LC 17) Max Uplift 7=-45 (LC 13), 10=-46 (LC 8) Max Grav 7=736 (LC 35), 10=1445 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-73/392, 1-2=-826/2654, 2-10=-1065/379, 2-3=-227/41, 3-4=-57/136, 4-5=-744/371, 5-6=-1221/233, 6-7=-692/177 BOT CHORD 10-11=-81/152, 8-10=-2629/1215, 7-8=-37/117 WEBS 4-9=-342/197, 5-9=-721/268, 5-8=-296/120, 6-8=-193/1196, 2-4=-842/255, 2-9=-904/2334, 1-10=-2604/881 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 21-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 10 and 45 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 lb down and 51 lb up at 9-2-4, and 102 lb down and 27 lb up at 19-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-6=-68, 10-11=-30, 7-10=-14 Concentrated Loads (lb) Vert: 4=-186, 16=-96 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031755AB05Roof Special 5 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:38 Page: 1 ID:ZyHiQVLx2cwCJ85GiPcinPyEp?B-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =4x6 =5x6 =2x4 =5x10 =3x4 =7x8 =3x4 =3x6 =3x10 =3x4 20 11 17 10 18 9 19 8 7 1 12 2 616155144133 3-9-3 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 0-1-12 5-7-12 3-7-7 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 2-10 -10 1-2-0 2-6-91-7-4 1-3-6 1-3-6 1-7-4 2-10 -10 Scale = 1:43.1 Plate Offsets (X, Y):[2:0-7-4,0-2-12], [7:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL)-0.21 7-8 >917 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.71 Vert(CT)-0.31 7-8 >616 240 BCLL 0.0 *Rep Stress Incr NO WB 0.78 Horz(CT)-0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 8-9 >999 240 Weight: 107 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-9-0 oc bracing. WEBS 1 Row at midpt 1-10 REACTIONS (size)7=0-5-8, 10=0-5-8 Max Horiz 10=73 (LC 13) Max Uplift 7=-45 (LC 13), 10=-46 (LC 8) Max Grav 7=737 (LC 35), 10=1440 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-73/392, 1-2=-826/2654, 2-10=-1060/378, 2-3=-226/41, 3-4=-57/136, 4-5=-739/373, 5-6=-1195/226, 6-7=-693/178 BOT CHORD 10-11=-81/152, 8-10=-2629/1188, 7-8=-35/113 WEBS 4-9=-346/199, 5-9=-709/261, 5-8=-292/118, 6-8=-187/1182, 2-4=-837/257, 2-9=-902/2331, 1-10=-2604/881 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 21-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 10 and 45 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 lb down and 51 lb up at 9-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-16=-68, 6-16=-116, 10-11=-30, 7-10=-14 Concentrated Loads (lb) Vert: 4=-186 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031756AB05ARoof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:38 Page: 1 ID:ZyHiQVLx2cwCJ85GiPcinPyEp?B-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =4x6 =5x6 =2x4 =5x10 =3x4 =6x8 =3x4 =3x6 =4x6 =3x4 19 11 16 10 17 9 18 8 7 1 12 2 6155144133 3-9-3 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 0-1-12 5-7-12 3-7-7 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 2-10 -10 1-2-0 2-6-91-7-4 1-3-6 1-3-6 1-7-4 2-10 -10 Scale = 1:43.1 Plate Offsets (X, Y):[2:0-7-4,0-2-12], [7:Edge,0-1-8], [9:0-3-12,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL)-0.21 7-8 >917 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.71 Vert(CT)-0.31 7-8 >616 240 BCLL 0.0 *Rep Stress Incr NO WB 0.77 Horz(CT)-0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 8-9 >999 240 Weight: 107 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-9-0 oc bracing. WEBS 1 Row at midpt 1-10 REACTIONS (size)7=0-5-8, 10=0-5-8 Max Horiz 10=73 (LC 17) Max Uplift 7=-41 (LC 13), 10=-46 (LC 8) Max Grav 7=692 (LC 35), 10=1435 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-73/392, 1-2=-826/2654, 2-10=-1054/376, 2-3=-225/40, 3-4=-57/137, 4-5=-732/377, 5-6=-1164/218, 6-7=-649/154 BOT CHORD 10-11=-81/152, 8-10=-2629/1159, 7-8=-32/107 WEBS 4-9=-350/201, 5-9=-697/254, 5-8=-289/116, 6-8=-182/1173, 2-4=-831/260, 2-9=-901/2328, 1-10=-2604/881 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 21-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 10 and 41 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 lb down and 51 lb up at 9-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-6=-68, 10-11=-30, 7-10=-14 Concentrated Loads (lb) Vert: 4=-186 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031757AB06Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:38 Page: 1 ID:ZyHiQVLx2cwCJ85GiPcinPyEp?B-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 0.25 12 =2x6 =4x5 =4x6 =3x4 =4x8 =3x4 =4x8 =6x16 =5x6 =6x8 19121118 10 9 20 8 7 13 14 1 2 15 3 4 16 5 17 6 0-3-12 0-3-12 0-5-8 -0-5-8 2-8-12 3-0-8 5-11-10 9-0-2 6-6-14 15-7-0 0-3-12 15-1-8 0-3-12 0-3-12 0-0-15 3-3-4 0-5-8 15 -7-0 2-10-8 3-2-5 5-8-14 9-0-2 5-9-10 14-9-12 2-10 -8 1-2-2 2-1-4 0-3-9 1-7-10 0-9-4 1-2-14 1-2-14 1-7-10 2-10 -8 Scale = 1:42.7 Plate Offsets (X, Y):[3:0-6-0,0-2-8], [6:0-5-4,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL)-0.12 9-10 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.55 Vert(CT)-0.17 9-10 >876 240 BCLL 0.0 *Rep Stress Incr NO WB 0.51 Horz(CT)0.01 14 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.01 9 >999 240 Weight: 86 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-10-4 max.): 3-10, 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. REACTIONS (size)1=0-5-8, 10=0-5-8, 14=0-5-8 Max Horiz 1=40 (LC 12) Max Uplift 1=-9 (LC 12), 10=-26 (LC 8), 14=-19 (LC 9) Max Grav 1=441 (LC 29), 10=747 (LC 45), 14=604 (LC 48) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-53/48, 2-3=-53/212, 3-10=-653/276, 3-4=-255/96, 4-5=-121/39, 5-6=-772/241, 8-13=0/439, 6-13=0/439 BOT CHORD 11-12=0/0, 10-11=0/0, 9-10=-245/130, 8-9=-63/227, 7-8=0/0 WEBS 5-9=-337/190, 6-9=-206/711, 2-11=-13/459, 3-5=-802/246, 2-10=-221/55, 3-9=-287/741, 6-14=-634/177 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 15-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 1 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi, Joint 14 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 1, 26 lb uplift at joint 10 and 19 lb uplift at joint 14. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-6=-68, 10-12=-30, 7-10=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031758AC01Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:39 Page: 1 ID:1BrjXtzfy6mK3jTKwOEehhyEnUr-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 0.25 12 =3x4 =5x6 =3x10 =4x12 =3x4 =3x4 =3x4 =6x16 =4x5 =6x8 11 10 17 18 9 19 8 20 7 12 13 1 2 14 3 4 15 5 16 6 0-5-8 -0-5-8 3-0-8 3-0-8 6-1-7 9-2-0 6-5-0 15-7-0 0-3-12 0-3-12 0-1-0 3-4-4 0-7-8 15-7-0 2-11-8 3-3-4 5-9-8 14-11-8 5-9-11 9-2-0 2-10 -0 1-2-2 2-0-12 0-3-9 1-7-2 0-9-4 1-2-14 1-2-14 1-7-2 2-10 -0 Scale = 1:36.9 Plate Offsets (X, Y):[6:0-5-4,0-3-4], [7:Edge,0-3-9] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL)-0.13 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.59 Vert(CT)-0.19 7-8 >765 240 BCLL 0.0 *Rep Stress Incr NO WB 0.55 Horz(CT)0.01 13 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.01 8 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 9-4:2x8 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-9, 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. REACTIONS (size)1=0-5-8, 9=0-5-8, 13=0-5-8 Max Horiz 1=-52 (LC 10) Max Uplift 1=-13 (LC 40), 9=-30 (LC 8), 13=-21 (LC 9) Max Grav 1=433 (LC 29), 9=760 (LC 44), 13=583 (LC 46) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-10=0/438, 1-2=-75/68, 2-3=-80/282, 3-9=-503/163, 3-4=-266/99, 4-5=-67/80, 5-6=-747/240, 7-12=0/420, 6-12=0/420 BOT CHORD 10-11=0/0, 9-10=-38/198, 8-9=-249/747, 7-8=-62/205 WEBS 2-9=-354/93, 5-8=-213/166, 6-8=-205/692, 5-9=-846/267, 6-13=-612/175 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 15-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 1 DF No.2 crushing capacity of 625 psi, Joint 9 DF No.2 crushing capacity of 625 psi, Joint 13 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 1, 30 lb uplift at joint 9 and 21 lb uplift at joint 13. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 2-3=-68, 4-6=-68, 11-18=-30, 7-18=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031759AC02Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:39 Page: 1 ID:hZe4JtrhQjWOw6dR8slnksyEn92-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x5 =6x8 =3x4 =3x6 =6x16 =5x6 =6x8 7 12 6 13 5 4 8 9 10 1112 3 5-8-8 5-8-8 6-4-0 12-0-8 0-3-11 11-6-15 0-5-9 12-0-8 5-6-12 11-3-4 5-8-8 5-8-8 2-9-11 2-0-7 0-9-4 Scale = 1:38.2 Plate Offsets (X, Y):[3:0-5-4,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL)-0.13 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.69 Vert(CT)-0.20 6-7 >703 240 BCLL 0.0 *Rep Stress Incr NO WB 0.93 Horz(CT)0.02 9 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 6-7 >999 240 Weight: 62 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (4-2-15 max.): 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-11-11 oc bracing. REACTIONS (size)7=0-5-8, 9=0-5-8 Max Horiz 7=-54 (LC 10) Max Uplift 7=-43 (LC 8), 9=-38 (LC 9) Max Grav 7=1018 (LC 1), 9=932 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-560/198, 1-2=-92/65, 2-3=-1379/608, 5-8=0/443, 3-8=0/443 BOT CHORD 6-7=-618/1379, 5-6=-145/316, 4-5=0/0 WEBS 2-7=-1429/625, 2-6=-427/282, 3-6=-520/1165, 3-9=-1000/435 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 7 DF No.2 crushing capacity of 625 psi, Joint 9 DF No.2 crushing capacity of 625 psi. 7)Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 7 and 38 lb uplift at joint 9. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-161, 4-7=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031760AC03Flat11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:40 Page: 1 ID:sitfHq6cjGM4fQSQpyze5hyEmxo-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x6 =4x6 =3x4 =3x4 =6x16 =4x5 =6x8 6 12 5 13 48 9 1 2 11 310 7 0-5-10 0-5-10 5-3-15 5-9-9 6-2-15 12 -0-8 0-7-8 12-0-8 5-7-7 11-5-0 5-9-9 5-9-9 5-6-0 1-11 -15 0-9-4 2-9-3 2-9-3 2-8-13 5-6-0 Scale = 1:41.3 Plate Offsets (X, Y):[1:0-3-0,Edge], [3:0-5-4,0-3-4], [4:Edge,0-3-9] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.12 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.17 5-6 >794 240 BCLL 0.0 *Rep Stress Incr NO WB 0.49 Horz(CT)0.01 9 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 5 >999 240 Weight: 69 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-6:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, 1-7, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-10-4 oc bracing. REACTIONS (size)6=0-5-8, 9=0-5-8 Max Horiz 6=-154 (LC 10) Max Uplift 6=-56 (LC 8), 9=-55 (LC 9) Max Grav 6=623 (LC 29), 9=583 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-348/247, 2-3=-766/396, 4-8=0/418, 3-8=0/418, 1-6=-450/112, 1-7=0/0 BOT CHORD 5-6=-405/766, 4-5=-83/208 WEBS 2-5=-217/206, 3-5=-353/711, 2-6=-806/471, 3-9=-615/253 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 9 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 6 and 55 lb uplift at joint 9. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031761AC04Flat11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:40 Page: 1 ID:z?qsoDPH7L5ik_5e60ru_YyEmsF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x6 =4x6 =3x4 =3x4 =6x16 =4x5 =6x8 6 12 5 13 48 9 1 10 2 11 3 7 0-5-10 0-5-10 5-3-14 5-9-8 6-2-15 12 -0-8 0-7-8 12-0-8 5-7-7 11-5-0 5-9-8 5-9-8 5-6-0 1-11 -7 0-9-4 2-8-11 2-8-11 2-9-5 5-6-0 Scale = 1:41.3 Plate Offsets (X, Y):[1:0-3-0,Edge], [3:0-5-4,0-3-4], [4:Edge,0-3-9] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.12 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.18 5-6 >793 240 BCLL 0.0 *Rep Stress Incr NO WB 0.50 Horz(CT)0.01 9 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 5 >999 240 Weight: 69 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-6:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, 1-7, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-4 oc bracing. REACTIONS (size)6=0-5-8, 9=0-5-8 Max Horiz 6=-154 (LC 10) Max Uplift 6=-56 (LC 8), 9=-55 (LC 9) Max Grav 6=623 (LC 29), 9=583 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-356/252, 2-3=-779/403, 4-8=0/418, 3-8=0/418, 1-6=-450/112, 1-7=0/0 BOT CHORD 5-6=-412/779, 4-5=-85/211 WEBS 2-5=-217/207, 3-5=-359/720, 2-6=-817/479, 3-9=-616/254 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 9 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 6 and 55 lb uplift at joint 9. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031762AC05Flat11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:40 Page: 1 ID:pbxz9bK0gC78JQlCwvBAw4yEmpm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x6 =4x6 =3x4 =3x4 =6x16 =4x5 =6x8 6 12 5 13 48 9 1 10 2 11 3 7 0-5-10 0-5-10 5-3-14 5-9-8 6-2-15 12 -0-8 0-7-8 12-0-8 5-7-7 11-5-0 5-9-8 5-9-8 5-6-0 1-10 -15 0-9-4 2-8-3 2-8-3 2-9-13 5-6-0 Scale = 1:41.3 Plate Offsets (X, Y):[1:0-3-0,Edge], [3:0-5-4,0-3-4], [4:Edge,0-3-9] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.12 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.63 Vert(CT)-0.18 5-6 >791 240 BCLL 0.0 *Rep Stress Incr NO WB 0.50 Horz(CT)0.01 9 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 5 >999 240 Weight: 69 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-6:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (5-11-9 max.): 1-3, 1-7, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. REACTIONS (size)6=0-5-8, 9=0-5-8 Max Horiz 6=-155 (LC 10) Max Uplift 6=-56 (LC 8), 9=-55 (LC 9) Max Grav 6=623 (LC 29), 9=583 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-365/257, 2-3=-792/410, 4-8=0/418, 3-8=0/418, 1-6=-450/112, 1-7=0/0 BOT CHORD 5-6=-420/792, 4-5=-86/215 WEBS 2-5=-217/207, 3-5=-364/730, 2-6=-828/487, 3-9=-618/255 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 9 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 6 and 55 lb uplift at joint 9. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031763AC06Flat11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:41 Page: 1 ID:AXVtTy37x8Sr0lyusBwWg?yEZlT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x4 =3x6 =3x4 =3x4 =6x16 =4x5 =6x8 6 12 5 13 4 7 8 1 9 10 2 11 3 5-8-8 5-8-8 6-4-0 12-0-8 0-7-8 12-0-8 5-8-8 5-8-8 5-8-8 11-5-0 2-7-12 1-10 -8 0-9-4 Scale = 1:34.5 Plate Offsets (X, Y):[3:0-5-4,0-3-4], [4:Edge,0-3-9] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL)-0.13 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.65 Vert(CT)-0.19 5-6 >736 240 BCLL 0.0 *Rep Stress Incr NO WB 0.54 Horz(CT)0.01 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 5 >999 240 Weight: 61 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (5-9-0 max.): 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 6=-51 (LC 10) Max Uplift 6=-29 (LC 8), 8=-22 (LC 9) Max Grav 6=720 (LC 25), 8=594 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-534/176, 1-2=-90/57, 2-3=-846/339, 4-7=0/419, 3-7=0/419 BOT CHORD 5-6=-349/846, 4-5=-77/221 WEBS 2-6=-880/333, 2-5=-230/176, 3-5=-294/782, 3-8=-630/220 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 8 DF No.2 crushing capacity of 625 psi. 7)Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 6 and 22 lb uplift at joint 8. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-9=-166, 3-9=-68, 4-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031764AC07Flat11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:41 Page: 1 ID:JH7v09hEqpo3Z62b4GKPzmyEZi4-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 0.25 12 =3x4 =5x6 =3x4 =4x6 =2x6 =2x6 =3x4 =3x4 =3x4 =6x16 =4x5 =6x8 13 12 20 11 10 21 9 22 8 14 15 1 2 16 3 4 5 17 18 6 19 7 0-7-12 3-8-5 0-5-8 -0-5-8 3-0-8 3-0-8 5-6-12 9-3-0 6-4-0 15 -7-0 0-3-12 0-3-12 0-6-0 3-8-5 0-1-0 3-9-4 0-7-8 15-7-0 2-10-8 3-2-5 5-5-12 9-3-0 5-8-8 14-11-8 2-7-4 1-2-2 1-10 -0 0-3-9 1-4-6 0-9-4 1-2-14 1-2-14 1-4-6 2-7-4 Scale = 1:41.2 Plate Offsets (X, Y):[7:0-5-4,0-3-4], [8:Edge,0-3-9] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL)-0.13 8-9 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.58 Vert(CT)-0.18 8-9 >769 240 BCLL 0.0 *Rep Stress Incr NO WB 0.56 Horz(CT)0.01 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 9-10 >999 240 Weight: 78 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-15 max.): 3-11, 4-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=0-5-8, 10=0-5-8, 15=0-5-8 Max Horiz 1=-47 (LC 10) Max Uplift 1=-6 (LC 12), 10=-51 (LC 8), 15=-20 (LC 9) Max Grav 1=436 (LC 29), 10=1136 (LC 1), 15=584 (LC 50) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-12=-1/435, 1-2=-69/62, 2-3=-77/144, 3-11=-175/502, 3-4=-242/647, 4-5=-19/76, 5-6=-19/76, 6-7=-816/262, 8-14=0/420, 7-14=0/420 BOT CHORD 12-13=0/0, 11-12=-29/213, 10-11=-76/35, 9-10=-272/816, 8-9=-66/222 WEBS 2-11=-242/83, 6-9=-217/163, 7-9=-223/749, 5-10=-1022/415, 6-10=-915/295, 7-15=-621/177 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 15-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 1 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi, Joint 15 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 1, 51 lb uplift at joint 10 and 20 lb uplift at joint 15. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207 lb down and 71 lb up at 3-7-13, and 207 lb down and 71 lb up at 6-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 2-3=-68, 4-7=-68, 10-13=-30, 8-10=-14 Concentrated Loads (lb) Vert: 3=-195, 17=-195 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031765AC08Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:41 Page: 1 ID:IE6A3y2UwIpcU?s?hDDOslyEZ_R-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x6 =4x5 =5x6 =6x16 =4x12 =5x6=3x6 =4x8 =1.5x4 =3x4 =5x8 =6x12 =6x8 13 128 24 7 25 6 21 11 22 10 23 9 14 15 1 16 2 3 17 18 4 19 20 5 3-6-0 3-6-0 4-9-10 8-3-10 7-8-14 16-0-8 0-0-6 4-0-0 0-1-12 8-3-10 0-7-8 16-0-8 0-9-15 4-9-15 3-3-14 8-1-13 3-11-10 3-11-10 7-1-6 15 -5-0 2-6-15 1-2-0 1-9-11 0-7-4 1-4-1 0-7-4 0-7-4 0-7-10 1-2-14 1-4-1 2-6-15 0-7-4 0-7-4 0-2-0 0-9-4 Scale = 1:39.1 Plate Offsets (X, Y):[2:0-6-8,0-3-0], [3:0-3-8,0-2-0], [5:0-5-0,0-3-4], [10:0-3-0,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL)-0.23 6-7 >609 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.82 Vert(CT)-0.36 6-7 >392 240 BCLL 0.0 *Rep Stress Incr NO WB 0.84 Horz(CT)0.02 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 6-7 >999 240 Weight: 86 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 10-8:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 12-3,3-11:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-13 max.): 2-12, 3-5. Except: 6-0-0 oc bracing: 11-12 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)11=0-5-8, 15=0-5-8 Max Horiz 11=-61 (LC 10) Max Uplift 11=-111 (LC 8), 15=-26 (LC 9) Max Grav 11=1347 (LC 1), 15=590 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-72/403, 1-2=-480/1660, 11-12=-180/359, 2-11=-1049/464, 2-3=-697/302, 3-4=-918/200, 4-5=-257/65, 6-14=-13/503, 5-14=-13/503 BOT CHORD 12-13=-43/103, 10-11=-992/339, 9-10=-937/415, 8-10=-40/55, 7-8=-95/493, 6-7=-179/801 WEBS 4-6=-695/112, 7-9=0/338, 4-9=-444/278, 3-9=-552/1263, 1-12=-1663/524, 5-15=-634/154 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 11 DF No.2 crushing capacity of 625 psi, Joint 15 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 11 and 26 lb uplift at joint 15. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207 lb down and 69 lb up at 3-11-10, and 207 lb down and 69 lb up at 6-0-3, and 114 lb down and 38 lb up at 7-2-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-5=-68, 12-13=-30, 10-11=-14, 6-8=-14 Concentrated Loads (lb) Vert: 2=-195, 17=-195, 18=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031766AC09Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:42 Page: 1 ID:fn?sVqAIMEeFMcb0XYqDIwyEYJg-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =2x6 =4x5 =5x6 =6x16 =4x12 =5x6=3x6 =4x8 =1.5x4 =3x4 =5x8 =6x12 =6x8 24 13 128 7 25 6 21 11 2210 23 9 14 15 1 16 2 3 17 18 4 51920 3-6-0 3-6-0 4-9-8 8-3-8 7-9-0 16-0-8 0-0-6 4-0-0 0-1-12 8-3-8 0-7-8 16-0-8 0-9-15 4-9-15 3-3-13 8-1-12 3-11-10 3-11-10 7-1-8 15-5-0 2-6-10 1-2-0 1-9-6 0-7-4 1-3-12 0-7-4 0-7-4 0-7-10 1-2-14 1-3-12 2-6-10 0-7-4 0-7-4 0-2-0 0-9-4 Scale = 1:39.1 Plate Offsets (X, Y):[2:0-6-8,0-3-0], [3:0-3-8,0-2-0], [5:0-5-0,0-3-4], [10:0-3-0,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL)-0.23 6-7 >606 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.83 Vert(CT)-0.36 6-7 >390 240 BCLL 0.0 *Rep Stress Incr NO WB 0.85 Horz(CT)0.02 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 6-7 >999 240 Weight: 86 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 10-8:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 12-3,3-11:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-6 max.): 2-12, 3-5. Except: 6-0-0 oc bracing: 11-12 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-6 REACTIONS (size)11=0-5-8, 15=0-5-8 Max Horiz 11=-61 (LC 10) Max Uplift 11=-111 (LC 8), 15=-130 (LC 28) Max Grav 11=1347 (LC 1), 15=590 (LC 49) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-72/403, 1-2=-480/1660, 11-12=-180/359, 2-11=-1048/463, 2-3=-733/302, 3-4=-930/202, 4-5=-790/630, 6-14=-182/503, 5-14=-182/503 BOT CHORD 12-13=-375/408, 10-11=-1008/344, 9-10=-953/421, 8-10=-40/86, 7-8=-95/496, 6-7=-668/1264 WEBS 4-6=-1148/690, 7-9=0/337, 4-9=-445/279, 3-9=-559/1327, 1-12=-1663/524, 5-15=-635/155 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 11 DF No.2 crushing capacity of 625 psi, Joint 15 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 11 and 130 lb uplift at joint 15. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 1750 lb. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-0-8 for 109.1 plf. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207 lb down and 69 lb up at 3-11-10, and 207 lb down and 69 lb up at 6-0-3, and 114 lb down and 38 lb up at 7-2-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-5=-68, 12-13=-30, 10-11=-14, 6-8=-14 Concentrated Loads (lb) Vert: 2=-195, 17=-195, 18=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031767AC10Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:42 Page: 1 ID:m__i5Mwk4ML3UAvMkTUSEfyDWEJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x6 =4x6 =5x10 =6x16 =4x12 =M18AHS 8x12 =5x8 =1.5x4 =3x4 =3x4 =3x4 =3x6 =3x4 14 10 25 9 8 27 7 262213 12 24 11 23 1 15 2 3 16 17 4 18 19 5 20 21 6 3-6-0 3-6-0 4-0-12 7-6-12 4-2-0 11-8-12 4-3-12 16 -0-8 0-0-6 4-0-0 0-1-12 7-6-12 0-5-10 3-11-10 0-9-15 4-9-15 2-7-0 7-4-15 3-6-0 3-6-0 4-2-0 11-8-12 4-3-12 16 -0-8 2-6-4 1-2-0 2-6-4 0-7-4 1-3-6 0-7-4 0-7-4 0-7-10 1-2-14 1-3-6 2-6-4 Scale = 1:38.1 Plate Offsets (X, Y):[2:0-10-12,Edge], [3:0-3-8,0-2-0], [6:Edge,0-1-8], [12:0-3-8,0-5-13] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL)-0.07 8-9 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.55 Vert(CT)-0.16 8-9 >934 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.89 Horz(CT)0.03 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 8-9 >999 240 Weight: 88 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G *Except* 3-6:2x4 DF No.2 G BOT CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G *Except* 2-11:2x6 DF No.2 G, 10-7:2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 14-1,3-2:2x6 DF No.2 G, 13-3:2x6 DF 1800F 1.6E G or 2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-15 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)2=0-5-8, 7=0-5-8 Max Horiz 2=71 (LC 9) Max Uplift 2=-95 (LC 8), 7=-29 (LC 9) Max Grav 2=1819 (LC 1), 7=999 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-67/404, 1-2=-425/1905, 2-13=-171/543, 2-3=-858/215, 3-4=-1280/186, 4-5=-1268/243, 5-6=-75/38, 6-7=-557/81 BOT CHORD 13-14=-96/89, 2-12=-933/273, 11-12=-1222/368, 10-12=-4/101, 9-10=-114/811, 8-9=-164/1135, 7-8=-234/1268 WEBS 3-11=-452/1579, 1-13=-1844/446, 5-7=-1397/235, 5-8=-109/271, 9-11=-77/208, 4-11=-767/240, 4-8=-112/384 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)The Fabrication Tolerance at joint 2 = 8% 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for the green lumber members. 8)Bearings are assumed to be: Joint 2 DF No.2 crushing capacity of 625 psi, Joint 7 DF No.2 crushing capacity of 625 psi. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 2 and 29 lb uplift at joint 7. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 44 lb up at 3-11-10, 202 lb down and 44 lb up at 6-0-3, 112 lb down and 24 lb up at 7-2-3, and 78 lb down and 17 lb up at 14-10-10, and 78 lb down and 17 lb up at 10-5-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-116, 3-6=-116, 13-14=-30, 2-12=-14, 7-10=-14 Concentrated Loads (lb) Vert: 2=-195, 16=-195, 17=-108, 19=-76, 21=-76 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031768AC11Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:43 Page: 1 ID:0kx5vxWrUjp4frL9DFRKoByDWIj-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x6 =4x6 =5x6 =6x16 =6x12 =M18AHS 8x12 =5x8 =1.5x4 =3x4 =3x4 =3x4 =3x6 =3x4 22 14 1310 25 9 26 8 27 7 12 24 11 23 1 15 2 18 19316174 5 20 21 6 3-6-0 3-6-0 4-0-9 7-6-9 4-2-2 11-8-11 4-3-13 16-0-8 0-0-6 4-0-0 0-1-12 7-6-9 0-9-15 4-9-15 2-6-13 7-4-12 3-11-10 3-11-10 4-2-2 11-8-11 4-3-13 16-0-8 2-5-12 1-2-0 2-5-12 0-7-4 1-2-14 0-7-4 0-7-4 0-7-10 1-2-14 1-2-14 2-5-12 Scale = 1:35.6 Plate Offsets (X, Y):[2:0-10-8,Edge], [3:0-3-8,0-3-0], [6:Edge,0-1-8], [12:0-3-8,0-5-13] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL)-0.07 8-9 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.56 Vert(CT)-0.16 8-9 >923 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.66 Horz(CT)0.03 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 8-9 >999 240 Weight: 87 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G *Except* 3-6:2x4 DF No.2 G BOT CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G *Except* 2-11:2x6 DF No.2 G, 10-7:2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 14-1,3-2:2x6 DF No.2 G, 13-3:2x6 DF 1800F 1.6E G or 2x6 DF SS G, 4-9:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-6 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)2=0-5-8, 7=0-5-8 Max Horiz 2=-74 (LC 10) Max Uplift 2=-95 (LC 8), 7=-29 (LC 9) Max Grav 2=1819 (LC 1), 7=999 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-70/408, 1-2=-373/1665, 2-13=-173/546, 2-3=-858/212, 3-4=-1320/193, 4-5=-1292/248, 5-6=-77/38, 6-7=-557/81 BOT CHORD 13-14=-79/88, 2-12=-958/273, 11-12=-1243/368, 10-12=-4/100, 9-10=-111/793, 8-9=-165/1153, 7-8=-238/1292 WEBS 1-13=-1629/396, 3-11=-459/1616, 9-11=-77/210, 4-11=-768/239, 5-7=-1417/239, 5-8=-110/269, 4-8=-110/392 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)The Fabrication Tolerance at joint 2 = 16% 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for the green lumber members. 8)Bearings are assumed to be: Joint 2 DF No.2 crushing capacity of 625 psi, Joint 7 DF No.2 crushing capacity of 625 psi. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 2 and 29 lb uplift at joint 7. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 44 lb up at 3-11-10, 202 lb down and 44 lb up at 6-0-3, 112 lb down and 24 lb up at 7-2-3, and 78 lb down and 17 lb up at 14-10-10, and 78 lb down and 17 lb up at 10-5-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 14)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-116, 3-6=-116, 13-14=-30, 2-12=-14, 7-10=-14 Concentrated Loads (lb) Vert: 2=-195, 16=-195, 17=-108, 19=-76 (F), 21=-76 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031769AC12Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:44 Page: 1 ID:oTlqpkTL85kTaWpzf5R?GlyDWNx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x6 =4x6 =5x10 =6x16 =4x12 =M18AHS 8x12 =5x8 =1.5x4 =3x4 =3x4 =3x4 =3x6 =3x4 14 10 26 9 27 8 28 7 23 13 12 25 11 24 1 15 2 3 16 17 4 18 19 20 5 21 22 6 3-5-12 6-11-12 3-6-0 3-6-0 4-5-8 11-5-4 4-7-4 16-0-8 0-0-6 4-0-0 0-1-12 6-11-12 0-5-10 3-11-10 0-9-15 4-9-15 2-0-1 6-10 -0 3-6-0 3-6-0 4-5-8 11-5-4 4-7-4 16-0-8 2-5-7 1-2-0 2-5-7 0-7-4 1-2-9 0-7-4 0-7-4 0-7-10 1-2-14 1-2-9 2-5-7 Scale = 1:37.8 Plate Offsets (X, Y):[2:0-10-0,Edge], [3:0-3-8,0-2-0], [6:Edge,0-1-8], [12:0-3-8,0-5-13] Loading (psf)Spacing 1-7-3 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL)-0.08 8-9 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.55 Vert(CT)-0.15 8-9 >957 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.66 Horz(CT)0.02 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 8-9 >999 240 Weight: 86 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G *Except* 3-6:2x4 DF No.2 G BOT CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G *Except* 2-11:2x6 DF No.2 G, 10-7:2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 14-1,3-2:2x6 DF No.2 G, 13-3:2x6 DF 1800F 1.6E G or 2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-11-2 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)2=0-5-8, 7=0-5-8 Max Horiz 2=56 (LC 9) Max Uplift 2=-79 (LC 8), 7=-24 (LC 9) Max Grav 2=1572 (LC 25), 7=898 (LC 46) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-55/400, 1-2=-344/1813, 2-13=-139/517, 2-3=-772/173, 3-4=-1081/138, 4-5=-1213/216, 5-6=-80/31, 6-7=-537/71 BOT CHORD 13-14=-99/86, 2-12=-956/227, 11-12=-1114/303, 10-12=-8/99, 9-10=-89/701, 8-9=-121/959, 7-8=-209/1213 WEBS 3-11=-371/1352, 5-7=-1308/207, 5-8=-158/221, 1-13=-1748/361, 9-11=-93/227, 4-11=-756/215, 4-8=-97/493 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 2 DF No.2 crushing capacity of 625 psi, Joint 7 DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 2 and 24 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 44 lb up at 3-11-10, 202 lb down and 44 lb up at 6-0-3, 112 lb down and 24 lb up at 7-2-3, and 78 lb down and 17 lb up at 14-10-10, and 78 lb down and 17 lb up at 10-5-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 13)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-93, 3-6=-93, 13-14=-27, 2-12=-11, 7-10=-11 Concentrated Loads (lb) Vert: 2=-195, 4=-108, 17=-195, 20=-76 (F), 22=-76 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031770AC13Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:44 Page: 1 ID:kKOGfExGQL4yOT88ri0INoyER3v-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =1.5x4 =4x5 =5x10 =4x12 =2x6 =4x6 =4x6 =3x4 =3x4 =3x4 =3x6 =3x4 12 20 11 21 10 22 9 23 8 1 13 2 3 4 14 15 5 16 17 6 18 19 7 0-7-13 4-1-13 3-6-0 3-6-0 3-11-0 8-0-12 3-11-0 11-11-12 4-0-12 16-0-8 0-1-4 4-0-0 3-10 -13 3-10 -13 3-11-0 11-11-12 4-0-12 16-0-8 4-0-12 8-0-12 2-4-15 1-2-0 2-4-15 1-2-1 1-2-14 1-2-14 1-2-1 2-4-15 Scale = 1:34.8 Plate Offsets (X, Y):[2:0-4-15,Edge], [11:0-3-12,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL)-0.06 9-10 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.52 Vert(CT)-0.11 9-10 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.58 Horz(CT)0.01 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 9-10 >999 240 Weight: 80 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 11-3:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 9-9-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-8 max.): 2-11, 3-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)8=0-5-8, 11=0-5-8 Max Horiz 11=56 (LC 9) Max Uplift 8=-34 (LC 9), 11=-107 (LC 8) Max Grav 8=997 (LC 48), 11=1862 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-57/381, 1-2=-412/1834, 2-11=-305/396, 2-3=-213/695, 3-4=-254/939, 4-5=-1308/184, 5-6=-1269/230, 6-7=-75/36, 7-8=-551/78 BOT CHORD 11-12=-46/98, 10-11=-646/208, 9-10=-216/1308, 8-9=-246/1269 WEBS 1-11=-1837/443, 6-8=-1400/250, 5-10=-680/227, 5-9=-290/228, 6-9=-58/321, 4-11=-1774/517, 4-10=-372/1484 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 11 and 34 lb uplift at joint 8. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 44 lb up at 3-8-13, 202 lb down and 44 lb up at 6-0-3, 112 lb down and 24 lb up at 7-2-3, and 78 lb down and 17 lb up at 14-10-10, and 78 lb down and 17 lb up at 10-5-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 13)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-116, 3-7=-116, 11-12=-30, 8-11=-14 Concentrated Loads (lb) Vert: 2=-195, 14=-195, 15=-108, 17=-76 (F), 19=-76 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031771AC14Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:45 Page: 1 ID:?Jw1MMmn3O0zSEZOrWYfofyEY6_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =1.5x4 =4x5 =5x10 =4x12 =2x6 =4x6 =4x6 =3x4 =3x4 =3x4 =3x6 =3x4 23 12 20 11 21 10 22 9 8 1 13 2 14 1534 5 16 17 6 18 19 7 0-7-13 4-1-13 3-6-0 3-6-0 3-10-15 11-11-12 3-11-0 8-0-12 4-0-12 16-0-8 0-1-4 4-0-0 3-10 -13 3-10 -13 3-10-15 11-11-12 4-0-12 16-0-8 4-0-12 8-0-12 2-4-7 1-2-0 2-4-71-1-9 1-2-14 1-2-14 1-1-9 2-4-7 Scale = 1:34.8 Plate Offsets (X, Y):[2:0-4-15,Edge], [11:0-3-12,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL)-0.06 9-10 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.52 Vert(CT)-0.11 9-10 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.57 Horz(CT)0.01 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 9-10 >999 240 Weight: 80 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 11-3:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 9-9-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-11-13 max.): 2-11, 3-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)8=0-5-8, 11=0-5-8 Max Horiz 11=55 (LC 11) Max Uplift 8=-33 (LC 9), 11=-103 (LC 8) Max Grav 8=989 (LC 36), 11=1729 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-57/381, 1-2=-412/1835, 2-11=-218/461, 2-3=-197/625, 3-4=-258/957, 4-5=-1299/176, 5-6=-1281/230, 6-7=-77/36, 7-8=-550/78 BOT CHORD 11-12=-46/98, 10-11=-660/210, 9-10=-207/1299, 8-9=-245/1281 WEBS 1-11=-1837/443, 4-11=-1741/515, 6-8=-1406/248, 5-10=-660/220, 4-10=-365/1467, 5-9=-269/256, 6-9=-70/309 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 11 and 33 lb uplift at joint 8. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 24 lb up at 7-2-3, and 78 lb down and 17 lb up at 14-10-10, and 78 lb down and 17 lb up at 10-5-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 13)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-116, 3-14=-214, 7-14=-116, 11-12=-30, 8-11=-14 Concentrated Loads (lb) Vert: 15=-108, 17=-76 (F), 19=-76 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031772AC15Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:45 Page: 1 ID:ndt23_GdbNgmNm6bpoga3uyEXzb-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =5x10 =3x4 =3x4 =4x6 =3x4 14 15 9 8 16 7 17 6 1 11 2 3 12 4 13 5 10 0-5-10 4-5-10 4-0-0 4-0-0 5-7-10 10-1-4 5-11-4 16-0-8 0-2-13 4-2-13 4-0-0 4-0-0 5-10-7 10-1-4 5-11-4 16-0-8 5-6-0 1-2-0 2-3-151-0-15 1-3-0 1-3-0 1-0-15 2-3-15 3-2-1 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-5-0,Edge], [6:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL)-0.15 6-7 >941 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.22 6-7 >633 240 BCLL 0.0 *Rep Stress Incr NO WB 0.70 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 6-7 >999 240 Weight: 82 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-6-13 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 8=170 (LC 9) Max Uplift 6=-70 (LC 9), 8=-153 (LC 8) Max Grav 6=592 (LC 35), 8=1061 (LC 40) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-75/390, 1-2=-588/1902, 2-8=-504/199, 2-3=-292/118, 3-10=0/0, 3-4=-773/964, 4-5=-844/345, 5-6=-551/208 BOT CHORD 8-9=-75/94, 7-8=-375/844, 6-7=-33/99 WEBS 4-7=-223/195, 5-7=-363/861, 4-8=-1076/730, 1-8=-1861/623 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 8 and 70 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 40 lb up at 7-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-5=-68, 9-15=-30, 6-15=-14 Concentrated Loads (lb) Vert: 12=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031773AC16Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:46 Page: 1 ID:vUo5dUS5WU0s7qcQYNRZ1ZyEXy3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =5x10 =3x4 =3x6 =4x6 =3x4 9 15 16 8 7 18 6 17 1 11 2 3 12 4 13 14 5 10 0-5-10 4-5-10 4-0-0 4-0-0 5-7-10 10-1-4 5-11-5 16-0-8 0-2-13 4-2-13 4-0-0 4-0-0 5-10-7 10 -1-4 5-11-5 16-0-8 5-6-0 1-2-0 2-3-81-0-8 1-3-0 1-3-0 1-0-8 2-3-8 3-2-8 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-5-0,Edge], [6:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL)-0.15 6-7 >939 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.22 6-7 >611 240 BCLL 0.0 *Rep Stress Incr NO WB 0.97 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 6-7 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-7-3 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 8=170 (LC 11) Max Uplift 6=-97 (LC 9), 8=-158 (LC 8) Max Grav 6=674 (LC 35), 8=1174 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-75/390, 1-2=-588/1903, 2-8=-498/198, 2-3=-286/114, 3-10=0/0, 3-4=-789/983, 4-5=-1122/490, 5-6=-632/266 BOT CHORD 8-9=-76/94, 7-8=-520/1122, 6-7=-41/112 WEBS 1-8=-1862/624, 4-7=-309/243, 5-7=-507/1112, 4-8=-1477/883 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 8 and 97 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 40 lb up at 7-2-4, and 178 lb down and 53 lb up at 10-3-0, and 178 lb down and 53 lb up at 11-8-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-5=-68, 9-16=-30, 6-16=-14 Concentrated Loads (lb) Vert: 4=-144, 12=-108, 13=-144 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031774AC17Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:46 Page: 1 ID:IQPgw8nXIUCd9KHKoitap2yEXv3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =5x10 =3x4 =3x6 =4x6 =3x4 9 8 17 7 18 6 15 16 1 11 2 3 12 4 13 14 5 10 0-5-10 4-5-10 4-0-0 4-0-0 5-7-11 10-1-5 5-11-4 16-0-8 0-2-13 4-2-13 4-0-0 4-0-0 5-10-8 10-1-5 5-11-4 16-0-8 5-6-0 1-2-0 2-3-41-0-4 1-3-0 1-3-0 1-0-4 2-3-4 3-2-12 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-5-0,Edge], [6:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL)-0.15 6-7 >940 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.22 6-7 >611 240 BCLL 0.0 *Rep Stress Incr NO WB 0.98 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 6-7 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-7-1 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 8=170 (LC 9) Max Uplift 6=-98 (LC 9), 8=-158 (LC 8) Max Grav 6=674 (LC 35), 8=1174 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-75/390, 1-2=-589/1904, 2-8=-498/200, 2-3=-287/115, 3-10=0/0, 3-4=-799/994, 4-5=-1132/495, 5-6=-632/266 BOT CHORD 8-9=-76/94, 7-8=-524/1132, 6-7=-41/114 WEBS 1-8=-1863/625, 4-7=-310/243, 5-7=-511/1121, 4-8=-1490/892 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 8 and 98 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 40 lb up at 7-2-4, and 178 lb down and 53 lb up at 10-3-0, and 178 lb down and 53 lb up at 11-8-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-5=-68, 9-16=-30, 6-16=-14 Concentrated Loads (lb) Vert: 4=-144, 12=-108, 13=-144 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031775AC18Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:47 Page: 1 ID:MOv2LWnbl_frd47H9et2gYyEXtm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =5x10 =3x4 =3x6 =4x6 =3x4 9 15 16 8 17 7 18 6 1 11 2 3 12 4 13 14 5 10 0-5-10 4-5-10 4-0-0 4-0-0 5-7-11 10-1-5 5-11-4 16-0-8 0-2-13 4-2-13 4-0-0 4-0-0 5-10-8 10-1-5 5-11-4 16-0-8 5-6-0 1-2-0 2-2-14 0-11 -14 1-3-0 1-3-0 0-11 -14 2-2-14 3-3-2 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-5-0,Edge], [6:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL)-0.15 6-7 >939 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.22 6-7 >609 240 BCLL 0.0 *Rep Stress Incr NO WB 0.99 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 6-7 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-8 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 8=171 (LC 11) Max Uplift 6=-98 (LC 9), 8=-158 (LC 8) Max Grav 6=674 (LC 35), 8=1175 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-75/390, 1-2=-590/1907, 2-8=-498/203, 2-3=-287/115, 3-10=0/0, 3-4=-815/1012, 4-5=-1149/503, 5-6=-632/266 BOT CHORD 8-9=-76/94, 7-8=-532/1149, 6-7=-41/116 WEBS 1-8=-1865/626, 4-7=-309/243, 5-7=-518/1135, 4-8=-1510/905 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 8 and 98 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 40 lb up at 7-2-4, and 178 lb down and 53 lb up at 10-3-0, and 178 lb down and 53 lb up at 11-8-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-5=-68, 9-16=-30, 6-16=-14 Concentrated Loads (lb) Vert: 4=-144, 12=-108, 13=-144 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031776AC19Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:47 Page: 1 ID:8UPTkDpHbhQqQX608oWJIsyEXQ1-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =5x10 =3x4 =3x6 =4x8 =3x4 17 9 15 16 8 7 18 6 1 11 2 3 12 4 13 14 5 10 0-5-10 4-5-10 4-0-0 4-0-0 5-7-11 10-1-5 5-11-4 16-0-8 0-2-13 4-2-13 4-0-0 4-0-0 5-10-8 10-1-5 5-11-4 16-0-8 5-6-0 1-2-0 2-2-90-11 -9 1-3-0 1-3-0 0-11 -9 2-2-9 3-3-7 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-5-0,Edge], [6:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL)-0.15 6-7 >938 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.22 6-7 >619 240 BCLL 0.0 *Rep Stress Incr NO WB 0.89 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 6-7 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-6 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 8=171 (LC 11) Max Uplift 6=-116 (LC 9), 8=-149 (LC 8) Max Grav 6=730 (LC 34), 8=1109 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-75/390, 1-2=-591/1909, 2-8=-495/203, 2-3=-282/111, 3-10=0/0, 3-4=-832/1032, 4-5=-1004/449, 5-6=-687/306 BOT CHORD 8-9=-76/94, 7-8=-478/1004, 6-7=-54/136 WEBS 4-7=-254/217, 4-8=-1363/858, 5-7=-446/991, 1-8=-1867/627 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 8 and 116 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 40 lb up at 7-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-13=-68, 5-13=-148, 9-16=-30, 6-16=-14 Concentrated Loads (lb) Vert: 12=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031777AC20Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:47 Page: 1 ID:iMlU24tcnjQouZWr083tbQyEXM3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =3x10 =3x4 =3x4 =3x4 =3x6 =3x4 20 10 18 19 9 8 21 7 1 12 2 3 13 14 4 15 16 5 17 6 11 0-5-10 4-5-10 3-7-9 8-1-3 4-0-0 4-0-0 4-0-3 12-1-6 3-11-2 16 -0-8 0-2-13 4-2-13 4-0-0 4-0-0 5-10 -8 10-1-5 5-11-3 16-0-8 5-6-0 1-2-0 2-2-10-11 -1 1-3-0 1-3-0 0-11 -1 2-2-1 3-3-15 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-5-15,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL)-0.14 7-8 >974 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT)-0.21 7-8 >649 240 BCLL 0.0 *Rep Stress Incr NO WB 0.53 Horz(CT)0.02 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 7-8 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 9-11:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-6-4 max.): 2-9, 3-11, 3-6. Except: 10-0-0 oc bracing: 3-11 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)7=0-5-8, 9=0-5-8 Max Horiz 9=171 (LC 11) Max Uplift 7=-161 (LC 9), 9=-158 (LC 8) Max Grav 7=1002 (LC 19), 9=1204 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-74/389, 1-2=-579/1881, 2-9=-473/175, 2-3=-242/72, 3-11=0/0, 3-4=-858/1060, 4-5=-1146/479, 5-6=-119/42, 6-7=-547/150 BOT CHORD 9-10=-72/96, 8-9=-530/960, 7-8=-562/1279 WEBS 1-9=-1844/616, 4-8=-229/466, 4-9=-1392/775, 5-8=-286/321, 5-7=-1342/586 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 9 and 161 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-14=-68, 14-16=-122, 6-16=-202, 10-19=-30, 7-19=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031778AC21Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:48 Page: 1 ID:CFa7xYytWGzXvr5iXZez1UyEXJO-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =4x12 =3x4 =3x6 =4x8 =3x4 9 15 16 8 7 18 6 17 1 11 2 3 12 4 13 14 5 10 0-5-10 4-5-10 4-0-0 4-0-0 5-7-11 10-1-5 5-11-4 16-0-8 0-2-13 4-2-13 4-0-0 4-0-0 5-10-8 10-1-5 5-11-4 16-0-8 5-6-0 1-2-0 2-1-10 0-10 -10 1-3-0 1-3-0 0-10 -10 2-1-10 3-4-6 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-6-6,Edge], [6:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL)-0.15 6-7 >935 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.22 6-7 >619 240 BCLL 0.0 *Rep Stress Incr NO WB 0.86 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 6-7 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-14 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 8=171 (LC 9) Max Uplift 6=-112 (LC 9), 8=-146 (LC 8) Max Grav 6=716 (LC 34), 8=1052 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-75/390, 1-2=-594/1914, 2-8=-472/195, 2-3=-256/92, 3-10=0/0, 3-4=-880/1091, 4-5=-987/429, 5-6=-674/297 BOT CHORD 8-9=-76/94, 7-8=-457/987, 6-7=-58/146 WEBS 4-7=-234/203, 4-8=-1325/860, 5-7=-419/962, 1-8=-1872/629 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 8 and 112 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-13=-68, 5-13=-148, 9-16=-30, 6-16=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031779AC22Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:48 Page: 1 ID:OGRHD?XPuCL4Wq1h9szSIuyEXHM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x6 =4x5 =5x10 =4x12 =4x12 =3x4 =3x4 =4x6 =3x4 9 14 15 8 16 7 17 6 1 11 2 3 12 4 13 5 10 0-5-10 4-10 -2 4-4-8 4-4-8 5-4-6 10-2-8 5-10-0 16-0-8 0-3-9 4-7-5 4-3-12 4-3-12 5-7-3 10-2-8 5-10-0 16-0-8 5-6-0 1-2-0 2-1-20-10 -1 1-3-2 1-3-2 0-10 -1 2-1-2 3-4-14 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-4-15,Edge], [3:0-6-6,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL)-0.12 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.58 Vert(CT)-0.18 6-7 >711 240 BCLL 0.0 *Rep Stress Incr NO WB 0.70 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 6-7 >999 240 Weight: 82 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10,5-6:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-7-12 Max Horiz 8=172 (LC 9) Max Uplift 6=-69 (LC 9), 8=-162 (LC 8) Max Grav 6=558 (LC 43), 8=1058 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-82/393, 1-2=-697/2101, 2-8=-484/206, 2-3=-263/95, 3-10=0/0, 3-4=-977/1236, 4-5=-801/286, 5-6=-518/179 BOT CHORD 8-9=-79/108, 7-8=-313/801, 6-7=-39/136 WEBS 1-8=-2054/739, 4-7=-188/191, 4-8=-1111/798, 5-7=-307/793 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-9-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 8 and 69 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-5=-68, 9-15=-30, 6-15=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031780AC23Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:49 Page: 1 ID:l1pR_8CYiPO8ERJSRdzbZiyEXGU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.18 12 =1.5x4 =M18AHS 5x12 =3x4 =4x12 4 10 36 7 5 8 1 9 2 3-0-1 0-0-6 3-0-1 0-5-10 0-5-10 0-9-2 2-11-11 1-8-15 2-2-9 1-2-14 0-5-2 0-5-10 0-9-4 Scale = 1:29.1 Plate Offsets (X, Y):[1:0-3-4,0-3-8], [2:0-5-0,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL)-0.01 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.03 Horz(CT)0.00 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 3-4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x6 DF No.2 G *Except* 5-2:2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)6=75/0-3-8, 8=67/0-7-0 Max Horiz 6=-22 (LC 10) Max Uplift 6=-1 (LC 12), 8=-5 (LC 8) Max Grav 6=348 (LC 25), 8=322 (LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-1/396, 1-6=-1/396, 3-8=-37/341, 2-8=-37/341 WEBS 1-6=-671/97, 2-8=-584/111 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 6, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 6 and 5 lb uplift at joint 8. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-30 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031781AD01Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Mar 9 2023 Print: 8.630 S Mar 9 2023 MiTek Industries, Inc. Wed Dec 27 13:34:11 Page: 1 ID:8babhgmyTkRQVcoyfMFXUiyEXBu-CFQX?vbpSnoqr?0dplxOMtJOq19OyefB30czagy4kUw December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =5x10 =4x5 =6x12 =1.5x4 6 12 5 4 10 8 9 1 11 2 3 7 0-5-10 4-11-10 4-6-0 4-6-0 0-2-9 4-4-5 0-5-10 0-5-10 0-7-5 4-11-10 3-8-2 4-1-12 5-6-0 0-5-7 4-8-12 0-9-40-6-4 1-3-8 4-2-8 5-6-0 Scale = 1:39.2 Plate Offsets (X, Y):[1:0-4-12,0-3-4], [3:0-3-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL)-0.06 5-6 >873 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.10 5-6 >571 240 BCLL 0.0 *Rep Stress Incr NO WB 0.12 Horz(CT)-0.05 9 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.05 4 >999 240 Weight: 29 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)9=0-7-0, 10=0-3-8 Max Horiz 10=184 (LC 11) Max Uplift 9=-71 (LC 9), 10=-91 (LC 8) Max Grav 9=486 (LC 33), 10=433 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-8=-84/349, 1-8=-84/349, 1-2=-479/554, 2-3=-223/223, 3-9=-486/257, 3-7=0/0, 2-5=-3/424 BOT CHORD 5-6=-13/14, 4-5=0/0 WEBS 2-6=-328/457, 1-10=-1068/892 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 9, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 9 and 91 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 2-3=-68, 4-6=-30 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031782AD02Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:49 Page: 1 ID:2X2W3YSmVl4ZI7VssmmM9DyEX9i-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =M18AHS 5x12 =2x6 =7x10 =4x6 =6x16 =1.5x4 =6x8 7 15 16 6 17 511 9 10 12 1 13 2 3 14 4 8 0-5-10 4-11-10 2-0-7 7-0-1 4-6-0 4-6-0 0-5-10 0-5-10 0-9-8 7-0-1 1-5-13 6-2-9 4-3-2 4-8-12 5-6-0 0-5-13 1-3-9 0-8-9 0-9-40-6-10 1-3-14 0-8-9 2-0-7 3-5-9 5-6-0 Scale = 1:42.8 Plate Offsets (X, Y):[1:0-3-4,0-3-4], [3:0-3-0,Edge], [4:0-3-4,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL)-0.05 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT)-0.08 6-7 >705 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)-0.01 12 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.01 6-7 >999 240 Weight: 43 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G *Except* 10-4:2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 11=0-3-8, 12=0-7-12 Max Horiz 11=-155 (LC 10) Max Uplift 6=-225 (LC 8), 11=-5 (LC 12), 12=-226 (LC 11) Max Grav 6=562 (LC 27), 11=432 (LC 25), 12=243 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-9=-2/417, 1-9=-2/417, 1-2=-119/146, 2-6=-438/315, 2-3=-214/204, 3-8=0/0, 3-4=-495/515, 5-10=-209/353, 4-10=-209/353 BOT CHORD 6-7=-262/410, 5-6=-243/224 WEBS 1-6=-374/244, 4-6=-495/503, 1-11=-971/388, 4-12=-658/723 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-7-7 to 6-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 11 DF No.2 crushing capacity of 625 psi, Joint 6 DF No.2 crushing capacity of 625 psi, Joint 12 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 11, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 6, 5 lb uplift at joint 11 and 226 lb uplift at joint 12. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 7-16=-30, 5-16=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031783AD03Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:50 Page: 1 ID:kWr0WjwEb7ZC3rCnzmtuc2yEX3x-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =3x4 =6x12 =4x6 =4x6 =3x10 =3x6 =4x12 =6x8 7 15 6 16 511 9 10 12 1 13 2 3 14 4 8 0-5-10 4-11-10 4-0-7 9-0-1 4-6-0 4-6-0 0-0-1 4-8-13 0-5-10 0-5-10 0-9-8 9-0-1 3-5-12 8-2-9 4-3-2 4-8-12 5-6-0 0-6-3 1-3-9 0-7-14 0-9-40-6-15 1-4-3 0-7-14 2-0-1 3-5-15 5-6-0 Scale = 1:40.4 Plate Offsets (X, Y):[1:0-3-4,0-3-8], [2:0-3-0,Edge], [4:0-5-0,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL)-0.04 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.37 Vert(CT)-0.05 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.15 Horz(CT)-0.01 12 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.01 6-7 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G *Except* 10-4:2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 11=0-3-8, 12=0-7-12 Max Horiz 11=156 (LC 9) Max Uplift 6=-130 (LC 8), 11=-1 (LC 9), 12=-114 (LC 9) Max Grav 6=591 (LC 33), 11=428 (LC 25), 12=371 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-9=-7/421, 1-9=-7/421, 1-2=-181/114, 2-6=-500/454, 2-3=-278/357, 3-8=0/0, 3-4=-154/138, 5-10=-214/327, 4-10=-214/327 BOT CHORD 6-7=-216/260, 5-6=-584/582 WEBS 1-6=-202/175, 3-5=-558/488, 1-11=-704/246, 4-12=-432/381 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-7-7 to 8-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 11 DF No.2 crushing capacity of 625 psi, Joint 6 DF No.2 crushing capacity of 625 psi, Joint 12 DF No.2 crushing capacity of 625 psi. 7)Bearing at joint(s) 11, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 6, 1 lb uplift at joint 11 and 114 lb uplift at joint 12. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031784AD04Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:50 Page: 1 ID:bHAXQbUH7mkLyAFTlDg43FyEX?K-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =3x4 =6x12 =4x6 =5x6 =5x6 =4x6 =5x10 =6x8 7 15 6 16 511 9 10 12 1 13 2 3 14 4 8 0-5-10 4-11-10 4-6-0 4-6-0 6-0-7 11-0-1 0-5-10 0-5-10 0-9-8 11-0-1 4-3-2 4-8-12 5-5-13 10-2-9 5-6-0 0-6-8 1-3-9 0-7-3 0-9-40-7-5 1-4-9 0-7-3 1-11 -12 3-6-4 5-6-0 Scale = 1:41.3 Plate Offsets (X, Y):[1:0-3-4,0-3-4], [2:0-3-0,Edge], [4:0-3-0,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL)-0.08 5-6 >933 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.46 Vert(CT)-0.11 5-6 >671 240 BCLL 0.0 *Rep Stress Incr NO WB 0.26 Horz(CT)-0.01 12 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 6-7 >999 240 Weight: 59 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G *Except* 10-4:2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 11=0-3-8, 12=0-7-12 Max Horiz 11=157 (LC 9) Max Uplift 6=-78 (LC 8), 11=-10 (LC 12), 12=-75 (LC 9) Max Grav 6=632 (LC 33), 11=427 (LC 25), 12=437 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-9=-6/420, 1-9=-6/420, 1-2=-185/201, 2-6=-526/365, 2-3=-293/279, 3-8=0/0, 3-4=-230/127, 5-10=-109/366, 4-10=-109/366 BOT CHORD 6-7=-196/254, 5-6=-541/479 WEBS 1-6=-193/73, 3-5=-494/422, 1-11=-678/188, 4-12=-521/309 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-7-7 to 10-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 11 DF No.2 crushing capacity of 625 psi, Joint 6 DF No.2 crushing capacity of 625 psi, Joint 12 DF No.2 crushing capacity of 625 psi. 7)Bearing at joint(s) 11, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 6, 10 lb uplift at joint 11 and 75 lb uplift at joint 12. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031785AD05Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:51 Page: 1 ID:kCBHGLVP1nfothxNU4f?oFyEWyk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =3x4 =6x12 =4x6 =4x12 =5x6 =4x6 =3x4 7 13 14 6 15 510 9 1 11 2 3 12 4 8 0-5-10 4-11-10 4-6-0 4-6-0 5-8-9 10-8-4 0-0-6 10-8-4 0-5-10 0-5-10 4-3-3 4-8-13 5-11-1 10-7-14 5-6-0 0-6-14 2-0-60-6-8 0-9-40-7-10 1-4-14 0-6-8 1-11 -6 3-6-10 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[1:0-3-4,0-3-4], [2:0-3-0,Edge], [3:0-3-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL)-0.09 5-6 >760 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.12 5-6 >547 240 BCLL 0.0 *Rep Stress Incr NO WB 0.30 Horz(CT)0.00 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.01 6-7 >999 240 Weight: 56 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)5=0-7-0, 6=0-5-8, 10=0-3-8 Max Horiz 10=174 (LC 11) Max Uplift 5=-80 (LC 9), 6=-74 (LC 8), 10=-14 (LC 8) Max Grav 5=488 (LC 35), 6=630 (LC 34), 10=436 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-9=-6/423, 1-9=-6/423, 1-2=-209/285, 2-6=-530/323, 2-3=-285/139, 3-8=0/0, 3-4=-446/490, 4-5=-453/276 BOT CHORD 6-7=-205/257, 5-6=-56/116 WEBS 1-6=-166/17, 4-6=-487/517, 1-10=-670/200 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-7-7 to 10-6-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 10 DF No.2 crushing capacity of 625 psi, Joint 6 DF No.2 crushing capacity of 625 psi, Joint 5 DF No.2 crushing capacity of 625 psi. 7)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 6, 80 lb uplift at joint 5 and 14 lb uplift at joint 10. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 7-14=-30, 5-14=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031786AD06Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:51 Page: 1 ID:aXnz3vDTbPXevVogovCIYCyEWwW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =6x12 =2x6 =4x6 =5x8 =4x5 =4x12 =6x8 7 6 14 15 511 10 9 1 12 2 3 13 4 8 0-5-10 4-11-10 3-8-9 8-8-4 4-6-0 4-6-0 0-5-10 0-5-10 0-9-8 8-8-4 3-1-15 7-10 -12 4-3-3 4-8-13 5-6-0 0-7-3 1-6-3 0-5-13 0-8-0 1-5-4 0-5-13 1-11 -1 3-6-15 5-6-0 0-5-8 0-5-8 0-3-12 0-9-4 Scale = 1:40.4 Plate Offsets (X, Y):[1:0-3-4,0-3-4], [4:0-5-0,0-2-8], [5:0-4-0,0-2-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.06 6-7 >915 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.47 Vert(CT)-0.09 6-7 >635 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.01 11 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.01 6-7 >999 240 Weight: 50 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G *Except* 5-4:2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8, 11=0-7-12 Max Horiz 10=-150 (LC 10) Max Uplift 6=-126 (LC 8), 10=-4 (LC 12), 11=-122 (LC 9) Max Grav 6=576 (LC 33), 10=432 (LC 25), 11=369 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-9=-1/417, 1-9=-1/417, 1-2=-83/125, 2-6=-474/382, 2-3=-272/304, 3-8=0/0, 3-4=-169/155, 4-5=-255/335 BOT CHORD 6-7=-255/374, 5-6=-627/523 WEBS 1-6=-343/199, 3-5=-458/509, 1-10=-795/317, 4-11=-406/376 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-7-7 to 7-8-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 10 DF No.2 crushing capacity of 625 psi, Joint 6 DF No.2 crushing capacity of 625 psi, Joint 11 DF No.2 crushing capacity of 625 psi. 7)Bearing at joint(s) 10, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 6, 4 lb uplift at joint 10 and 122 lb uplift at joint 11. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031787AD07Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:51 Page: 1 ID:04FoxtWfrnUhiiKBwpcsFGyEWtY-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =6x12 =3x6 =M18AHS 3x10 =4x8 =3x4 =4x12 =6x8 6 13 5 14 4109 8 1 11 2 12 3 7 0-5-10 3-10 -11 1-8-9 5-7-4 3-5-1 3-5-1 0-9-8 5-7-4 0-9-8 0-9-8 1-1-15 4-9-12 2-10-5 3-7-13 5-6-0 0-7-12 1-5-80-5-1 0-8-6 1-5-10 0-5-1 1-10 -11 3-7-5 5-6-0 0-5-8 0-5-8 0-3-12 0-9-4 Scale = 1:46.1 Plate Offsets (X, Y):[1:0-1-8,0-3-0], [2:0-10-11,Edge], [3:0-5-0,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL)-0.02 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.26 Vert(CT)-0.02 5-6 >999 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.05 Horz(CT)0.00 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 5-6 >999 240 Weight: 38 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 5-7:2x6 DF No.2 G OTHERS 2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 2-7 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 9=0-7-12, 10=0-7-12 Max Horiz 9=148 (LC 9) Max Uplift 5=-81 (LC 8), 9=-53 (LC 8), 10=-137 (LC 11) Max Grav 5=527 (LC 33), 9=325 (LC 25), 10=253 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-8=-2/402, 1-8=-2/402, 1-2=-425/386, 2-5=-426/296, 2-7=0/0, 2-3=-162/151, 3-4=-136/207 BOT CHORD 5-6=-93/173, 4-5=-226/258 WEBS 1-5=-214/128, 2-4=-131/197, 1-9=-516/404, 3-10=-382/357 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-11-5 to 4-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 9 DF No.2 crushing capacity of 625 psi, Joint 5 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 9, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 5, 53 lb uplift at joint 9 and 137 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 2-3=-68, 5-6=-30, 4-5=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031788AD08Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:52 Page: 1 ID:AeS6BWmmk7Efsuphd5Qi6nyEWpM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.18 12 =7x10 =4x5 =1.5x4 =10x16 =3x6 157 65 8 12 13 11 10 21413 4 9 0-3-11 2-9-8 0-5-10 2-5-13 2-0-3 2-0-3 0-4-1 2-5-13 0-1-13 2-0-3 0-1-9 2-1-12 0-9-8 0-9-8 1-0-15 1-10-7 5-6-0 0-8-4 5-0-8 0-4-9 0-8-10 1-5-14 0-4-9 1-10 -7 3-7-9 5-6-0 0-5-8 0-5-8 0-3-12 0-9-4 Scale = 1:53.6 Plate Offsets (X, Y):[1:0-3-0,0-3-8], [2:0-8-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL)0.00 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT)0.00 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.13 Horz(CT)0.00 12 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 5 >999 240 Weight: 23 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G *Except* 3-4:2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 2-6:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-1:2x4 DF No.2 G, 8-9:2x6 DF No.2 G OTHERS 2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)12=0-7-12, 13=0-7-12 Max Horiz 13=-145 (LC 8) Max Uplift 12=-197 (LC 9), 13=-195 (LC 8) Max Grav 12=439 (LC 31), 13=278 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-11=-189/296, 1-11=-189/296, 1-2=-197/189, 3-4=-1/0, 6-10=-107/397, 10-12=-315/290, 8-12=-170/177, 2-10=-413/67, 2-3=-37/30, 3-9=0/0 BOT CHORD 6-7=-416/428, 5-6=0/0 WEBS 7-10=-420/419, 1-13=-402/320 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-11-5 to 2-9-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 13 DF No.2 crushing capacity of 625 psi, Joint 12 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 12, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 12 and 195 lb uplift at joint 13. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 5-7=-30 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031789AD09Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:52 Page: 1 ID:i38JTYVfQZd1t7n1bQSd?SyEWjE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x5 =3x10 =6x8 =5x8 =4x6 =5x8 =4x5 9 20 8 21 7 22 6 23 5 16 17 1 18 2 3 19 4 10 0-5-10 3-11-10 3-6-0 3-6-0 4-10-14 8-10-8 0-5-10 8-10-8 3-8-13 3-8-13 4-8-1 8-4-14 6-6-0 1-2-0 2-1-0 1-7-6 0-9-4 1-2-14 1-2-14 1-7-6 2-10 -4 3-7-12 6-6-0 Scale = 1:46.1 Plate Offsets (X, Y):[3:0-3-12,0-3-0], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.01 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.35 Vert(CT)-0.01 5-6 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.61 Horz(CT)0.01 17 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 7-8 >999 240 Weight: 63 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF No.2 G OTHERS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 16-4:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-8, 3-10, 3-4. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 5-6-2 oc bracing. REACTIONS (size)5=5-4-8, 6=5-4-8, 7=5-4-8, 8=5-4-8, 17=0-3-8 Max Horiz 8=-185 (LC 10) Max Uplift 5=-227 (LC 28), 7=-406 (LC 38), 8=-867 (LC 27), 17=-431 (LC 26) Max Grav 5=510 (LC 46), 6=426 (LC 45), 7=305 (LC 44), 8=1614 (LC 26), 17=360 (LC 27) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-75/369, 1-2=-644/1601, 2-8=-1319/917, 2-3=-1243/938, 3-10=0/0, 3-4=-975/928, 5-16=-570/339, 4-16=-570/339 BOT CHORD 8-9=-808/727, 7-8=-606/762, 6-7=-907/777, 5-6=-1331/1201 WEBS 1-8=-1646/657, 3-5=-1329/1532, 4-17=-380/436 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20% has been applied for the green lumber members. 11)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 17 DF No.2 crushing capacity of 625 psi. 12)Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 867 lb uplift at joint 8, 227 lb uplift at joint 5, 406 lb uplift at joint 7 and 431 lb uplift at joint 17. 14)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15)This truss has been designed for a total seismic drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-10-8 for 225.4 plf. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 17)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-72, 3-4=-128, 8-9=-34, 5-8=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031790AE01Half Hip Structural Gable 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:53 Page: 1 ID:9Lpv23nrCWXuXEcSa6WvjpyEQBI-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =1.5x4 =1.5x4 =3x4 =5x8 =4x5 7 15 6 16 5 11 12 1 13 2 3 14 4 8 0-5-10 3-11-10 1-3-12 8-10-8 3-6-0 3-6-0 3-7-2 7-6-12 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 2-0-8 1-6-14 0-9-4 1-2-14 1-2-14 1-6-14 2-9-12 3-8-4 6-6-0 Scale = 1:45.8 Plate Offsets (X, Y):[3:0-1-12,0-3-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL)-0.08 5-6 >725 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.48 Vert(CT)-0.11 5-6 >560 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)0.01 12 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 58 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 12=0-3-8 Max Horiz 6=-185 (LC 10) Max Uplift 6=-219 (LC 8), 12=-252 (LC 36) Max Grav 6=1001 (LC 29), 12=365 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-92/384, 1-2=-692/1645, 2-6=-561/658, 2-3=-382/554, 3-8=0/0, 3-4=-131/101, 5-11=-341/449, 4-11=-341/449 BOT CHORD 6-7=-11/12, 5-6=-636/815 WEBS 1-6=-1692/706, 3-5=-857/708, 4-12=-383/279 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 12 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 6 and 252 lb uplift at joint 12. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031791AE02Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:53 Page: 1 ID:rSqPR2I7swNi7xzah?HHZAyEQBx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =3x4 =5x8 =4x5 7 13 6 14 5 9 10 1 11 2 3 412 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 2-0-6 1-6-12 0-9-4 1-2-14 1-2-14 1-6-12 2-9-10 3-8-6 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-1-12,0-3-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL)-0.08 5-6 >725 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.48 Vert(CT)-0.11 5-6 >560 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 55 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-185 (LC 10) Max Uplift 6=-219 (LC 8), 10=-252 (LC 29) Max Grav 6=1001 (LC 29), 10=365 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-92/384, 1-2=-692/1645, 2-6=-561/658, 2-3=-382/554, 3-8=0/0, 3-4=-131/101, 5-9=-341/449, 4-9=-341/449 BOT CHORD 6-7=-11/12, 5-6=-637/817 WEBS 1-6=-1692/706, 3-5=-859/710, 4-10=-383/279 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 6 and 252 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031792AE03Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:54 Page: 1 ID:Gl_6VG7L9cchRovus21?_DyEQC9-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =3x4 =5x8 =4x5 7 13 6 14 5 9 10 1 11 2 3 12 4 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 2-0-0 1-6-6 0-9-4 1-2-14 1-2-14 1-6-6 2-9-4 3-8-12 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-1-12,0-3-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL)-0.08 5-6 >726 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.48 Vert(CT)-0.11 5-6 >560 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 55 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-186 (LC 10) Max Uplift 6=-220 (LC 8), 10=-252 (LC 36) Max Grav 6=1001 (LC 29), 10=365 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-92/384, 1-2=-692/1646, 2-6=-561/660, 2-3=-382/556, 3-8=0/0, 3-4=-133/103, 5-9=-340/450, 4-9=-340/450 BOT CHORD 6-7=-11/12, 5-6=-646/830 WEBS 1-6=-1693/707, 3-5=-870/717, 4-10=-384/281 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 lb uplift at joint 6 and 252 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031793AE04Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:54 Page: 1 ID:8FiCnpzBDdzXNoPObqIyzTyEQCM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =3x4 =5x8 =4x5 7 13 6 14 5 9 10 1 11 2 123 4 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 1-11 -8 1-5-14 0-9-4 1-2-14 1-2-14 1-5-14 2-8-12 3-9-4 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-1-12,0-3-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL)-0.08 5-6 >726 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.48 Vert(CT)-0.11 5-6 >559 240 BCLL 0.0 *Rep Stress Incr NO WB 0.39 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 55 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-187 (LC 10) Max Uplift 6=-220 (LC 8), 10=-252 (LC 29) Max Grav 6=1001 (LC 29), 10=365 (LC 38) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-92/385, 1-2=-693/1648, 2-6=-561/661, 2-3=-382/557, 3-8=0/0, 3-4=-135/105, 5-9=-339/450, 4-9=-339/450 BOT CHORD 6-7=-11/12, 5-6=-657/846 WEBS 1-6=-1695/707, 3-5=-883/725, 4-10=-385/284 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 lb uplift at joint 6 and 252 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031794AE05Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:54 Page: 1 ID:NShlXGfV6xp4ty?ae4L5SCyEQCl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =3x4 =6x8 =3x4 7 13 6 14 5 9 10 1 11 2 3 12 4 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-3-9 8-10 -8 3-6-0 3-6-0 4-10-2 8-6-15 6-6-0 1-2-0 1-11 -0 1-5-6 0-9-4 1-2-14 1-2-14 1-5-6 2-8-4 3-9-12 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-1-12,0-3-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL)-0.09 5-6 >654 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.51 Vert(CT)-0.12 5-6 >500 240 BCLL 0.0 *Rep Stress Incr NO WB 0.42 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-187 (LC 10) Max Uplift 6=-221 (LC 8), 10=-245 (LC 29) Max Grav 6=1002 (LC 29), 10=385 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-93/385, 1-2=-695/1649, 2-6=-561/665, 2-3=-383/561, 3-8=0/0, 3-4=-114/82, 5-9=-329/448, 4-9=-329/448 BOT CHORD 6-7=-11/12, 5-6=-662/860 WEBS 1-6=-1696/710, 3-5=-916/739, 4-10=-393/274 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-5-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF Stud or No.2 or Std crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 lb uplift at joint 6 and 245 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031795AE06Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:55 Page: 1 ID:nlrSbUVjPe23Cowup75ptFyEQCz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =3x4 =5x8 =4x5 7 13 6 14 5 9 10 1 11 2 3 12 4 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 1-10 -8 1-4-14 0-9-4 1-2-14 1-2-14 1-4-14 2-7-12 3-10 -4 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-1-12,0-3-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.08 5-6 >726 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.11 5-6 >559 240 BCLL 0.0 *Rep Stress Incr NO WB 0.39 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 55 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-188 (LC 10) Max Uplift 6=-221 (LC 8), 10=-252 (LC 36) Max Grav 6=1001 (LC 29), 10=365 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-92/386, 1-2=-693/1651, 2-6=-562/664, 2-3=-383/560, 3-8=0/0, 3-4=-139/109, 5-9=-338/452, 4-9=-338/452 BOT CHORD 6-7=-11/12, 5-6=-679/880 WEBS 1-6=-1698/708, 3-5=-910/743, 4-10=-387/289 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 lb uplift at joint 6 and 252 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031796AE07Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:55 Page: 1 ID:fFZXs1KZTeQv8oROYvMmsVyEQDA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x12 =5x10 =5x10 =1.5x4 =4x5 7 13 14 6 15 5 9 10 1 11 2 3 12 4 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 1-10 -0 1-4-6 0-9-4 1-2-14 1-2-14 1-4-6 2-7-4 3-10 -12 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-5-0,Edge], [4:0-2-4,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.07 5-6 >775 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.47 Vert(CT)-0.10 5-6 >604 240 BCLL 0.0 *Rep Stress Incr NO WB 0.40 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-4-7 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-188 (LC 10) Max Uplift 6=-232 (LC 8), 10=-287 (LC 29) Max Grav 6=1035 (LC 29), 10=352 (LC 34) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-95/388, 1-2=-736/1732, 2-6=-459/207, 2-3=-250/138, 3-8=0/0, 3-4=-919/738, 5-9=-17/398, 4-9=-17/398 BOT CHORD 6-7=-11/12, 5-6=-121/140 WEBS 1-6=-1777/749, 4-6=-808/971, 4-10=-414/288 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 lb uplift at joint 6 and 287 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 7-14=-30, 5-14=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031797AE08Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:56 Page: 1 ID:7AbUVZ8XEkPBDLCJcY40C7yEQDQ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =3x4 =5x8 =4x5 7 13 6 14 5 9 10 1 11 2 3 12 4 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 1-9-12 1-4-2 0-9-4 1-2-14 1-2-14 1-4-2 2-7-0 3-11 -0 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-1-12,0-3-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.08 5-6 >727 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.11 5-6 >559 240 BCLL 0.0 *Rep Stress Incr NO WB 0.40 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-189 (LC 10) Max Uplift 6=-222 (LC 8), 10=-252 (LC 29) Max Grav 6=1001 (LC 29), 10=365 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-92/386, 1-2=-694/1653, 2-6=-562/666, 2-3=-383/562, 3-8=0/0, 3-4=-143/113, 5-9=-336/452, 4-9=-336/452 BOT CHORD 6-7=-11/12, 5-6=-697/907 WEBS 1-6=-1700/709, 3-5=-932/757, 4-10=-388/293 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 6 and 252 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031798AE09Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:56 Page: 1 ID:b5dR85yV?pOSIt_FgBnFZlyEQDg-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =3x4 =5x8 =4x5 7 13 6 14 5 9 10 1 11 2 3 12 4 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 1-9-8 1-3-14 0-9-4 1-2-14 1-2-14 1-3-14 2-6-12 3-11 -4 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-1-12,0-3-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.08 5-6 >727 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.11 5-6 >559 240 BCLL 0.0 *Rep Stress Incr NO WB 0.40 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-189 (LC 10) Max Uplift 6=-222 (LC 8), 10=-252 (LC 29) Max Grav 6=1001 (LC 29), 10=365 (LC 38) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-92/386, 1-2=-694/1654, 2-6=-562/667, 2-3=-383/563, 3-8=0/0, 3-4=-144/114, 5-9=-336/453, 4-9=-336/453 BOT CHORD 6-7=-11/12, 5-6=-703/916 WEBS 1-6=-1701/709, 3-5=-939/762, 4-10=-389/295 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 6 and 252 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031799AE10Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:57 Page: 1 ID:30fOndlSmuNjOQmAkqVVvOyEQDw-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =4x5 7 12 6 13 5 1 9 2 3 41011 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 6-6-0 1-2-0 2-6-71-3-9 1-2-14 1-2-14 1-3-9 2-6-7 3-11 -9 6-6-0 Scale = 1:44.6 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-3-12,0-3-8], [4:Edge,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL)-0.13 5-6 >565 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >416 240 BCLL 0.0 *Rep Stress Incr NO WB 0.76 Horz(CT)0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.03 5-6 >999 240 Weight: 58 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=204 (LC 11) Max Uplift 5=-147 (LC 9), 6=-205 (LC 8) Max Grav 5=529 (LC 33), 6=1054 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-83/383, 1-2=-542/1558, 2-6=-668/694, 2-3=-488/585, 3-8=0/0, 3-4=-117/68, 4-5=-530/215 BOT CHORD 6-7=-62/82, 5-6=-639/934 WEBS 1-6=-1538/581, 3-5=-999/721 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 6 and 147 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-11=-128, 4-11=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031800AE11Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:57 Page: 1 ID:MqXB7OQX7bzYeHC_ffWAJhyEQEL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 103 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 3-8-0 1-2-0 2-6-61-3-8 1-2-14 1-2-14 1-3-8 2-6-6 1-1-10 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL)-0.13 5-6 >565 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >412 240 BCLL 0.0 *Rep Stress Incr NO WB 0.36 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=104 (LC 9) Max Uplift 5=-134 (LC 29), 6=-121 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-539/1558, 2-6=-573/426, 2-3=-332/314, 3-8=0/0, 3-4=-96/55, 4-5=-466/146 BOT CHORD 6-7=-62/82, 5-6=-671/458 WEBS 1-6=-1539/581, 3-5=-480/732 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031801AE12Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:57 Page: 1 ID:Ix7WzGF6f?4hLzY5H?lfCXyEQEa-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 3 10 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 3-8-0 1-2-0 2-5-14 1-3-0 1-2-14 1-2-14 1-3-0 2-5-14 1-2-2 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL)-0.13 5-6 >567 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >412 240 BCLL 0.0 *Rep Stress Incr NO WB 0.37 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=104 (LC 9) Max Uplift 5=-134 (LC 29), 6=-121 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 36) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-539/1558, 2-6=-573/426, 2-3=-332/314, 3-8=0/0, 3-4=-99/54, 4-5=-466/146 BOT CHORD 6-7=-62/82, 5-6=-684/468 WEBS 1-6=-1539/581, 3-5=-490/745 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031802AE13Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:58 Page: 1 ID:3xYhWNxpn?oNDzZ5lYHZ92yEQF_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 103 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 3-8-0 1-2-0 2-5-61-2-8 1-2-14 1-2-14 1-2-8 2-5-6 1-2-10 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL)-0.13 5-6 >568 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >413 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=105 (LC 11) Max Uplift 5=-134 (LC 29), 6=-121 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-539/1559, 2-6=-573/427, 2-3=-333/315, 3-8=0/0, 3-4=-101/54, 4-5=-466/146 BOT CHORD 6-7=-62/82, 5-6=-697/477 WEBS 1-6=-1539/581, 3-5=-500/758 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031803AE14Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:58 Page: 1 ID:?280NFlOJOvVwgwDNuW22tyEQFD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 3 10 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 3-8-0 1-2-0 2-4-14 1-2-0 1-2-14 1-2-14 1-2-0 2-4-14 1-3-2 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >569 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >413 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=105 (LC 9) Max Uplift 5=-134 (LC 36), 6=-121 (LC 8) Max Grav 5=462 (LC 38), 6=959 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-539/1559, 2-6=-573/427, 2-3=-333/315, 3-8=0/0, 3-4=-103/54, 4-5=-466/146 BOT CHORD 6-7=-61/82, 5-6=-711/487 WEBS 1-6=-1539/581, 3-5=-510/771 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031804AE15Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:59 Page: 1 ID:2OVqNlWUoZWB8lzZmPgantyEQFW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 103 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 3-8-0 1-2-0 2-4-61-1-8 1-2-14 1-2-14 1-1-8 2-4-6 1-3-10 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >570 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >414 240 BCLL 0.0 *Rep Stress Incr NO WB 0.39 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=105 (LC 9) Max Uplift 5=-134 (LC 36), 6=-121 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-539/1559, 2-6=-573/428, 2-3=-333/316, 3-8=0/0, 3-4=-106/54, 4-5=-466/146 BOT CHORD 6-7=-61/82, 5-6=-726/497 WEBS 1-6=-1540/582, 3-5=-521/785 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031805AE16Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:59 Page: 1 ID:eYHGBvHxVP?1lgRjbCJuzfyEQFq-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =4x8 =4x5 =4x12 =6x8 16 8 14 15 7 65 10 11 1 12 2 3 13 4 9 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-12 9-8-0 0-2-13 3-8-13 0-6-8 10 -2-8 3-6-0 3-6-0 5-8-6 9-5-3 3-8-0 1-2-0 1-10 -6 1-1-0 0-5-8 1-2-14 1-2-14 1-1-0 2-3-14 1-4-2 3-8-0 Scale = 1:39.6 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-4-0,Edge], [10:0-4-0,0-2-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL)-0.07 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.09 6-7 >760 240 BCLL 0.0 *Rep Stress Incr NO WB 0.51 Horz(CT)0.00 11 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 6-7 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-9:2x6 DF No.2 G, 10-4:2x8 DF No.2 G, 6-4:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (8-3-10 max.): 2-7, 3-9, 3-4. Except: 10-0-0 oc bracing: 3-9 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)7=0-5-8, 11=0-5-8 Max Horiz 7=-91 (LC 10) Max Uplift 7=-124 (LC 8), 11=-196 (LC 29) Max Grav 7=997 (LC 29), 11=392 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-85/385, 1-2=-585/1651, 2-7=-484/190, 2-3=-269/134, 3-9=0/0, 3-4=-512/823, 6-10=0/414, 4-10=0/414 BOT CHORD 7-8=-71/77, 6-7=-41/186, 5-6=0/0 WEBS 1-7=-1619/624, 4-7=-836/542, 4-11=-419/197 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-5-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 7 DF No.2 crushing capacity of 625 psi, Joint 11 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 7 and 196 lb uplift at joint 11. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 8-15=-30, 5-15=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031806AE17Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:59 Page: 1 ID:iue5BP20_ackzlU3_iTRifyEQG7-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =4x8 =4x5 =4x12 =6x8 8 14 15 7 16 65 10 11 1 12 2 3 13 4 9 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-12 9-8-0 0-2-13 3-8-13 0-6-8 10 -2-8 3-6-0 3-6-0 5-8-6 9-5-3 3-8-0 1-2-0 1-9-14 1-0-8 0-5-8 1-2-14 1-2-14 1-0-8 2-3-6 1-4-10 3-8-0 Scale = 1:39.6 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-4-0,Edge], [10:0-4-0,0-2-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL)-0.07 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.09 6-7 >764 240 BCLL 0.0 *Rep Stress Incr NO WB 0.52 Horz(CT)0.00 11 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 6-7 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-9:2x6 DF No.2 G, 10-4:2x8 DF No.2 G, 6-4:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (8-2-4 max.): 2-7, 3-9, 3-4. Except: 10-0-0 oc bracing: 3-9 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)7=0-5-8, 11=0-5-8 Max Horiz 7=-91 (LC 10) Max Uplift 7=-125 (LC 8), 11=-197 (LC 29) Max Grav 7=997 (LC 29), 11=391 (LC 34) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-85/385, 1-2=-586/1653, 2-7=-484/191, 2-3=-269/134, 3-9=0/0, 3-4=-526/842, 6-10=0/414, 4-10=0/414 BOT CHORD 7-8=-71/77, 6-7=-42/190, 5-6=0/0 WEBS 1-7=-1621/626, 4-7=-853/555, 4-11=-420/198 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-5-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 7 DF No.2 crushing capacity of 625 psi, Joint 11 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 7 and 197 lb uplift at joint 11. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 8-15=-30, 5-15=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031807AE18Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:00 Page: 1 ID:oLxbK9bhVpSMWrEdFGPSbFyEQOS-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =4x8 =4x12 =4x5 =6x8 16 8 14 15 7 65 10 11 1 12 2 133 4 9 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-12 9-8-0 0-2-13 3-8-13 0-6-8 10 -2-8 3-6-0 3-6-0 5-8-6 9-5-3 3-8-0 1-2-0 1-9-61-0-0 0-5-8 1-2-14 1-2-14 1-0-0 2-2-14 1-5-2 3-8-0 Scale = 1:39.6 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-4-0,Edge], [10:0-4-0,0-2-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL)-0.07 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.09 6-7 >767 240 BCLL 0.0 *Rep Stress Incr NO WB 0.52 Horz(CT)0.00 11 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 6-7 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-9:2x6 DF No.2 G, 10-4:2x8 DF No.2 G, 4-6:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (8-0-15 max.): 2-7, 3-9, 3-4. Except: 10-0-0 oc bracing: 3-9 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)7=0-5-8, 11=0-5-8 Max Horiz 7=-92 (LC 10) Max Uplift 7=-125 (LC 8), 11=-198 (LC 29) Max Grav 7=998 (LC 38), 11=391 (LC 34) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-85/385, 1-2=-587/1656, 2-7=-484/193, 2-3=-269/134, 3-9=0/0, 3-4=-542/862, 6-10=0/414, 4-10=0/414 BOT CHORD 7-8=-71/77, 6-7=-43/194, 5-6=0/0 WEBS 1-7=-1623/627, 4-7=-871/569, 4-11=-421/199 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-5-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 7 DF No.2 crushing capacity of 625 psi, Joint 11 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 7 and 198 lb uplift at joint 11. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 8-15=-30, 5-15=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031808AE19Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:00 Page: 1 ID:OVj17KM8CgxB7min432mn1yEQOm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 103 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 3-8-0 1-2-0 2-2-60-11 -8 1-2-14 1-2-14 0-11 -8 2-2-6 1-5-10 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >575 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >416 240 BCLL 0.0 *Rep Stress Incr NO WB 0.42 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=107 (LC 9) Max Uplift 5=-134 (LC 29), 6=-121 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-540/1560, 2-6=-574/430, 2-3=-334/318, 3-8=0/0, 3-4=-117/54, 4-5=-466/146 BOT CHORD 6-7=-61/82, 5-6=-789/542 WEBS 1-6=-1541/582, 3-5=-569/847 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031809AE20Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:01 Page: 1 ID:9V9CgR2qKgft?njoZcafkYyEQPA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 103 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 3-8-0 1-2-0 2-1-140-11 -0 1-2-14 1-2-14 0-11 -0 2-1-14 1-6-2 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >577 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >417 240 BCLL 0.0 *Rep Stress Incr NO WB 0.43 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=107 (LC 11) Max Uplift 5=-134 (LC 29), 6=-122 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 36) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-540/1560, 2-6=-574/430, 2-3=-334/319, 3-8=0/0, 3-4=-120/54, 4-5=-466/146 BOT CHORD 6-7=-61/82, 5-6=-807/554 WEBS 1-6=-1541/582, 3-5=-582/865 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031810AE21Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:01 Page: 1 ID:K4GVrZmPlcl8lETNjHgGIiyEQPX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 3 10 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 3-8-0 1-2-0 2-1-60-10 -8 1-2-14 1-2-14 0-10 -8 2-1-6 1-6-10 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >578 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >417 240 BCLL 0.0 *Rep Stress Incr NO WB 0.44 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=107 (LC 9) Max Uplift 5=-134 (LC 29), 6=-122 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-540/1560, 2-6=-574/430, 2-3=-334/319, 3-8=0/0, 3-4=-123/54, 4-5=-466/146 BOT CHORD 6-7=-61/82, 5-6=-825/567 WEBS 1-6=-1541/582, 3-5=-595/882 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031811AE22Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:02 Page: 1 ID:1SpRpMTLPEkYsYdlJEEeKeyEQPv-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x12 =3x6 =3x4 7 11 6 12 5 1 9 2 103 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 6-6-0 1-2-0 2-0-14 0-10 -0 1-2-14 1-2-14 0-10 -0 2-0-14 4-5-2 6-6-0 Scale = 1:44.6 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-6-6,0-3-0], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >579 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >418 240 BCLL 0.0 *Rep Stress Incr NO WB 0.91 Horz(CT)0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 57 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 9-11-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=207 (LC 9) Max Uplift 5=-134 (LC 29), 6=-199 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-85/381, 1-2=-543/1561, 2-6=-574/609, 2-3=-334/503, 3-8=0/0, 3-4=-127/44, 4-5=-466/155 BOT CHORD 6-7=-61/82, 5-6=-844/1210 WEBS 1-6=-1542/582, 3-5=-1253/901 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031812AE23Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:02 Page: 1 ID:0BH0FYGhP0bzKxqUpARf82yEQQA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x12 =3x6 =3x4 7 11 6 12 5 1 9 2 103 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 6-6-0 1-2-0 2-0-60-9-8 1-2-14 1-2-14 0-9-8 2-0-6 4-5-10 6-6-0 Scale = 1:44.6 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-6-8,0-3-0], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >581 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >419 240 BCLL 0.0 *Rep Stress Incr NO WB 0.93 Horz(CT)0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 57 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 9-8-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=208 (LC 9) Max Uplift 5=-134 (LC 29), 6=-199 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 36) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-85/381, 1-2=-543/1561, 2-6=-574/608, 2-3=-335/503, 3-8=0/0, 3-4=-130/43, 4-5=-466/155 BOT CHORD 6-7=-61/83, 5-6=-864/1238 WEBS 1-6=-1542/582, 3-5=-1280/920 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031813AE24Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:03 Page: 1 ID:YB8LKme3f12L5ysVmFVS15yEQR_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x8 =6x16 =5x6 =5x8 =2x6 8 13 7 6 14 5 4 10 1 11 2 12 3 9 0-6-7 5-10-15 1-7-12 5-4-8 3-8-12 3-8-12 0-3-10 5-10-15 0-6-10 3-6-0 1-1-3 5-7-5 1-0-2 4-6-2 2-11-6 2-11-6 6-6-0 1-2-0 0-7-4 0-3-9 0-3-9 0-11 -12 1-3-5 5-2-11 6-6-0 Scale = 1:47.2 Plate Offsets (X, Y):[3:0-3-4,0-3-4], [6:0-1-12,0-2-8], [7:0-3-8,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL)0.00 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.32 Vert(CT)0.00 5-6 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.51 Horz(CT)0.00 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 5-6 >999 240 Weight: 38 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 2-7,2-6:2x6 DF No.2 G, 9-5:2x6 DF 1800F 1.6E G or 2x6 DF SS G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-6-7, 10=0-5-8 Max Horiz 10=214 (LC 9) Max Uplift 5=-841 (LC 29), 10=-444 (LC 8) Max Grav 5=377 (LC 8), 10=1470 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-109/408, 1-2=-516/1278, 2-3=-1334/1143, 3-5=-814/830, 3-9=0/0 BOT CHORD 7-8=-45/85, 5-6=-665/1297, 4-5=0/0 WEBS 7-10=-890/320, 2-10=-491/320, 6-10=-408/826, 1-7=-1300/576, 3-6=-1311/1259 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 10 DF No.2 crushing capacity of 625 psi, Joint 5 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 841 lb uplift at joint 5 and 444 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 7-8=-30, 5-6=-30, 4-5=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031814AF03Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:03 Page: 1 ID:PxHRKSF68pFYIB8tfLKjIVyDZV2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x8 =6x16 =4x6 =4x6 =2x6 =3x10 =3x4 =1.5x4 10 18 9 8 19 7 20 6 12 1 13 14 2 15 16 3 4 17 5 11 0-5-10 5-10-2 1-8-13 5-4-8 2-0-13 7-10-15 3-7-11 3-7-11 0-2-11 5-10-0 0-6-10 3-6-0 0-10-1 4-4-1 1-3-4 5-7-5 2-0-15 7-10-15 2-11-6 2-11-6 6-6-0 1-2-0 1-11 -6 0-2-11 0-8-0 0-7-4 1-3-5 1-3-5 0-8-0 1-11 -6 4-6-10 6-6-0 Scale = 1:45.9 Plate Offsets (X, Y):[9:0-3-8,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL)-0.01 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT)-0.01 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 7-8 >999 240 Weight: 48 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-11,2-9:2x6 DF No.2 G, 2-12:2x8 DF No.2 G, 2-8:2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-7, 4-11, 4-5. Except: 8-4-0 oc bracing: 4-11 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)2=0-5-8, 6= Mechanical, 7=0-5-8 Max Horiz 2=209 (LC 9) Max Uplift 2=-38 (LC 8), 6=-316 (LC 11), 7=-339 (LC 8) Max Grav 2=1123 (LC 42), 6=369 (LC 36), 7=426 (LC 44) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-85/400, 1-2=-434/1263, 2-3=-814/1404, 3-7=-518/793, 3-4=-478/904, 4-11=0/0, 4-5=-31/25, 5-6=-408/92, 2-9=-822/843, 8-12=-821/534 BOT CHORD 9-10=-37/72, 7-8=-705/584, 6-7=-512/1057 WEBS 3-8=-854/508, 4-6=-1275/655, 1-9=-1282/480 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 7-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 2 DF No.2 crushing capacity of 625 psi, Joint 7 DF No.2 crushing capacity of 625 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 lb uplift at joint 7, 316 lb uplift at joint 6 and 38 lb uplift at joint 2. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 14)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 15)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 2-3=-68, 4-5=-68, 9-10=-30, 7-8=-30 (F=-16), 6-7=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031815AF04Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:03 Page: 1 ID:VEOPx3FcNEH2GHTZQgjTu7yDa_2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =7x10 =4x6 =6x8 =3x4 14 7 13 6 5 9 10 1 11 2 123 4 8 0-5-10 3-11-10 3-6-0 3-6-0 5-11-5 9-10-15 0-2-13 3-8-13 0-3-9 9-10 -15 3-6-0 3-6-0 5-10-9 9-7-6 6-6-0 1-2-0 1-4-10 0-9-0 0-7-4 1-2-14 1-2-14 0-9-0 1-11 -14 4-6-2 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[2:0-5-15,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL)-0.10 5-6 >764 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.50 Vert(CT)-0.13 5-6 >558 240 BCLL 0.0 *Rep Stress Incr NO WB 0.75 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 56 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 9-4-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-1-15 Max Horiz 6=-197 (LC 10) Max Uplift 6=-201 (LC 8), 10=-163 (LC 29) Max Grav 6=964 (LC 29), 10=418 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-86/381, 1-2=-550/1562, 2-6=-575/613, 2-3=-341/507, 3-8=0/0, 3-4=-183/104, 5-9=-242/386, 4-9=-242/386 BOT CHORD 6-7=-61/83, 5-6=-897/1255 WEBS 1-6=-1543/590, 3-5=-1254/918, 4-10=-441/281 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-5-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 6 and 163 lb uplift at joint 10. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031816AF05Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:04 Page: 1 ID:MjL3BxTrGYxzaBW284ny8ryEQSU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =1.5x4 =3x4 =4x5 =6x12 =3x6 =6x8 7 15 6 5 16 4 9 8 10 1 13 2 14 3 0-1-5 3-10 -15 1-0-15 3-9-11 2-8-12 2-8-12 0-5-10 2-11-9 0-11-6 3-10-15 2-5-15 2-5-15 1-3-0 1-2-0 1-3-0 Scale = 1:34.7 Plate Offsets (X, Y):[3:0-2-8,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL)0.00 5 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT)0.00 5 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.53 Horz(CT)-0.01 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 5 >999 240 Weight: 17 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-2,5-2:2x4 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 8=0-5-8 Max Horiz 8=-16 (LC 10) Max Uplift 3=-953 (LC 29), 8=-95 (LC 8) Max Grav 3=259 (LC 37), 4=388 (LC 42), 8=1495 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-82/404, 1-11=-293/907, 2-11=-832/2183, 2-12=-830/2177, 3-12=-309/822 BOT CHORD 6-7=-12/13, 4-5=0/0 WEBS 3-5=-1280/480, 1-6=-974/307, 2-8=-401/117, 6-8=-195/447, 8-11=-195/447, 5-8=-369/989, 8-12=-369/989 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: , Joint 8 DF No.2 crushing capacity of 625 psi. 8)Refer to girder(s) for truss to truss connections. 9)Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 953 lb uplift at joint 3 and 95 lb uplift at joint 8. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 6-7=-30, 4-5=-30 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031817AF06Jack-Open 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:04 Page: 1 ID:E6vpC4LWoaQ2RO0IftuPjQyE8mu-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =4x5 =6x8=2x6 =7x8 =7x10 =4x5 =3x6 =4x6 =1.5x4 =3x4 =5x6 =1.5x4 22 15 21 14 139 268 27 7 12 11 25102423 1 17 2 18 3 4 19 5 20 6 16 0-6-7 0-8-3 2-6-0 0-5-10 2-11-10 1-0-2 3-11-12 1-9-13 1-9-13 1-11-3 5-10-15 0-1-12 3-11-12 0-1-12 1-11-9 0-2-13 2-8-13 0-0-14 2-6-0 0-5-9 2-5-2 0-6-0 3-9-15 0-7-2 3-3-15 1-9-13 1-9-13 1-11-3 5-10-15 6-6-0 1-2-0 1-10 -14 0-0-2 0-7-40-7-8 0-7-4 0-7-4 0-7-6 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:64.9 Plate Offsets (X, Y):[2:0-1-8,0-2-12], [3:0-3-0,0-3-6], [11:0-2-8,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL)-0.01 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.64 Vert(CT)-0.01 7-8 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.64 Horz(CT)0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 7-8 >999 240 Weight: 41 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 11-9:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 12-16:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, except end verticals. Except: 6-9-0 oc bracing: 4-16 BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. Except: 3-6-0 oc bracing: 2-12 REACTIONS (size)7= Mechanical, 12=0-5-8 Max Horiz 12=212 (LC 11) Max Uplift 7=-320 (LC 25), 12=-252 (LC 8) Max Grav 7=384 (LC 31), 12=973 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-223/460, 1-2=-19/130, 2-3=-931/2627, 3-12=-502/1010, 3-4=-551/982, 4-16=0/0, 4-5=-794/498, 5-6=-29/19, 6-7=-398/42 BOT CHORD 14-15=-124/12, 13-14=0/0, 2-12=-2696/982, 11-12=-1136/1981, 10-11=-849/1514, 9-11=-165/200, 8-9=-308/466, 7-8=-447/695 WEBS 5-7=-875/558, 8-10=-225/270, 5-10=-436/594, 4-10=-1431/800, 2-15=-131/152, 2-14=-59/588 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 5-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 12 DF No.2 crushing capacity of 625 psi. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 12 and 320 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-6=-68, 13-15=-30, 2-24=-30, 11-24=-14, 7-9=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031818AF07Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:05 Page: 1 ID:c?T6vh_JTrVhE4_?SCdm94yE8Xt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =4x5 =6x8=2x6 =7x8 =5x10 =4x5 =2x6 =4x6 =1.5x4 =3x4 =3x6 =2x4 21 22 26 15 14 139 8 27 7 12 11 25 102423 1 17 2 18 3 4 19 5 20 6 16 0-6-7 0-8-3 2-6-0 0-5-10 2-11-10 1-9-13 1-9-13 1-10-0 4-9-10 3-1-5 7-10-15 0-1-12 4-9-10 0-1-12 1-11-9 0-2-13 2-8-13 0-0-14 2-6-0 0-5-9 2-5-2 0-7-2 3-3-15 1-3-14 4-7-13 1-9-13 1-9-13 3-1-5 7-10-15 6-6-0 1-2-0 1-11 -6 0-0-2 0-7-4 0-7-8 0-7-4 0-7-4 0-7-6 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:62.3 Plate Offsets (X, Y):[2:0-1-8,0-2-12], [3:0-3-0,0-3-6], [11:0-2-8,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL)-0.02 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.54 Vert(CT)-0.03 7-8 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.52 Horz(CT)0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.01 7-8 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 11-9:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 12-16:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 7-9-0 oc bracing: 4-16 BOT CHORD Rigid ceiling directly applied or 5-10-0 oc bracing. Except: 3-6-0 oc bracing: 2-12 REACTIONS (size)7= Mechanical, 12=0-5-8 Max Horiz 12=214 (LC 9) Max Uplift 7=-127 (LC 9), 12=-173 (LC 8) Max Grav 7=450 (LC 31), 12=862 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-224/460, 1-2=-17/130, 2-3=-844/2627, 3-12=-513/589, 3-4=-373/571, 4-16=0/0, 4-5=-655/546, 5-6=-57/19, 6-7=-418/71 BOT CHORD 14-15=-124/11, 13-14=0/0, 2-12=-2696/888, 11-12=-1085/1801, 10-11=-856/1419, 9-11=-72/71, 8-9=-304/382, 7-8=-476/576 WEBS 5-7=-624/503, 8-10=-60/276, 5-10=-281/421, 4-10=-1214/780, 2-15=-131/152, 2-14=-52/588 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 7-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 12 DF No.2 crushing capacity of 625 psi. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 12 and 127 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-6=-68, 13-15=-30, 2-24=-30, 11-24=-14, 7-9=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031819AF08Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:06 Page: 1 ID:rqHPvSxFScf1h8YnWt81iVyDWyn-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =4x5 =6x8 =2x6 =6x8 =4x12 =3x6 =2x4 =4x6 =1.5x4 =3x4 =3x6 =3x4 15 21 14 139 26 8 27 7 22 12 11 25 102423 1 17 2 18 3 4 19 5 20 6 16 0-6-7 0-8-3 2-6-0 0-5-10 2-11-10 1-9-13 1-9-13 2-4-10 5-4-4 4-2-3 9-6-7 0-1-12 5-4-4 0-1-12 1-11-9 0-2-13 2-8-13 0-0-14 2-6-0 0-5-9 2-5-2 0-7-2 3-3-15 1-9-13 1-9-13 1-10-8 5-2-7 4-2-3 9-6-7 6-6-0 1-2-0 1-11 -12 0-0-2 0-7-4 0-7-8 0-7-4 0-7-4 0-7-6 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:62.3 Plate Offsets (X, Y):[2:0-1-8,0-2-12], [3:0-3-0,0-2-10], [4:0-6-7,0-2-0], [11:0-3-0,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL)-0.05 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.08 7-8 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.45 Horz(CT)0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 7-8 >999 240 Weight: 58 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 11-9:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 12-16:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 8-4-0 oc bracing: 4-16 BOT CHORD Rigid ceiling directly applied or 5-10-5 oc bracing. Except: 3-6-0 oc bracing: 2-12 REACTIONS (size)7= Mechanical, 12=0-5-8 Max Horiz 12=215 (LC 9) Max Uplift 7=-101 (LC 9), 12=-146 (LC 8) Max Grav 7=493 (LC 46), 12=840 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-223/460, 1-2=-16/130, 2-3=-784/2627, 3-12=-532/461, 3-4=-400/447, 4-16=0/0, 4-5=-561/612, 5-6=-84/27, 6-7=-433/91 BOT CHORD 14-15=-124/10, 13-14=0/0, 2-12=-2696/824, 11-12=-1076/1683, 10-11=-873/1352, 9-11=-52/60, 8-9=-324/331, 7-8=-526/497 WEBS 5-7=-517/523, 8-10=-16/293, 5-10=-288/366, 4-10=-1151/824, 2-15=-131/152, 2-14=-47/588 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-4-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 12 DF No.2 crushing capacity of 625 psi. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 12 and 101 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-6=-68, 13-15=-30, 2-24=-30, 11-24=-14, 7-9=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031820AF09Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:06 Page: 1 ID:CI0rQEBYiSngDba8IyvH9WyDWqi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =2x6 =5x6 =4x5 =M18AHS 5x12 7 6 11 5 4 8 9 1 2 10 3 0-3-8 -0-3-8 5-8-0 5-8-0 0-3-13 5-2-8 0-3-14 0-3-14 0-5-8 5-8-0 4-6-13 4-10-12 1-3-8 1-2-1 0-6-4 0-3-9 0-9-4 Scale = 1:28.4 Plate Offsets (X, Y):[3:0-5-0,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL)-0.13 5-6 >529 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.67 Vert(CT)-0.20 5-6 >343 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.14 Horz(CT)0.01 9 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.03 5-6 >999 240 Weight: 24 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-3-8, 9=0-5-8 Max Horiz 1=22 (LC 9) Max Uplift 1=-10 (LC 12), 9=-8 (LC 8) Max Grav 1=516 (LC 25), 9=485 (LC 36) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-4/465, 1-2=-41/34, 2-3=-560/233, 5-8=-50/401, 3-8=-50/401 BOT CHORD 6-7=0/0, 5-6=-12/13, 4-5=0/0 WEBS 2-5=-253/568, 3-9=-1439/603 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 1 DF No.2 crushing capacity of 625 psi, Joint 9 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 1 and 8 lb uplift at joint 9. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 2-3=-68, 4-7=-30 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031821AG01Monopitch91M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:07 Page: 1 ID:K7_OqomhYp1wsUYcHRoohEyEnwD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.18 12 =4x5 =4x5 =4x6 =6x16 =5x6 =4x5 =2x4 =3x6 =3x4 =3x4 =6x8 =6x16 =6x8 NAILED Special MP3 MP3 Special Special MP3 12 11 10 22 9 23 24 8 25 26 72113 14 15 1 16 2 17 18 3 4 19 5 20 6 2-3-3 7-5-11 2-11-3 10-4-14 3-10-8 14-3-6 5-2-9 5-2-9 0-2-14 7-10-6 0-0-14 4-10 -10 0-8-10 5-7-5 0-9-8 14 -3-6 2-0-3 7-7-8 2-6-9 10-4-14 3-1-0 13 -5-14 4-9-13 4-9-13 1-11 -14 1-2-0 1-4-10 0-7-6 0-7-4 1-3-5 1-3-5 0-7-6 1-10 -11 Scale = 1:37.3 Plate Offsets (X, Y):[6:0-7-0,0-3-4] Loading (psf)Spacing 1-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL)-0.02 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.58 Vert(CT)-0.04 7-8 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.69 Horz(CT)0.00 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 7-8 >999 240 Weight: 67 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 11-2,10-2:2x6 DF No.2 G OTHERS 2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 8-3-8 oc bracing: 7-8. REACTIONS (size)9=0-7-12, 13=0-7-12, 15=0-7-7 Max Horiz 13=16 (LC 9) Max Uplift 9=-488 (LC 25), 13=-153 (LC 8), 15=-382 (LC 9) Max Grav 9=577 (LC 36), 13=1480 (LC 25), 15=673 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-68/413, 1-2=-498/2074, 2-3=-444/1686, 3-9=-484/549, 3-4=-471/342, 4-5=-592/475, 5-6=-307/200, 7-14=-379/657, 6-14=-379/657 BOT CHORD 11-12=-60/159, 9-10=-343/138, 8-9=-168/61, 7-8=-480/592 WEBS 1-11=-2048/547, 3-10=-1533/448, 11-13=-1047/210, 10-13=-873/264, 2-13=-509/191, 5-7=-427/318, 5-8=-194/209, 4-8=-612/735, 6-15=-764/467 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 13-4-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 13 DF No.2 crushing capacity of 625 psi, Joint 9 DF No.2 crushing capacity of 625 psi, Joint 15 DF No.2 crushing capacity of 625 psi. 7)Bearing at joint(s) 13, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 488 lb uplift at joint 9, 153 lb uplift at joint 13 and 382 lb uplift at joint 15. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Use MiTek MP3 (With 3-10d x 1-1/2 nails into Girder & 3-10d x 1-1/2 nails into Truss) or equivalent at 8-5-6 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 11)Use MiTek MP3 (With 3-10d nails into Girder & 3-10d nails into Truss) or equivalent at 11-3-5 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 12)Use MiTek MP3 (With 3-10d x 1-1/2 nails into Girder & 3-10d x 1-1/2 nails into Truss) or equivalent at 11-3-5 from the left end to connect truss(es) to back face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. 13)Fill all nail holes where hanger is in contact with lumber. 14)"NAILED" indicates Girder: 3-16d (0.162" x 3.5") toe- nails per NDS guidelines. 15)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down at 5-10-2, and 214 lb down and 109 lb up at 13-4-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 17)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031822CG01Roof Special Girder 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:07 Page: 1 ID:qEBGAnqIMRFlN5E24kqO_UyDWnI-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-34, 4-6=-34, 11-12=-23, 9-10=-23, 7-9=-7 Concentrated Loads (lb) Vert: 7=-213 (F), 10=-3 (F), 17=60 (F=141, B=-81), 23=-6 (F), 25=-144 (F=-128, B=-16) Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031822CG01Roof Special Girder 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:07 Page: 2 ID:qEBGAnqIMRFlN5E24kqO_UyDWnI-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-10 -8 2-10 -1 Scale = 1:28.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-69 (LC 8) Max Uplift 3=-495 (LC 28), 4=-489 (LC 27) Max Grav 3=548 (LC 25), 4=541 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-537/502 BOT CHORD 3-4=-282/282 WEBS 2-4=-597/597 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 3 and 489 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031825SP01Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:09 Page: 1 ID:QE5l1Z8mDWjKkkfmBKuTuOyEW8G-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-2-6 1-2-6 2-10 -0 2-9-11 Scale = 1:33.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=0-3-15, 4= Mechanical Max Horiz 3=-67 (LC 8) Max Uplift 3=-495 (LC 28), 4=-492 (LC 27) Max Grav 3=526 (LC 25), 4=522 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-393/28, 1-2=-163/162, 2-3=-519/499 BOT CHORD 3-4=-163/163 WEBS 2-4=-534/534 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 3 DF No.2 crushing capacity of 625 psi. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 3 and 492 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 200.0 plf. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031826SP02Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:09 Page: 1 ID:HAr?F?5plUTi?EJfUZGhnryEW4S-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-9-11 2-9-3 Scale = 1:28.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-67 (LC 8) Max Uplift 3=-481 (LC 28), 4=-475 (LC 27) Max Grav 3=534 (LC 25), 4=527 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-523/488 BOT CHORD 3-4=-282/282 WEBS 2-4=-586/586 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 481 lb uplift at joint 3 and 475 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031827SP03Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:09 Page: 1 ID:K_8y7tSZECnE85mTtxqF8gyEW5H-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-9-3 2-8-11 Scale = 1:28.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-66 (LC 8) Max Uplift 3=-473 (LC 28), 4=-466 (LC 27) Max Grav 3=526 (LC 25), 4=519 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-515/480 BOT CHORD 3-4=-282/282 WEBS 2-4=-579/579 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 473 lb uplift at joint 3 and 466 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031828SP04Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:10 Page: 1 ID:KAZgQRqaFXMTXFMgOjPIZvyEW64-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-8-11 2-8-3 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-64 (LC 8) Max Uplift 3=-465 (LC 28), 4=-458 (LC 27) Max Grav 3=517 (LC 25), 4=511 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-506/471 BOT CHORD 3-4=-282/282 WEBS 2-4=-572/572 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 465 lb uplift at joint 3 and 458 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031829SP05Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:10 Page: 1 ID:Y50oc4KE8d3QUo9bxvfSs3yEW6k-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-6-5 1-6-5 2-8-3 2-7-13 Scale = 1:30 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-5, 4=1-6-5 Max Horiz 4=-63 (LC 8) Max Uplift 3=-461 (LC 28), 4=-455 (LC 27) Max Grav 3=502 (LC 25), 4=497 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-397/37, 1-2=-221/221, 2-3=-493/466 BOT CHORD 3-4=-221/221 WEBS 2-4=-531/531 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 461 lb uplift at joint 3 and 455 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-5 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031830SP06Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:10 Page: 1 ID:n0Uwnjpu1jnNSLxWT4vb9CyEW7O-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-5-6 1-5-6 2-10 -4 Scale = 1:29.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-5-6, 4=1-5-6 Max Horiz 4=-68 (LC 8) Max Uplift 3=-497 (LC 28), 4=-497 (LC 27) Max Grav 3=535 (LC 25), 4=535 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-527/502, 1-2=-207/207, 2-3=-396/35 BOT CHORD 3-4=-207/207 WEBS 1-3=-561/561 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 4 and 497 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031831SP07Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:11 Page: 1 ID:Jm0Mb?BnloBeyxR_Hnu0VDyEBMM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-5-6 1-5-6 2-6-10 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-5-6, 4=1-5-6 Max Horiz 4=60 (LC 9) Max Uplift 3=-437 (LC 28), 4=-437 (LC 27) Max Grav 3=475 (LC 25), 4=475 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-467/442, 1-2=-207/207, 2-3=-396/35 BOT CHORD 3-4=-207/207 WEBS 1-3=-507/507 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 lb uplift at joint 4 and 437 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031832SP08Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:11 Page: 1 ID:AIxldcmKsL_0yC8YZnJ6P1yEBPU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-10 -4 2-9-12 Scale = 1:27.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4=0-3-15 Max Horiz 4=-68 (LC 8) Max Uplift 3=-491 (LC 28), 4=-484 (LC 27) Max Grav 3=544 (LC 25), 4=537 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-533/497 BOT CHORD 3-4=-282/282 WEBS 2-4=-594/594 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 4 DF No.2 crushing capacity of 625 psi. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 491 lb uplift at joint 3 and 484 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031833SP09Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:11 Page: 1 ID:bOVzI2WiINLu?LnClnxIi5yEAqM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-6-14 1-6-14 2-10 -10 Scale = 1:28 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-14, 4=1-6-14 Max Horiz 4=69 (LC 9) Max Uplift 3=-501 (LC 28), 4=-501 (LC 27) Max Grav 3=544 (LC 25), 4=544 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-535/507, 1-2=-230/230, 2-3=-398/38 BOT CHORD 3-4=-230/230 WEBS 1-3=-577/577 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 501 lb uplift at joint 4 and 501 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-14 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031834SP10Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:12 Page: 1 ID:_EiKy3In9oC7CUFN7WiXnJyEVf4-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-6-14 1-6-14 2-9-11 Scale = 1:26.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=67 (LC 9) Max Uplift 3=-486 (LC 28), 4=-486 (LC 27) Max Grav 3=529 (LC 25), 4=529 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-520/491, 1-2=-230/230, 2-3=-398/38 BOT CHORD 3-4=-230/230 WEBS 1-3=-563/563 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 486 lb uplift at joint 4 and 486 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-14 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031835SP11Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:12 Page: 1 ID:fHhXk?6QjTwqXMvImPmFIqyEVTi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-5-13 1-5-13 2-2-1 2-1-11 Scale = 1:27.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-5-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-5-13, 4=1-5-13 Max Horiz 4=-50 (LC 8) Max Uplift 3=-359 (LC 28), 4=-354 (LC 27) Max Grav 3=405 (LC 31), 4=405 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-397/36, 1-2=-214/214, 2-3=-397/364 BOT CHORD 3-4=-214/214 WEBS 2-4=-439/439 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 lb uplift at joint 3 and 354 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-13 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031836SP12Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:12 Page: 1 ID:ppvmlSnKgp4Clq6XtO4104yEWOD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-1-4 2-0-13 Scale = 1:24.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-48 (LC 8) Max Uplift 3=-341 (LC 28), 4=-335 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/348 BOT CHORD 3-4=-282/282 WEBS 2-4=-473/473 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 3 and 335 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031837SP13Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:13 Page: 1 ID:aUeL1qz1XVZuhmutPwTQx7yEVyt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-2-6 1-2-6 2-0-12 2-0-7 Scale = 1:31 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.15 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-2-6, 4=1-2-6 Max Horiz 4=-47 (LC 8) Max Uplift 3=-341 (LC 28), 4=-337 (LC 27) Max Grav 3=399 (LC 31), 4=399 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-393/27, 1-2=-163/162, 2-3=-393/345 BOT CHORD 3-4=-163/163 WEBS 2-4=-393/393 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 3 and 337 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031838SP14Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:13 Page: 1 ID:2DGaNoO_IG_wO83byncdsVyEVyK-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-0-7 1-11 -15 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-46 (LC 8) Max Uplift 3=-327 (LC 28), 4=-321 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/334 BOT CHORD 3-4=-282/282 WEBS 2-4=-463/463 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint 3 and 321 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031839SP15Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:13 Page: 1 ID:AFcLFtyTDivFXN9dC8yfGQyEVxb-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-10-6 1-10-6 1-11 -15 1-11 -7 Scale = 1:24.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-45 (LC 8) Max Uplift 3=-319 (LC 28), 4=-312 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/325 BOT CHORD 3-4=-282/282 WEBS 2-4=-457/457 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 lb uplift at joint 3 and 312 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031840SP16Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:14 Page: 1 ID:?hV14kEupmo?ovQ22Us2hGyEVxE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 1-11 -7 1-10 -15 Scale = 1:23.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-44 (LC 8) Max Uplift 3=-310 (LC 28), 4=-304 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/317 BOT CHORD 3-4=-282/282 WEBS 2-4=-451/451 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 310 lb uplift at joint 3 and 304 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031841SP17Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:14 Page: 1 ID:MBLnF4iMdliSzuuYqA3BnUyEVwd-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-6-5 1-6-5 1-10 -15 1-10 -9 Scale = 1:24.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.15 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-5, 4=1-6-5 Max Horiz 4=-43 (LC 8) Max Uplift 3=-306 (LC 28), 4=-301 (LC 27) Max Grav 3=406 (LC 34), 4=406 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-397/37, 1-2=-221/221, 2-3=-397/312 BOT CHORD 3-4=-221/221 WEBS 2-4=-401/401 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 306 lb uplift at joint 3 and 301 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-5 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031842SP18Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:14 Page: 1 ID:0mblL_3YofMLyMc61m4_ScyEVwA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-10-6 1-10-6 1-10 -8 1-10 -0 Scale = 1:23.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-42 (LC 8) Max Uplift 3=-295 (LC 28), 4=-289 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/302 BOT CHORD 3-4=-282/282 WEBS 2-4=-440/440 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 295 lb uplift at joint 3 and 289 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031843SP19Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:14 Page: 1 ID:okqc82?Yt7eVm5Q3z4TlTZyEVtf-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-2-6 1-2-6 1-9-11 1-9-7 Scale = 1:29.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.13 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 8 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-2-6, 4=1-2-6 Max Horiz 4=-40 (LC 8) Max Uplift 3=-291 (LC 28), 4=-287 (LC 27) Max Grav 3=399 (LC 31), 4=399 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-393/27, 1-2=-162/162, 2-3=-393/294 BOT CHORD 3-4=-162/162 WEBS 2-4=-348/348 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 291 lb uplift at joint 3 and 287 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031844SP20Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:15 Page: 1 ID:_O2daQYmHyJ6f0Mi50nIo2yEVsy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-6-4 2-5-12 Scale = 1:27.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-59 (LC 8) Max Uplift 3=-424 (LC 28), 4=-417 (LC 27) Max Grav 3=477 (LC 25), 4=470 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-466/431 BOT CHORD 3-4=-282/282 WEBS 2-4=-538/538 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 424 lb uplift at joint 3 and 417 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031845SP21Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:15 Page: 1 ID:HH17BS2UdYUI4J?b?80vyhyEVsJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x5 =2x6 =5x10 =6x8 =1.5x4 4 7 3 5 261 0-5-4 1-6-0 0-5-10 0-5-10 1-0-6 1-6-0 2-6-10 1-9-6 2-6-4 0-9-4 Scale = 1:39.8 Plate Offsets (X, Y):[1:0-2-4,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.07 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-0, 4=1-6-0 Max Horiz 4=-60 (LC 8) Max Uplift 3=-530 (LC 28), 4=-524 (LC 27) Max Grav 3=554 (LC 25), 4=556 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-552/528, 1-2=-159/159, 2-3=-392/27 BOT CHORD 3-4=-198/197 WEBS 1-3=-578/582 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 524 lb uplift at joint 4 and 530 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-0 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031846SP22Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:15 Page: 1 ID:PKMu2WczZ_PdDX5dFVMxMcyEVra-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 3 6 251 1-10-6 1-10-6 2-5-7 2-4-15 Scale = 1:27.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-57 (LC 8) Max Uplift 3=-411 (LC 28), 4=-404 (LC 27) Max Grav 3=463 (LC 25), 4=457 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-452/417 BOT CHORD 3-4=-282/282 WEBS 2-4=-527/527 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 3 and 404 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031847SP23Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:16 Page: 1 ID:pR5tpA3ArM3N9DQkwnWcMPyEVr?-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-4-15 2-4-7 Scale = 1:27 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-56 (LC 8) Max Uplift 3=-402 (LC 28), 4=-396 (LC 27) Max Grav 3=455 (LC 25), 4=448 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-444/409 BOT CHORD 3-4=-282/282 WEBS 2-4=-521/521 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 402 lb uplift at joint 3 and 396 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031848SP24Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:16 Page: 1 ID:EZrsaqWO7kk75vlrb2hHMCyEVqQ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-1-10 2-1-3 Scale = 1:24.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-49 (LC 8) Max Uplift 3=-347 (LC 28), 4=-341 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/354 BOT CHORD 3-4=-282/282 WEBS 2-4=-478/478 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 3 and 341 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031849SP25Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:16 Page: 1 ID:eyD9?8mxZhWmjrbQmKHp2fyEW3a-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-3-4 1-3-4 2-1-2 2-0-13 Scale = 1:29.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.15 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-3-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-3-4, 4=1-3-4 Max Horiz 4=-48 (LC 8) Max Uplift 3=-347 (LC 28), 4=-343 (LC 27) Max Grav 3=400 (LC 31), 4=400 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-394/30, 1-2=-176/175, 2-3=-394/351 BOT CHORD 3-4=-175/175 WEBS 2-4=-405/405 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 3 and 343 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-4 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031850SP26Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:17 Page: 1 ID:xZgE1M3_w3YMcXQ1ANiR1jyEW3C-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 =3x4 =3x4 =1.5x4 7 10 6 5 11 4 39281 0-5-4 0-10-9 2-6-2 1-7-9 1-7-9 0-8-13 2-6-2 1-9-6 1-9-6 2-0-6 1-6-4 0-5-8 Scale = 1:42 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL)0.00 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)-0.01 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 5 >999 240 Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 6-2:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)4=2-6-2, 6=2-6-2, 7=2-6-2 Max Horiz 7=-43 (LC 10) Max Uplift 4=-273 (LC 28), 6=-114 (LC 28), 7=-305 (LC 27) Max Grav 4=395 (LC 38), 6=428 (LC 35), 7=411 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-395/38, 1-2=-267/296, 2-3=-152/146, 3-4=-334/276 BOT CHORD 6-7=-254/258, 5-6=-320/111, 2-5=-370/300, 4-5=-132/132 WEBS 3-5=-313/324, 2-7=-437/431 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 6, 273 lb uplift at joint 4 and 305 lb uplift at joint 7. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-6-2 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031851SP27Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:17 Page: 1 ID:yBroREIzuPOurCDe9oXM9DyEW1c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 2-6-2 2-6-2 1-6-3 1-5-9 Scale = 1:22.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL)-0.01 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT)-0.02 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=2-6-2, 4=2-6-2 Max Horiz 4=-32 (LC 8) Max Uplift 3=-215 (LC 28), 4=-206 (LC 27) Max Grav 3=427 (LC 31), 4=427 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-411/67, 1-2=-399/398, 2-3=-411/224 BOT CHORD 3-4=-399/399 WEBS 2-4=-501/501 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint 3 and 206 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-6-2 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031852SP28Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:17 Page: 1 ID:4sL7jA5RpBAlD56GNajJieyEW?H-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-8-1 1-8-1 1-5-7 1-5-1 Scale = 1:22.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.15 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.14 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-1, 4=1-8-1 Max Horiz 4=-31 (LC 8) Max Uplift 3=-214 (LC 28), 4=-208 (LC 27) Max Grav 3=409 (LC 31), 4=409 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-399/42, 1-2=-248/247, 2-3=-399/219 BOT CHORD 3-4=-247/247 WEBS 2-4=-355/355 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 lb uplift at joint 3 and 208 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-1 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031853SP29Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:18 Page: 1 ID:O0r2u0op80TWA0YQnmlv2tyEW_N-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-3-4 1-3-4 1-10 -10 1-10 -6 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.14 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-3-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-3-4, 4=1-3-4 Max Horiz 4=-42 (LC 8) Max Uplift 3=-305 (LC 28), 4=-302 (LC 27) Max Grav 3=400 (LC 31), 4=400 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-394/29, 1-2=-175/175, 2-3=-394/309 BOT CHORD 3-4=-175/175 WEBS 2-4=-369/369 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 305 lb uplift at joint 3 and 302 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-4 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031854SP30Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:18 Page: 1 ID:9cUFFfC9WZanXibMiNEJCSyEWQG-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 1-10 -15 1-10 -10 Scale = 1:23.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-43 (LC 8) Max Uplift 3=-303 (LC 28), 4=-298 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-282/282, 2-3=-402/310 BOT CHORD 3-4=-282/282 WEBS 2-4=-447/447 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 3 and 298 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031855SP31Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:19 Page: 1 ID:zDofN4sa6z2lAOSz3Vjl3YyEWQi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 1-11 -5 1-11 -0 Scale = 1:23.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-44 (LC 8) Max Uplift 3=-309 (LC 28), 4=-304 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-282/282, 2-3=-402/316 BOT CHORD 3-4=-282/282 WEBS 2-4=-451/451 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 3 and 304 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031856SP32Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:19 Page: 1 ID:rBSuW0I6AX7Q1AMxp7NkfeyEWRR-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-8-14 1-8-14 1-11 -10 1-11 -5 Scale = 1:25 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-14, 4=1-8-14 Max Horiz 4=-45 (LC 8) Max Uplift 3=-316 (LC 28), 4=-312 (LC 27) Max Grav 3=410 (LC 31), 4=410 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/44, 1-2=-260/260, 2-3=-400/322 BOT CHORD 3-4=-260/260 WEBS 2-4=-438/438 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 3 and 312 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031857SP33Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:19 Page: 1 ID:Ugc9KgpeMYDyrAtR1RBaaQyEWS2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-0-0 1-11 -11 Scale = 1:24.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-45 (LC 8) Max Uplift 3=-320 (LC 28), 4=-316 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-282/282, 2-3=-402/327 BOT CHORD 3-4=-282/282 WEBS 2-4=-459/459 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 320 lb uplift at joint 3 and 316 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031858SP34Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:20 Page: 1 ID:jKXryV6dFPnKG6s64YdlhzyEWSz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-0-6 2-0-0 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-46 (LC 8) Max Uplift 3=-326 (LC 28), 4=-322 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-282/282, 2-3=-402/333 BOT CHORD 3-4=-282/282 WEBS 2-4=-464/464 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 3 and 322 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031859SP35Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:20 Page: 1 ID:lVgFQVEPmoFKAIWJVVLPvHyEWVO-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =3x4 =1.5x4 =5x8 =6x8 =1.5x4 4 7 3 5 261 1-10-6 0-3-9 0-3-9 1-6-13 1-10-6 2-0-11 1-3-7 2-0-6 0-9-4 Scale = 1:35.5 Plate Offsets (X, Y):[1:0-1-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-47 (LC 8) Max Uplift 3=-376 (LC 28), 4=-369 (LC 27) Max Grav 3=418 (LC 25), 4=455 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-448/375, 1-2=-255/256, 2-3=-400/43 BOT CHORD 3-4=-293/290 WEBS 1-3=-502/507 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at joint 4 and 376 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031860SP36Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:20 Page: 1 ID:G9uSffZT1i?mEEY_zDOHsOyEWXX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 3 6 1 5 2 1-10-1 1-10-1 2-10 -10 Scale = 1:24.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.17 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-1, 4=1-10-1 Max Horiz 4=-69 (LC 8) Max Uplift 3=-498 (LC 28), 4=-498 (LC 27) Max Grav 3=550 (LC 25), 4=550 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-539/505, 1-2=-277/277, 2-3=-402/46 BOT CHORD 3-4=-277/277 WEBS 1-3=-602/602 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 4 and 498 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-1 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031861SP37Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:21 Page: 1 ID:cektVU?fMwjIs1ZpMYHRylyEVgl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-10-6 1-10-6 2-10 -10 Scale = 1:24.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=69 (LC 9) Max Uplift 3=-498 (LC 28), 4=-498 (LC 27) Max Grav 3=550 (LC 25), 4=550 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-539/504, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-605/605 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 4 and 498 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031862SP38Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:21 Page: 1 ID:vXjN5VVNiWtUHKChFfW36OyEVg6-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 3 6 1 5 2 1-10-6 1-10-6 2-10 -10 Scale = 1:24.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-69 (LC 8) Max Uplift 3=-498 (LC 28), 4=-498 (LC 27) Max Grav 3=550 (LC 25), 4=550 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-539/504, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-605/605 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 4 and 498 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031863SP39Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:21 Page: 1 ID:_EiKy3In9oC7CUFN7WiXnJyEVf4-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-2-6 1-2-6 2-10 -10 Scale = 1:31.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-2-6, 4=1-2-6 Max Horiz 4=69 (LC 9) Max Uplift 3=-506 (LC 28), 4=-506 (LC 27) Max Grav 3=536 (LC 25), 4=536 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-530/510, 1-2=-162/162, 2-3=-393/27 BOT CHORD 3-4=-162/162 WEBS 1-3=-548/548 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 506 lb uplift at joint 4 and 506 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031864SP40Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:22 Page: 1 ID:SzJYI1jkwYc9usQ6gNqlihyEVeX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 51 2 1-10-1 1-10-1 2-9-11 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.17 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-67 (LC 8) Max Uplift 3=-482 (LC 28), 4=-482 (LC 27) Max Grav 3=534 (LC 25), 4=534 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-523/489, 1-2=-277/277, 2-3=-402/46 BOT CHORD 3-4=-277/277 WEBS 1-3=-589/589 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 lb uplift at joint 4 and 482 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-1 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031865SP41Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:22 Page: 1 ID:HCoXqLc9UHwfmE4K?v95iIyEVdN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 6 4 3 1 5 2 1-10-6 1-10-6 2-9-11 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=67 (LC 9) Max Uplift 3=-482 (LC 28), 4=-482 (LC 27) Max Grav 3=535 (LC 25), 4=535 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-524/489, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-592/592 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 lb uplift at joint 4 and 482 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031866SP42Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:22 Page: 1 ID:G3eXy15sPfFBNyA2aeEUd7yEVSQ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 3 6 1 25 1-10-6 1-10-6 2-9-11 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-67 (LC 8) Max Uplift 3=-482 (LC 28), 4=-482 (LC 27) Max Grav 3=535 (LC 25), 4=535 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-524/489, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-592/592 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 lb uplift at joint 4 and 482 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031867SP43Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:23 Page: 1 ID:fHhXk?6QjTwqXMvImPmFIqyEVTi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 25 1-2-6 1-2-6 2-9-11 Scale = 1:30.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-67 (LC 8) Max Uplift 3=-490 (LC 28), 4=-490 (LC 27) Max Grav 3=521 (LC 25), 4=521 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-514/494, 1-2=-162/162, 2-3=-393/27 BOT CHORD 3-4=-162/162 WEBS 1-3=-533/533 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 490 lb uplift at joint 4 and 490 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031868SP44Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:23 Page: 1 ID:BlV1hb3Uz241D8KmkLD5phyEVV2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-4-15 1-4-15 2-6-10 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-4-15, 4=1-4-15 Max Horiz 4=60 (LC 9) Max Uplift 3=-437 (LC 28), 4=-437 (LC 27) Max Grav 3=475 (LC 25), 4=475 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-467/442, 1-2=-201/201, 2-3=-396/33 BOT CHORD 3-4=-201/201 WEBS 1-3=-503/503 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 lb uplift at joint 4 and 437 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-15 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031869SP45Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:23 Page: 1 ID:sc3BqRSr1d1ZcfwpT5Pou5yEUSi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-8-14 1-8-14 2-6-10 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-14, 4=1-8-14 Max Horiz 4=60 (LC 9) Max Uplift 3=-433 (LC 28), 4=-433 (LC 27) Max Grav 3=482 (LC 25), 4=482 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-471/439, 1-2=-260/260, 2-3=-400/43 BOT CHORD 3-4=-260/260 WEBS 1-3=-536/536 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 lb uplift at joint 4 and 433 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031870SP46Blocking51M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:23 Page: 1 ID:MUCcCdjuFdxpwLhkhtDe6iyEBOF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 51 2 1-2-6 1-2-6 2-6-10 Scale = 1:30.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-2-6, 4=1-2-6 Max Horiz 4=60 (LC 9) Max Uplift 3=-440 (LC 28), 4=-440 (LC 27) Max Grav 3=470 (LC 25), 4=470 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-464/444, 1-2=-162/162, 2-3=-393/27 BOT CHORD 3-4=-162/162 WEBS 1-3=-486/486 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 4 and 440 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031871SP47Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:24 Page: 1 ID:CDDx25Ugs2yw0MpRnHz1fDyEUTy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 3 6 1 5 2 1-10 -6 1-10 -6 2-10 -4 Scale = 1:24.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-68 (LC 8) Max Uplift 3=-492 (LC 28), 4=-492 (LC 27) Max Grav 3=544 (LC 25), 4=544 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-533/498, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-600/600 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 492 lb uplift at joint 4 and 492 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031872SP48Blocking61M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:24 Page: 1 ID:cOTQeCUr5ADEqdGchqKeUHyEBM_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 3 6 1 5 2 1-3-6 1-3-6 2-6-10 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-3-6, 4=1-3-6 Max Horiz 4=60 (LC 9) Max Uplift 3=-439 (LC 28), 4=-439 (LC 27) Max Grav 3=472 (LC 25), 4=472 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-465/443, 1-2=-177/177, 2-3=-394/30 BOT CHORD 3-4=-177/177 WEBS 1-3=-492/492 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 lb uplift at joint 4 and 439 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031873SP49Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:24 Page: 1 ID:5WWJ04xVwjkXaCjk?GexBEyEUTM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-8-9 1-8-9 2-6-10 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-9, 4=1-8-9 Max Horiz 4=60 (LC 9) Max Uplift 3=-433 (LC 28), 4=-433 (LC 27) Max Grav 3=481 (LC 25), 4=481 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-471/439, 1-2=-255/255, 2-3=-400/43 BOT CHORD 3-4=-255/255 WEBS 1-3=-533/533 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 lb uplift at joint 4 and 433 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-9 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031874SP50Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:25 Page: 1 ID:t1o1ymIq?eJsTA7DwjegbMyEUQJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-2-12 1-2-12 2-10 -4 Scale = 1:31.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-2-12, 4=1-2-12 Max Horiz 4=-68 (LC 8) Max Uplift 3=-500 (LC 28), 4=-500 (LC 27) Max Grav 3=531 (LC 25), 4=531 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-524/503, 1-2=-168/168, 2-3=-393/28 BOT CHORD 3-4=-168/168 WEBS 1-3=-544/544 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 lb uplift at joint 4 and 500 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-12 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031875SP51Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:25 Page: 1 ID:O5AssRD9BQMp5lHH63vPJeyEBJk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 3 6 1 5 2 1-10-6 1-10-6 2-6-10 Scale = 1:23.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=60 (LC 9) Max Uplift 3=-431 (LC 28), 4=-431 (LC 27) Max Grav 3=484 (LC 25), 4=484 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-473/438, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-549/549 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431 lb uplift at joint 4 and 431 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031876SP52Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:25 Page: 1 ID:q8j8HLKB0UnVTGfOFR8vGkyEBOm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 51 2 1-3-1 1-3-1 2-6-10 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-3-1, 4=1-3-1 Max Horiz 4=60 (LC 9) Max Uplift 3=-439 (LC 28), 4=-439 (LC 27) Max Grav 3=471 (LC 25), 4=471 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-465/443, 1-2=-172/172, 2-3=-393/29 BOT CHORD 3-4=-172/172 WEBS 1-3=-490/490 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 lb uplift at joint 4 and 439 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-1 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031877SP54Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:26 Page: 1 ID:QSj_d?kyi7P1O5Xh2oD6zCyEBMy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-1-0 2-0-8 Scale = 1:24.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-47 (LC 8) Max Uplift 3=-337 (LC 28), 4=-330 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/343 BOT CHORD 3-4=-282/282 WEBS 2-4=-470/470 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint 3 and 330 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031878SP55Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:26 Page: 1 ID:3kMn7OiBVtGAL6VSpgcf2LyEAjg-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-6-6 1-6-6 2-0-6 2-0-0 Scale = 1:25.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-6, 4=1-6-6 Max Horiz 4=-46 (LC 8) Max Uplift 3=-331 (LC 28), 4=-326 (LC 27) Max Grav 3=406 (LC 31), 4=406 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-397/37, 1-2=-223/222, 2-3=-397/336 BOT CHORD 3-4=-222/222 WEBS 2-4=-421/421 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 lb uplift at joint 3 and 326 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031879SP56Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:26 Page: 1 ID:rpvfxlDXcnZCOZjXHUNWlCyEAj0-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-0-0 1-11 -8 Scale = 1:24.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-45 (LC 8) Max Uplift 3=-320 (LC 28), 4=-314 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/327 BOT CHORD 3-4=-282/282 WEBS 2-4=-458/458 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 320 lb uplift at joint 3 and 314 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031880SP57Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:27 Page: 1 ID:vFMADWoG4rkFm5zyfHl?EXyEAiF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 1-11 -8 1-11 -0 Scale = 1:24 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-44 (LC 8) Max Uplift 3=-312 (LC 28), 4=-305 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/318 BOT CHORD 3-4=-282/282 WEBS 2-4=-452/452 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 3 and 305 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031881SP58Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:27 Page: 1 ID:dWb59?yri1ingijCjkyHaZyEAgm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-10-6 1-10-6 1-11 -0 1-10 -8 Scale = 1:23.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-43 (LC 8) Max Uplift 3=-303 (LC 28), 4=-297 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/310 BOT CHORD 3-4=-282/282 WEBS 2-4=-446/446 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 3 and 297 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031882SP59Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:27 Page: 1 ID:pjtyk?vP5IfZerGOrqtpHEyEAfX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 3 6 251 1-10-6 1-10-6 2-6-6 2-5-15 Scale = 1:27.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-59 (LC 8) Max Uplift 3=-426 (LC 28), 4=-420 (LC 27) Max Grav 3=479 (LC 25), 4=473 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-468/433 BOT CHORD 3-4=-282/282 WEBS 2-4=-540/540 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426 lb uplift at joint 3 and 420 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031883SP60Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:28 Page: 1 ID:eyLxGJpqg1z3WCwcAMC9HqyEAeN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-5-14 2-5-7 Scale = 1:27.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-58 (LC 8) Max Uplift 3=-418 (LC 28), 4=-412 (LC 27) Max Grav 3=471 (LC 25), 4=464 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-460/425 BOT CHORD 3-4=-282/282 WEBS 2-4=-533/533 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 418 lb uplift at joint 3 and 412 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031884SP61Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:28 Page: 1 ID:6hy9cHEnQoO5Db5LkDKMCDyEAdq-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-5-6 2-4-15 Scale = 1:27.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-57 (LC 8) Max Uplift 3=-410 (LC 28), 4=-403 (LC 27) Max Grav 3=462 (LC 25), 4=456 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-452/416 BOT CHORD 3-4=-282/282 WEBS 2-4=-527/527 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 3 and 403 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031885SP62Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:28 Page: 1 ID:yONH0yjt04QQ0k914d2lqeyEAdC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-4-14 2-4-7 Scale = 1:27 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-56 (LC 8) Max Uplift 3=-401 (LC 28), 4=-395 (LC 27) Max Grav 3=454 (LC 25), 4=448 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-443/408 BOT CHORD 3-4=-282/282 WEBS 2-4=-520/520 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401 lb uplift at joint 3 and 395 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031886SP63Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:29 Page: 1 ID:Qf2NUYY9mH7eoLwHccnw7CyEAc7-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =4x6 =3x4 =2x6 7 6 5 9 4 3821 0-6-2 0-6-2 1-4-3 1-10-6 0-7-15 0-7-15 1-2-7 1-10 -6 2-4-6 1-10 -7 0-5-8 Scale = 1:43.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 4-5 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT)0.00 4-5 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 5 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 6-2:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)4=1-10-6, 5=1-10-6, 6=1-10-6, 7=1-10-6 Max Horiz 7=-52 (LC 10) Max Uplift 4=-425 (LC 28), 5=-350 (LC 27), 6=-44 (LC 28), 7=-88 (LC 31) Max Grav 4=464 (LC 25), 5=409 (LC 26), 6=383 (LC 35), 7=383 (LC 34) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-323/91, 1-2=-74/74, 2-3=-311/310, 3-4=-455/431 BOT CHORD 6-7=-66/68, 5-6=-46/46, 2-5=-338/64, 4-5=-217/217 WEBS 3-5=-551/551 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 7, 44 lb uplift at joint 6, 350 lb uplift at joint 5 and 425 lb uplift at joint 4. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031887SP64Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:29 Page: 1 ID:?x51YrL1kbtNqn6a5uNmwSyE9L2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 1-10 -6 1-9-15 Scale = 1:23.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-42 (LC 8) Max Uplift 3=-293 (LC 28), 4=-287 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/300 BOT CHORD 3-4=-282/282 WEBS 2-4=-438/438 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 3 and 287 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031888SP65Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:29 Page: 1 ID:C12t6YkD6RqHaCFdhTwCyCyE9Hy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-10 -6 1-10 -6 1-9-14 1-9-7 Scale = 1:23.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-41 (LC 8) Max Uplift 3=-285 (LC 28), 4=-278 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/291 BOT CHORD 3-4=-282/282 WEBS 2-4=-433/433 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 3 and 278 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031889SP66Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:30 Page: 1 ID:dcc7ejAQF_DZI1G?Mfr14nyE91v-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =1.5x4 =3x4 =3x4 =3x4 =1.5x4 5 11 4 7 10 6 39281 0-5-5 0-11-11 0-11-11 0-10-11 1-10-6 0-9-15 0-9-15 1-0-7 1-10-6 2-2-14 1-9-6 2-2-7 0-5-8 0-5-8 Scale = 1:41.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL)0.00 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.17 Vert(CT)0.00 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.15 Horz(CT)0.00 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 2 >999 240 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 2-5:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)4=1-10-6, 5=1-10-6, 6=1-10-6, 7=1-10-6 Max Horiz 7=47 (LC 11) Max Uplift 4=-318 (LC 28), 5=-268 (LC 27), 6=-367 (LC 28), 7=-334 (LC 27) Max Grav 4=395 (LC 38), 5=273 (LC 26), 6=415 (LC 25), 7=397 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-379/24, 1-2=-163/165, 2-3=-109/107, 3-4=-337/321 BOT CHORD 6-7=-182/183, 5-6=-46/46, 2-6=-363/325, 4-5=-133/133 WEBS 2-7=-406/403, 3-5=-338/341 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 367 lb uplift at joint 6, 268 lb uplift at joint 5, 318 lb uplift at joint 4 and 334 lb uplift at joint 7. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031890SP67Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:30 Page: 1 ID:scAy6cUk7zUtP1F?t7J77GyE91V-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-10 -6 1-10 -6 2-2-6 2-1-15 Scale = 1:25.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-51 (LC 8) Max Uplift 3=-360 (LC 28), 4=-353 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/366 BOT CHORD 3-4=-282/282 WEBS 2-4=-487/487 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 3 and 353 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031891SP68Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:30 Page: 1 ID:KP5aassynzBXCh1?IDijMTyEAZ8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-1-14 2-1-7 Scale = 1:24.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-49 (LC 8) Max Uplift 3=-351 (LC 28), 4=-345 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/358 BOT CHORD 3-4=-282/282 WEBS 2-4=-481/481 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 3 and 345 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031892SP69Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:31 Page: 1 ID:5D51qP9eueK_iXRoGzfatlyEAYl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-1-6 2-0-15 Scale = 1:24.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-48 (LC 8) Max Uplift 3=-343 (LC 28), 4=-337 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/350 BOT CHORD 3-4=-282/282 WEBS 2-4=-475/475 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 lb uplift at joint 3 and 337 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031893SP70Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:31 Page: 1 ID:Hboci_VCIFs03qaBvs980fyEAYJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-0-14 2-0-7 Scale = 1:24.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-47 (LC 8) Max Uplift 3=-335 (LC 28), 4=-328 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/341 BOT CHORD 3-4=-282/282 WEBS 2-4=-468/468 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 335 lb uplift at joint 3 and 328 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031894SP71Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:31 Page: 1 ID:6ICk5f_ItXvLt_etFFtXd5yEAXh-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10 -6 1-10 -6 2-10 -4 2-9-12 Scale = 1:28.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-68 (LC 8) Max Uplift 3=-491 (LC 28), 4=-484 (LC 27) Max Grav 3=544 (LC 25), 4=537 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-533/497 BOT CHORD 3-4=-282/282 WEBS 2-4=-594/594 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 491 lb uplift at joint 3 and 484 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031895SP72Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:31 Page: 1 ID:JbdAyHrexgl3kULOqywdInyEApx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-6-6 1-6-6 2-9-10 2-9-4 Scale = 1:30.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-6, 4=1-6-6 Max Horiz 4=-67 (LC 8) Max Uplift 3=-485 (LC 28), 4=-480 (LC 27) Max Grav 3=527 (LC 25), 4=522 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-397/38, 1-2=-223/222, 2-3=-518/491 BOT CHORD 3-4=-222/222 WEBS 2-4=-554/554 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 485 lb uplift at joint 3 and 480 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031896SP73Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:32 Page: 1 ID:ONkr45TiOrd2p4b8g5K2j1yEAnr-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-9-4 2-8-12 Scale = 1:28.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-66 (LC 8) Max Uplift 3=-474 (LC 28), 4=-468 (LC 27) Max Grav 3=527 (LC 25), 4=520 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-516/481 BOT CHORD 3-4=-282/282 WEBS 2-4=-580/580 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 474 lb uplift at joint 3 and 468 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031897SP74Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:32 Page: 1 ID:ZlQQygpGoR94ANkXJzqcsxyEAnP-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-8-12 2-8-4 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-65 (LC 8) Max Uplift 3=-466 (LC 28), 4=-459 (LC 27) Max Grav 3=519 (LC 25), 4=512 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-508/472 BOT CHORD 3-4=-282/282 WEBS 2-4=-573/573 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 466 lb uplift at joint 3 and 459 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031898SP75Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:33 Page: 1 ID:HyYddv8CRkZFwXIjP8pySeyEAn_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 3 6 251 1-10-6 1-10-6 2-8-4 2-7-12 Scale = 1:28.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-64 (LC 8) Max Uplift 3=-458 (LC 28), 4=-451 (LC 27) Max Grav 3=510 (LC 25), 4=504 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-499/464 BOT CHORD 3-4=-282/282 WEBS 2-4=-566/566 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 458 lb uplift at joint 3 and 451 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031899SP76Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:33 Page: 1 ID:swwL7VWe7GSr8IAgj9tDCAyEAmV-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 3 6 251 1-10-6 1-10-6 2-7-12 2-7-4 Scale = 1:28 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-62 (LC 8) Max Uplift 3=-449 (LC 28), 4=-443 (LC 27) Max Grav 3=502 (LC 25), 4=495 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-491/456 BOT CHORD 3-4=-282/282 WEBS 2-4=-559/559 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 449 lb uplift at joint 3 and 443 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031900SP77Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:33 Page: 1 ID:2a8Mau3tX57T1D6Js6AmXfyEAlo-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =1.5x4 4 3 6 251 1-10-6 1-10-6 2-4-6 2-3-15 Scale = 1:26.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-55 (LC 8) Max Uplift 3=-393 (LC 28), 4=-387 (LC 27) Max Grav 3=446 (LC 25), 4=439 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-435/400 BOT CHORD 3-4=-282/282 WEBS 2-4=-513/513 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 lb uplift at joint 3 and 387 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031901SP78Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:34 Page: 1 ID:F4x3JPqaLL0N3tBiTxhKY2yEAbm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10 -6 1-10 -6 2-3-14 2-3-7 Scale = 1:26.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-54 (LC 8) Max Uplift 3=-385 (LC 28), 4=-378 (LC 27) Max Grav 3=437 (LC 25), 4=431 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-427/391 BOT CHORD 3-4=-282/282 WEBS 2-4=-507/507 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 3 and 378 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031902SP79Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:34 Page: 1 ID:C5DN8z4prI7cXs8hYnZim_yEAa8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-10 -6 1-10 -6 2-3-6 2-2-15 Scale = 1:26.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-53 (LC 8) Max Uplift 3=-376 (LC 28), 4=-370 (LC 27) Max Grav 3=429 (LC 25), 4=423 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-418/383 BOT CHORD 3-4=-282/282 WEBS 2-4=-500/500 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift at joint 3 and 370 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031903SP80Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:34 Page: 1 ID:1W64zrMERN0LoOO6P6T6CqyEAZn-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-2-14 2-2-7 Scale = 1:26.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-52 (LC 8) Max Uplift 3=-368 (LC 28), 4=-362 (LC 27) Max Grav 3=421 (LC 25), 4=414 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-410/375 BOT CHORD 3-4=-282/282 WEBS 2-4=-494/494 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint 3 and 362 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031904SP81Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:35 Page: 1 ID:SMJeAgcnjWXWBTwyaJqo02yEAZT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-0-6 1-11 -15 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-46 (LC 8) Max Uplift 3=-326 (LC 28), 4=-320 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/333 BOT CHORD 3-4=-282/282 WEBS 2-4=-462/462 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 3 and 320 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031905SP82Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:35 Page: 1 ID:4CB1vvhAM3?i7FBkpbNqA6yEAUC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 1 5 2 1-3-1 1-3-1 1-10 -0 Scale = 1:24.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.14 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-3-1, 4=1-3-1 Max Horiz 4=-41 (LC 8) Max Uplift 3=-295 (LC 28), 4=-295 (LC 27) Max Grav 3=400 (LC 34), 4=400 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-393/299, 1-2=-172/172, 2-3=-393/29 BOT CHORD 3-4=-172/172 WEBS 1-3=-362/362 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 295 lb uplift at joint 4 and 295 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-1 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031906SP84Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:35 Page: 1 ID:jmW03KZu?NJIWRfEZo6s8byEAPC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 1 5 2 1-10-6 1-10-6 1-10 -0 Scale = 1:21.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-41 (LC 8) Max Uplift 3=-288 (LC 28), 4=-288 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/294, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-439/439 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 4 and 288 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031907SP85Blocking81M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:36 Page: 1 ID:j12Rd8mZ?bSt22SV3swrKByEAOx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 1 5 2 1-9-13 1-9-13 1-10 -0 Scale = 1:21.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.17 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-9-13, 4=1-9-13 Max Horiz 4=-41 (LC 8) Max Uplift 3=-288 (LC 28), 4=-288 (LC 27) Max Grav 3=412 (LC 31), 4=412 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-401/295, 1-2=-274/274, 2-3=-401/46 BOT CHORD 3-4=-274/274 WEBS 1-3=-433/433 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 4 and 288 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-13 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031908SP86Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:36 Page: 1 ID:BV7EPI_rl7jKDpqy6eF33_yEAOf-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-8-14 1-8-14 2-10 -4 Scale = 1:25.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-14, 4=1-8-14 Max Horiz 4=-68 (LC 8) Max Uplift 3=-493 (LC 28), 4=-493 (LC 27) Max Grav 3=542 (LC 25), 4=542 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-531/499, 1-2=-260/260, 2-3=-400/43 BOT CHORD 3-4=-260/260 WEBS 1-3=-587/587 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 493 lb uplift at joint 4 and 493 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031909SP87Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:36 Page: 1 ID:cwWHmqu95dVPvrt8gzxcsRyEBLS-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-4-9 1-4-9 2-10 -4 Scale = 1:29.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-4-9, 4=1-4-9 Max Horiz 4=-68 (LC 8) Max Uplift 3=-498 (LC 28), 4=-498 (LC 27) Max Grav 3=534 (LC 25), 4=534 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-526/502, 1-2=-195/195, 2-3=-395/33 BOT CHORD 3-4=-195/195 WEBS 1-3=-555/555 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 4 and 498 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-9 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031910SP89Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:37 Page: 1 ID:OHba9?cAClw2UvtTdsVSluyEBKX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10 -6 1-10 -6 2-4-7 2-3-15 Scale = 1:26.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-55 (LC 8) Max Uplift 3=-394 (LC 28), 4=-387 (LC 27) Max Grav 3=447 (LC 25), 4=440 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-436/401 BOT CHORD 3-4=-282/282 WEBS 2-4=-514/514 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 3 and 387 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031911SP91Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:37 Page: 1 ID:tXz8GDik?Gs4abe4HYno6VyEWA6-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =1.5x4 4 6 3 251 1-6-6 1-6-6 2-3-15 2-3-9 Scale = 1:30.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-6, 4=1-6-6 Max Horiz 4=-54 (LC 8) Max Uplift 3=-390 (LC 28), 4=-385 (LC 27) Max Grav 3=431 (LC 25), 4=426 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-397/37, 1-2=-223/222, 2-3=-423/395 BOT CHORD 3-4=-222/222 WEBS 2-4=-470/470 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 3 and 385 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031912SP92Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:37 Page: 1 ID:lD6yrKxb4bo9vmlnX5dnW0yEWB6-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-5-6 1-5-6 2-3-4 2-2-15 Scale = 1:30.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-5-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-5-6, 4=1-5-6 Max Horiz 4=-53 (LC 8) Max Uplift 3=-380 (LC 28), 4=-375 (LC 27) Max Grav 3=419 (LC 25), 4=414 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-396/35, 1-2=-208/207, 2-3=-411/385 BOT CHORD 3-4=-207/207 WEBS 2-4=-453/453 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380 lb uplift at joint 3 and 375 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031913SP93Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:38 Page: 1 ID:1Uwu1TCKRs6p4Oa3Sn1UY8yEWC3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-2-6 1-2-6 2-2-14 2-2-9 Scale = 1:31.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-2-6, 4=1-2-6 Max Horiz 4=-52 (LC 8) Max Uplift 3=-377 (LC 28), 4=-373 (LC 27) Max Grav 3=407 (LC 25), 4=403 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-393/27, 1-2=-162/162, 2-3=-400/380 BOT CHORD 3-4=-162/162 WEBS 2-4=-424/424 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 377 lb uplift at joint 3 and 373 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031914SP94Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:38 Page: 1 ID:72WPBXJM_XyJsBklGsLa7fyEWMF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-10 -6 1-10 -6 2-2-9 2-2-1 Scale = 1:26 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-51 (LC 8) Max Uplift 3=-363 (LC 28), 4=-356 (LC 27) Max Grav 3=415 (LC 25), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-404/369 BOT CHORD 3-4=-282/282 WEBS 2-4=-489/489 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 3 and 356 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031915SP95Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:38 Page: 1 ID:TCk0XplVqOArL7DvZCWoFyyEWMz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 LA T E R A L B R A C I N G L O C A T I O N In d i c a t e s l o c a t i o n w h e r e b e a r i n g s (s u p p o r t s ) o c c u r . I c o n s v a r y b u t re a c t i o n s e c t i o n i n d i c a t e s j o i n t nu m b e r / l e t t e r w h e r e b e a r i n g s o c c u r . Mi n s i z e s h o w n i s f o r c r u s h i n g o n l y . In d i c a t e d b y s y m b o l s h o w n a n d / o r by t e x t i n t h e b r a c i n g s e c t i o n o f t h e ou t p u t . U s e T o r I b r a c i n g if i n d i c a t e d . Th e f i r s t d i m e n s i o n i s t h e p l a t e wi d t h m e a s u r e d p e r p e n d i c u l a r to s l o t s . S e c o n d d i m e n s i o n i s th e l e n g t h p a r a l l e l t o s l o t s . Ce n t e r p l a t e o n j o i n t u n l e s s x , y of f s e t s a r e i n d i c a t e d . Di m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . Ap p l y p l a t e s t o b o t h s i d e s o f t r u s s an d f u l l y e m b e d t e e t h . 1. A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2. T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3. N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4. P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5. C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6. P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7. D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8. U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9. U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 10 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 11 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 12 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 13 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 14 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 15 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 16 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 17 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 18 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 19 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 20 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . 21 . T h e d e s i g n d o e s n o t t a k e i n t o a c c o u n t a n y d y n a m i c o r o t h e r l o a d s o t h e r t h a n t h o s e e x p r e s s l y s t a t e d . Fa i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y Da m a g e o r P e r s o n a l I n j u r y ( D r a w i n g s n o t t o s c a l e ) © 2 0 2 3 M i T e k ® A l l R i g h t s R e s e r v e d Mi T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 / 2 / 2 0 2 3 ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 IC C - E S R e p o r t s : ES R - 1 9 8 8 , E S R - 2 3 6 2 , E S R - 2 6 8 5 , E S R - 3 2 8 2 ES R - 4 7 2 2 , E S L - 1 3 8 8 JO I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E AR O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O TH E L E F T . CH O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T NU M B E R S / L E T T E R S . W4-6 W3-6 W3- 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G 4 x 4 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - 2/1 PL A T E L O C A T I O N A N D O R I E N T A T I O N * Pl a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . DS B - 2 2 : D e s i g n S t a n d a r d f o r B r a c i n g . BC S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g , R e s t r a i n i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6- 4 - 8 WE B S Tr u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e tr u s s u n l e s s o t h e r w i s e s h o w n . Lu m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 se c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s es t a b l i s h e d b y o t h e r s . di m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s L Jo i n t I D ty p . 1430 E Edinger Ave 3/27/2025 California Truss Details & Repairs Use the QR Code or Link to Access the following: Roof Truss Details Roof Truss Repairs Floor Truss Details Floor Truss Repairs 1430 E Edinger Ave 3/27/2025 Structural Calculations Amir Deihimi, Principal TOM'S JR 1430 E Edinger Ave, Santa Ava, CA 92705 Project No.: 23033 August 19, 2024 1430 E Edinger Ave 3/27/2025 Project: 23011 Location: 5463 Wadean PI Oakland, CA 94601, USA Client: N/A Core Structure,Inc,23172 Plaza Pointe Dr.,Suite 145,Laguna Hills,CA 92653 949-954-7244 TABLE OF CONTENTS Project: 23033 Location: 1430 E Edinger Ave, Santa Ava, CA 92705 Design Criteria Framing Design Lateral Design Pad Design Anchorage Check Guardrai Design 1­4 5­29 30­41 42 43­47 48­ 49 50­ EndEquipment Anchorage Design 1430 E Edinger Ave 3/27/2025      $%&'()*+,-.'/&01., 233'%445 =..'31,&0%45 66 ":>:">""::8"9>7!?? ;>9;;?"9>:??98 @A%B&01.,5 ;> C1/%40&/D5 "9"6!98!?E?:F99F6>"""G H&I&'3*CJD%5 K L%-%'%,(%*M.(N/%,05  !?: L14O*=&0%P.'J5 QQ $10%*=A&445 R!  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Z"b    c>9 \ ?R 9: #   K     ] Z?9\ a 9:EE #   K     ] Za\ ^  ??E; defghfijkligmnompqlfogefhfgrsgtsdghfukfplgqnvgilqlfgwhgkwpqkgqxfnoxfnliglwglefgyqkjfigwhgqnvgofkmnfqlmwngkmnfigxqofgojhmnzglefg{jmkomnzgpwofgqow|lmwng|hwpfii}g~ifhigiewjkogpwnumhxgqnv wjl|jlgw{lqmnfoguhwxglemiglwwkgmleglefgkwpqkg€jlewhmlvg qymnzg‚jhmiomplmwng{fuwhfg|hwpffomnzgmlegofimzn} ƒ„…†‡ ˆ‰Š‹Œ‰ ‰‹Ž ‘‹’““”•–—‹˜™š’˜›–Š“œ ‹‰‹š‰Š‹–œœ“œ 1430 E Edinger Avenue, Santa Ana, CA 92705 1 1430 E Edinger Ave 3/27/2025         !"#$%!&'( )*+*,-./0*-1.*,2.3,045-2-.67.892.:;<;.=20/0>5?*/.<@,427.<251A5?.B215>C.D26.<2,45?21; D95/2.892.5CE0,A*850C.3,212C82-.0C.8951.F261582.51.62/5242-.80.62.?0,,2?8G.HIJ.*C-.581.130C10,1.*C-.?0C8,56@80,1.*11@A2.C0.,2130C1565/587.0,./5*65/587.E0,.581.*??@,*?7;.I92.A*82,5*/.3,212C82- 5C.892.,230,8.190@/-.C08.62.@12-.0,.,2/52-.@30C.E0,.*C7.132?5E5?.*33/5?*850C.F5890@8.?0A3282C8.2K*A5C*850C.*C-.42,5E5?*850C.0E.581.*??@,*?7G.1@58*65/587.*C-.*33/5?*65/587.67.2C>5C22,1.0,.0892, /5?2C12-.3,0E21150C*/1;.HIJ.-021.C08.5C82C-.89*8.892.@12.0E.8951.5CE0,A*850C.,23/*?2.892.10@C-.L@->A2C8.0E.1@?9.?0A3282C8.3,0E21150C*/1G.9*45C>.2K32,52C?2.*C-.MC0F/2->2.5C.892.E52/-.0E 3,*?85?2G.C0,.80.1@61858@82.E0,.892.18*C-*,-.0E.?*,2.,2N@5,2-.0E.1@?9.3,0E21150C*/1.5C.5C82,3,285C>.*C-.*33/75C>.892.,21@/81.0E.892.,230,8.3,045-2-.67.8951.F261582;.:12,1.0E.892.5CE0,A*850C.E,0A 8951.F261582.*11@A2.*//./5*65/587.*,515C>.E,0A.1@?9.@12;.:12.0E.892.0@83@8.0E.8951.F261582.-021.C08.5A3/7.*33,04*/.67.892.>042,C5C>.6@5/-5C>.?0-2.60-521.,2130C156/2.E0,.6@5/-5C>.?0-2.*33,04*/ *C-.5C82,3,28*850C.E0,.892.6@5/-5C>.1582.-21?,562-.67./*858@-2O/0C>58@-2./0?*850C.5C.892.,230,8; 2 1430 E Edinger Ave 3/27/2025 BUILDING INFORMATION A.General: Number of stories 1 Building risk category II Design Code 2022 CBC Load standard ASCE 7-16 Design Load Combination ASD B.Lateral Loads Data: WIND STANDARD ASCE 7-16(Directional Procedure) Exposure C Wind Speed V 96 Enclosure Enclosed Building Velocity pressure qz 0.00256KzKztKdKeV2 (26.10-1) Velocity pressure exposure coefficient Kz from (Table 26.10-1) Directionality Factor Kd 0.85 (Table 26.6-1) Topographic factor defined Kzt 1 (26.8.2) Gust Effect Factor G 0.85 (26.11) Pressures for MWFRS p qGCp – qi(GCpi)(27.3-1) External pressure coefficient Cp from (Fig. 27.3-1) Internal pressure coefficient (GCpi)0.18 (Table 26.13-1)} SEISMIC STANDARD ASCE 7-16(Equivalent Lateral Force Procedure) Seismic Design Category D (Table 11.6-1) Importance factor Ie 1 (Table 1.5-2) Soil Site Class D (Table 20-3-1) Response Spectral Acc. (0.2 sec) Ss 1.275 Response Spectral Acc. (1.0 sec) S1 0.456 TL (sec)8 Fa 1 (Table 11.4-1) Fv 1.844 (Table 11.4-2) Max. Considered earthquake acc. SMS 1.275 (11.4-1) Max. Considered earthquake acc. SM1 .841 (11.4-2) Design spectral acc. At short period SDS 0.85 (11.4-3) Design spectral acc. at 1s period SD1 0.561 (11.4-4) Response modification coefficient R 6.5 (Table 12.2-1) System overstrength coefficient Ω2.5 (Table 12.2-1) Approximate fundamental period parameters Ct = 0.02 x = 0.75 (Table 12.8-2) Building Height (ft)19 Building period T=Ta (sec)0.182 (12.8-7) Base Shear Adjustment Factor 1 Minimum Cs 0.037 (12.8-5 & 12.8-6) Maximum Cs 0.474 (12.8-3 & 12.8-4) Seismic response coefficient Cs 0.131 (12.8-2) Adjusted Cs 0.131 For allowable stress design V = 0.7CsW 0.092W vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 09/19/2023 Client 0 TIC Structure Design 2023 3 1430 E Edinger Ave 3/27/2025 Roof Loads (Load_Roof) Asphalt shingles 2 psf Framing 2.5 psf Sheathing (1/2" CDX)1.5 psf Ceiling 2.5 psf Insulation 1.5 psf Misc.5 psf Total De ad Load 15 psf Liv e Load 20 psf Total Load 35 psf Interior Wall (Wall_In) Insulation 1 psf Drywall 5 psf Studs 1 psf Misc.3 psf Total De ad Load 10 psf Trellis (Load_Trellis) Asphalt shingles 2 psf Framing 2.5 psf Sheathing (1/2" CDX)1.5 psf Ceiling 2.5 psf Insulation 1.5 psf Total De ad Load 10 psf Liv e Load 10 psf Total Load 20 psf Exterior Wall (Wall_Ex) 7/8" Stucco 10 psf Insulation 1 psf Drywall 2.5 psf Studs 1 psf Misc.2.5 psf Total De ad Load 17 psf Roof Loads_RTU (Load_Roof) Asphalt shingles 2 psf Framing 2.5 psf Sheathing (1/2" CDX)1.5 psf Ceiling 2.5 psf Insulation 1.5 psf Misc.5 psf RTU 30 psf Total De ad Load 45 psf Liv e Load 20 psf Total Load 65 psf DESIGN LOADS vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 09/19/2023 Client 0 TIC Structure Design 2023 4 1430 E Edinger Ave 3/27/2025 LOAD COMBINATIONS (Load Standard: ASCE 7-16) id Load case De ad Sds*De ad Liv e Roof Liv e Snow Wind Se ismic Dire ction Load Dur ation Factor CD 1 D 1 0.9 2 D + L 1 1 1 3 D + Lr 1 1 1.25 4 D + S 1 1 1.15 5 D + 0.75L + 0.75Lr 1 0.75 0.75 1.25 6 D + 0.75L + 0.75S 1 0.75 0.75 1.15 7 D + 0.6W (N)1 0.6 N_S 1.6 8 D + 0.6W (S)1 0.6 S_N 1.6 9 D + 0.6W (E)1 0.6 E_W 1.6 10 D + 0.6W (W)1 0.6 W_E 1.6 11 D + 0.75(0.6W) (N) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 N_S 1.6 12 D + 0.75(0.6W) (S) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 S_N 1.6 13 D + 0.75(0.6W) (E) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 E_W 1.6 14 D + 0.75(0.6W) (W) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 W_E 1.6 15 D + 0.75(0.6W) (N) + 0.75L + 0.75S 1 0.75 0.75 0.45 N_S 1.6 16 D + 0.75(0.6W) (S) + 0.75L + 0.75S 1 0.75 0.75 0.45 S_N 1.6 17 D + 0.75(0.6W) (E) + 0.75L + 0.75S 1 0.75 0.75 0.45 E_W 1.6 18 D + 0.75(0.6W) (W) + 0.75L + 0.75S 1 0.75 0.75 0.45 W_E 1.6 19 0.6D + 0.6W (N)0.6 0.6 N_S 1.6 20 0.6D + 0.6W (S)0.6 0.6 S_N 1.6 21 0.6D + 0.6W (E)0.6 0.6 E_W 1.6 22 0.6D + 0.6W (W)0.6 0.6 W_E 1.6 23 (1.0 + 0.14Sds)D + 0.7ΩE (N)1 0.14 0.7 N_S 1.6 24 (1.0 + 0.14Sds)D + 0.7ΩE (S)1 0.14 0.7 S_N 1.6 25 (1.0 + 0.14Sds)D + 0.7ΩE (E)1 0.14 0.7 E_W 1.6 26 (1.0 + 0.14Sds)D + 0.7ΩE (W)1 0.14 0.7 W_E 1.6 27 (1.0 + 0.105Sds)D + 0.525ΩE (N) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 N_S 1.6 28 (1.0 + 0.105Sds)D + 0.525ΩE (S) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 S_N 1.6 29 (1.0 + 0.105Sds)D + 0.525ΩE (E) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 E_W 1.6 30 (1.0 + 0.105Sds)D + 0.525ΩE (W) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 W_E 1.6 31 (0.6 - 0.14Sds)D + 0.7ΩE (N)0.6 -0.14 0.7 N_S 1.6 32 (0.6 - 0.14Sds)D + 0.7ΩE (S)0.6 -0.14 0.7 S_N 1.6 33 (0.6 - 0.14Sds)D + 0.7ΩE (E)0.6 -0.14 0.7 E_W 1.6 34 (0.6 - 0.14Sds)D + 0.7ΩE (W)0.6 -0.14 0.7 W_E 1.6 vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 5 1430 E Edinger Ave 3/27/2025 Be am ID: 1 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 87.5PLF =5 x (15+20)/2 @ 0' to 15.5' SELF WEIGHT 7.59PLF From 0' to 15.5' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 349 0 388 0 0 0 0 0 737/0 2 349 0 388 0 0 0 0 0 737/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2856 7.75 5615 51 1.25 Shear (lbs)664 15.5 4856 14 1.25 Live Deflection 0.176 7.75 0.517 34 - Total Deflection 0.334 7.75 0.775 43 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 2A Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Trellis 30PLF =3 x (10+10)/2 @ 0' to 8' SELF WEIGHT 7.09PLF From 0' to 8' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 88 0 60 0 0 0 0 0 148/0 2 88 0 60 0 0 0 0 0 148/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)297 4 3899 8 1.25 Shear (lbs)133 0 4285 3 1.25 Live Deflection 0.011 4 0.267 4 - Total Deflection 0.028 4 0.4 7 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 6 1430 E Edinger Ave 3/27/2025 Be am ID: 2B Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 46.725PLF =2.67 x (15+20)/2 @ 0' to 3.75' POINT supp#1 of Beam 2A @ 0.25ft, (D=88 Lr=60) SELF WEIGHT 7.09PLF From 0' to 3.75' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 133 0 106 0 0 0 0 0 239/0 2 57 0 54 0 0 0 0 0 111/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)114 1.69 3899 3 1.25 Shear (lbs)216 0 4285 5 1.25 Live Deflection 0.001 1.84 0.125 1 - Total Deflection 0.002 1.84 0.188 1 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 2 Section type:Douglas Fir-Larch No.1 Section name:6x10 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 35PLF =2 x (15+20)/2 @ 0' to 5.75' Load_Roof 52.5PLF =3 x (15+20)/2 @ 5.75' to 20.25' POINT supp#2 of Beam 1 @ 0ft, (D=349 Lr=388) POINT supp#2 of Beam 2B @ 9.25ft, (D=57 Lr=54) POINT supp#2 of Beam 2B @ 17.25ft, (D=57 Lr=54) SELF WEIGHT 12.25PLF From 0' to 20.25' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 983 0 949 0 0 0 0 0 1931/0 2 141 0 97 0 0 0 0 0 238/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)5019 5.75 11634 43 1.25 Shear (lbs)979 5.75 7402 13 1.25 Live Deflection 0.195 0 0.383 51 - Total Deflection 0.368 0 0.575 64 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 7 1430 E Edinger Ave 3/27/2025 Be am ID: 3 Section type:Douglas Fir-Larch No.1 Section name:6x10 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 218.75PLF =12.5 x (15+20)/2 @ 0' to 15.5' POINT supp#1 of Beam 2 @ 15.5ft, (D=983 Lr=949) SELF WEIGHT 12.25PLF From 0' to 15.5' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 343 0 460 0 0 0 0 0 803/0 2 2283 0 2426 0 0 0 0 0 4709/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)7496 12.25 11634 64 1.25 Shear (lbs)2500 12.25 7402 34 1.25 Live Deflection 0.086 15.5 0.217 40 - Total Deflection 0.185 15.5 0.325 57 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 4 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 35PLF =2 x (15+20)/2 @ 0' to 15.5' Load_Roof 65PLF =2 x (45+20)/2 @ 0' to 15.5' POINT supp#2 of Beam 2 @ 15.5ft, (D=141 Lr=97) SELF WEIGHT 7.59PLF From 0' to 15.5' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 347 0 202 0 0 0 0 0 549/0 2 841 0 515 0 0 0 0 0 1356/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1403 5.14 5615 25 1.25 Shear (lbs)682 12.25 4856 14 1.25 Live Deflection 0.032 5.64 0.408 8 - Total Deflection 0.090 5.64 0.612 15 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 8 1430 E Edinger Ave 3/27/2025 Be am ID: 5 Section type:Douglas Fir-Larch No.1 Section name:6x10 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 0' to 5.5' Load_Roof 35PLF =2 x (15+20)/2 @ 19.75' to 21.75' Load_Roof 365.625PLF =11.25 x (45+20)/2 @ 19.75' to 21.75' Load_Roof 192.5PLF =11 x (15+20)/2 @ 5.5' to 19.75' POINT supp#1 of Beam 4 @ 19.75ft, (D=347 Lr=202) POINT supp#1 of Beam 1 @ 0ft, (D=349 Lr=388) SELF WEIGHT 12.25PLF From 0' to 21.75' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1575 0 1697 0 0 0 0 0 3272/0 2 1265 0 945 0 0 0 0 0 2210/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)5297 5.5 11634 46 1.25 Shear (lbs)1916 5.5 7402 26 1.25 Live Deflection 0.173 14.44 0.542 32 - Total Deflection 0.344 14.6 0.812 42 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 6 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 0' to 15' SELF WEIGHT 7.59PLF From 0' to 15' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 282 0 300 0 0 0 0 0 582/0 2 282 0 300 0 0 0 0 0 582/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2182 7.5 5615 39 1.25 Shear (lbs)524 15 4856 11 1.25 Live Deflection 0.123 7.5 0.5 25 - Total Deflection 0.239 7.5 0.75 32 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 9 1430 E Edinger Ave 3/27/2025 Be am ID: 7 Section type:Douglas Fir-Larch No.1 Section name:6x10 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 0' to 9.25' Load_Roof 122.5~35PLF =7~2 x (15+20)/2 @ 9.25' to 16.25' POINT supp#2 of Beam 6 @ 16.25ft, (D=282 Lr=300) SELF WEIGHT 12.25PLF From 0' to 16.25' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 -123 0 -139 0 0 0 0 0 -123/-262 2 1118 0 1124 0 0 0 0 0 2242/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)5946 9.25 11634 51 1.25 Shear (lbs)659 9.25 7402 9 1.25 Live Deflection 0.274 16.25 0.467 59 - Total Deflection 0.542 16.25 0.7 77 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 8 Section type:Douglas Fir-Larch No.1 Section name:6x10 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 590.625PLF =33.75 x (15+20)/2 @ 0' to 12' Load_Roof 0~87.5PLF =0~5 x (15+20)/2 @ 12' to 18.75' POINT supp#1 of Beam 6 @ 18.75ft, (D=282 Lr=300) SELF WEIGHT 12.25PLF From 0' to 18.75' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1363 0 1793 0 0 0 0 0 3156/0 2 2313 0 2726 0 0 0 0 0 5039/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)8260 5.28 11634 71 1.25 Shear (lbs)3877 12 7402 52 1.25 Live Deflection 0.182 5.76 0.4 46 - Total Deflection 0.312 5.64 0.6 52 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 10 1430 E Edinger Ave 3/27/2025 Be am ID: 8A Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 6.25 Ignore shear within (d): True Repetitive member : False Applie d Loads: Wall_Ex 34PLF =2 x 17 @ 0' to 6.25' SELF WEIGHT 7.09PLF From 0' to 6.25' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 128 0 0 0 0 0 0 0 128/0 2 128 0 0 0 0 0 0 0 128/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)201 3.12 2801 7 0.9 Shear (lbs)111 6.25 3086 4 0.9 Live Deflection 0.000 0 0.208 0 - Total Deflection 0.012 3.12 0.312 4 - Passe d Max Moment: D Max Shear: D Max Deflection: D Be am ID: 9 Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 131.25~35PLF =7.5~2 x (15+20)/2 @ 0' to 6.25' SELF WEIGHT 7.09PLF From 0' to 6.25' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 155 0 177 0 0 0 0 0 332/0 2 112 0 120 0 0 0 0 0 232/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)444 2.88 3899 11 1.25 Shear (lbs)270 0 4285 6 1.25 Live Deflection 0.013 3.06 0.208 6 - Total Deflection 0.025 3.06 0.312 8 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 11 1430 E Edinger Ave 3/27/2025 Be am ID: 10 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 625.625PLF =19.25 x (45+20)/2 @ 0' to 7.75' SELF WEIGHT 9.67PLF From 0' to 7.75' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1716 0 746 0 0 0 0 0 2462/0 2 1716 0 746 0 0 0 0 0 2462/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)4770 3.88 7251 66 1.25 Shear (lbs)2045 0 5844 35 1.25 Live Deflection 0.051 3.88 0.258 20 - Total Deflection 0.167 3.88 0.388 43 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 11 Section type:Douglas Fir-Larch No.1 Section name:6x12 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 11.5 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 625.625PLF =19.25 x (45+20)/2 @ 0' to 11.5' SELF WEIGHT 14.83PLF From 0' to 11.5' Factors: Ct = 1 Cm = 1 CL = 0.98 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 2576 0 1107 0 0 0 0 0 3683/0 2 2576 0 1107 0 0 0 0 0 3683/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)10588 5.75 16789 63 1.25 Shear (lbs)3057 0 8960 34 1.25 Live Deflection 0.068 5.75 0.383 18 - Total Deflection 0.226 5.75 0.575 39 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 12 1430 E Edinger Ave 3/27/2025 Be am ID: 12 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Trellis 67.5PLF =6.75 x (10+10)/2 @ 0' to 9.75' SELF WEIGHT 7.59PLF From 0' to 9.75' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 202 0 165 0 0 0 0 0 366/0 2 202 0 165 0 0 0 0 0 366/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)892 4.88 5615 16 1.25 Shear (lbs)310 9.75 4856 6 1.25 Live Deflection 0.019 4.88 0.325 6 - Total Deflection 0.041 4.88 0.488 8 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 13 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Trellis 67.5PLF =6.75 x (10+10)/2 @ 0' to 12' SELF WEIGHT 7.59PLF From 0' to 12' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 248 0 203 0 0 0 0 0 451/0 2 248 0 203 0 0 0 0 0 451/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1352 6 5615 24 1.25 Shear (lbs)394 12 4856 8 1.25 Live Deflection 0.043 6 0.4 11 - Total Deflection 0.095 6 0.6 16 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 13 1430 E Edinger Ave 3/27/2025 Be am ID: 14 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 7.25' to 22.25' POINT supp#2 of Beam 12 @ 0ft, (D=202 Lr=165) SELF WEIGHT 7.59PLF From 0' to 22.25' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 649 0 544 0 0 0 0 0 1193/0 2 171 0 220 0 0 0 0 0 392/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2853 7.25 5615 51 1.25 Shear (lbs)714 7.25 4856 15 1.25 Live Deflection 0.109 0 0.483 23 - Total Deflection 0.344 0 0.725 47 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 15 Section type:Douglas Fir-Larch No.1 Section name:6x10 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 7.25' to 22.25' POINT supp#1 of Beam 12 @ 0ft, (D=202 Lr=165) POINT supp#2 of Beam 13 @ 0ft, (D=248 Lr=203) SELF WEIGHT 12.25PLF From 0' to 22.25' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1094 0 844 0 0 0 0 0 1938/0 2 78 0 123 0 0 0 0 0 201/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)6242 7.25 11634 54 1.25 Shear (lbs)975 7.25 7402 13 1.25 Live Deflection 0.281 0 0.483 58 - Total Deflection 0.688 0 0.725 95 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 14 1430 E Edinger Ave 3/27/2025 Be am ID: 16 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 113.75PLF =6.5 x (15+20)/2 @ 7.25' to 21.75' POINT supp#1 of Beam 13 @ 0ft, (D=248 Lr=203) SELF WEIGHT 7.59PLF From 0' to 21.75' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 849 0 775 0 0 0 0 0 1624/0 2 271 0 370 0 0 0 0 0 641/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)3466 7.25 5615 62 1.25 Shear (lbs)1024 7.25 4856 21 1.25 Live Deflection 0.087 15.37 0.483 18 - Total Deflection 0.325 0 0.725 45 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 17 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 0' to 7' POINT supp#2 of Beam 16 @ 5,.25ft, (D=271 Lr=370) SELF WEIGHT 7.59PLF From 0' to 7' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 199 0 233 0 0 0 0 0 432/0 2 335 0 418 0 0 0 0 0 752/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1197 5.25 5615 21 1.25 Shear (lbs)694 7 4856 14 1.25 Live Deflection 0.014 3.71 0.233 6 - Total Deflection 0.026 3.71 0.35 7 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 15 1430 E Edinger Ave 3/27/2025 Be am ID: 18 Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 6.75 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 205.625PLF =11.75 x (15+20)/2 @ 0' to 6.75' SELF WEIGHT 9.67PLF From 0' to 6.75' Factors: Ct = 1 Cm = 1 CL = 0.99 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 330 0 397 0 0 0 0 0 727/0 2 330 0 397 0 0 0 0 0 727/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1226 3.38 7214 17 1.25 Shear (lbs)590 0 5844 10 1.25 Live Deflection 0.018 3.38 0.225 8 - Total Deflection 0.033 3.38 0.338 10 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 19 Section type:Ve rsa Lam 3100 Section name:5 1/4x11 1/4 Fb(+)/Fb(-) (psi): 3100/3100 Fv (psi): 285 E (psi): 2000000 Lu (ft): 22.5 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 223.125PLF =12.75 x (15+20)/2 @ 0' to 22.5' SELF WEIGHT 13.85PLF From 0' to 22.5' Factors: Ct = 1 Cm = 1 CL = 0.98 Cr = 1 Cv = 1.01 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1232 0 1434 0 0 0 0 0 2666/0 2 1232 0 1434 0 0 0 0 0 2666/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)14996 11.25 34939 43 1.25 Shear (lbs)2666 22.5 14027 19 1.25 Live Deflection 0.590 11.25 0.75 79 - Total Deflection 1.097 11.25 1.125 98 - *Load combination with Over Strength Factor Ω = 2.5 is always considered but may not be a governing load case! Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 16 1430 E Edinger Ave 3/27/2025 Be am ID: 20 Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 135.625PLF =7.75 x (15+20)/2 @ 0' to 5.5' SELF WEIGHT 7.09PLF From 0' to 5.5' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 179 0 213 0 0 0 0 0 392/0 2 179 0 213 0 0 0 0 0 392/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)540 2.75 3899 14 1.25 Shear (lbs)325 5.5 4285 8 1.25 Live Deflection 0.013 2.75 0.183 7 - Total Deflection 0.024 2.75 0.275 9 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: GT-21 Truss De signe d by Othe rs Applie d Loads: Load_Roof 306.25~0PLF =17.5~0 x (15+20)/2 @ 0' to 14' SELF WEIGHT 30PLF From 0' to 14' Re actions:Supp. #1 Supp. #2 Down (D+Lr+L/Max. Load Comb.)1041/1041 1523/1523 Up (D+Lr+L/Max. Load Comb.)0/0 0/0 vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 17 1430 E Edinger Ave 3/27/2025 Be am ID: 22 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 275.625PLF =15.75 x (15+20)/2 @ 0' to 2.25' Load_Roof 70PLF =4 x (15+20)/2 @ 2.25' to 9.5' POINT supp#1 of Beam GT-21 @ 2.25ft, (D=488 Lr=552) SELF WEIGHT 9.67PLF From 0' to 9.5' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 736 0 845 0 0 0 0 0 1581/0 2 328 0 352 0 0 0 0 0 680/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2834 2.25 7251 39 1.25 Shear (lbs)1402 0 5844 24 1.25 Live Deflection 0.069 4.37 0.317 22 - Total Deflection 0.132 4.37 0.475 28 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 23 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 196.875~122.5PLF =11.25~7 x (15+20)/2 @ 0' to 4.75' Load_Roof 70PLF =4 x (15+20)/2 @ 4.75' to 5.75' POINT supp#2 of Beam GT-21 @ 4.75ft, (D=850 Lr=673) SELF WEIGHT 9.67PLF From 0' to 5.75' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 380 0 389 0 0 0 0 0 768/0 2 881 0 757 0 0 0 0 0 1639/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1604 4.49 7251 22 1.25 Shear (lbs)1587 5.75 5844 27 1.25 Live Deflection 0.014 3.05 0.192 7 - Total Deflection 0.030 3.1 0.288 10 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 18 1430 E Edinger Ave 3/27/2025 Be am ID: 24 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 87.5~205.625PLF =5~11.75 x (15+20)/2 @ 0' to 6.5' POINT supp#2 of Beam 23 @ 0ft, (D=881 Lr=757) SELF WEIGHT 9.67PLF From 0' to 6.5' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1574 0 1434 0 0 0 0 0 3008/0 2 -221 0 -133 0 0 0 0 0 -221/-354 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)3496 2 7251 48 1.25 Shear (lbs)1791 2 5844 31 1.25 Live Deflection 0.035 0 0.133 26 - Total Deflection 0.077 0 0.2 39 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 25 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 7 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 463.75PLF =26.5 x (15+20)/2 @ 0' to 7' SELF WEIGHT 9.67PLF From 0' to 7' Factors: Ct = 1 Cm = 1 CL = 0.99 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 729 0 928 0 0 0 0 0 1657/0 2 729 0 928 0 0 0 0 0 1657/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2900 3.5 7213 40 1.25 Shear (lbs)1348 0 5844 23 1.25 Live Deflection 0.046 3.5 0.233 20 - Total Deflection 0.083 3.5 0.35 24 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 19 1430 E Edinger Ave 3/27/2025 Be am ID: 27 Fl Bm @ RTU1 Section type:Douglas Fir-Larch No.2 Section name:4x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 146.25PLF =4.5 x (45+20)/2 @ 0' to 7.75' SELF WEIGHT 5.95PLF From 0' to 7.75' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 415 0 174 0 0 0 0 0 590/0 2 415 0 174 0 0 0 0 0 590/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1143 3.88 3737 31 1.25 Shear (lbs)492 0 3806 13 1.25 Live Deflection 0.021 3.88 0.258 8 - Total Deflection 0.069 3.88 0.388 18 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 28A Fl Bm @ KEF2 Section type:Douglas Fir-Larch No.2 Section name:4x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 48.75PLF =1.5 x (45+20)/2 @ 1.5' to 3' SELF WEIGHT 5.95PLF From 0' to 7.25' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 56 0 16 0 0 0 0 0 72/0 2 37 0 7 0 0 0 0 0 44/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)107 2.68 2691 4 0.9 Shear (lbs)56 0 2741 2 0.9 Live Deflection 0.001 3.26 0.242 0 - Total Deflection 0.007 3.41 0.362 2 - Passe d Max Moment: D Max Shear: D Max Deflection: D + Lr vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 08/16/2024 Client 0 TIC Structure Design 2023 20 1430 E Edinger Ave 3/27/2025 Be am ID: 28 Fl Bm @ RTU2 Section type:Douglas Fir-Larch No.2 Section name:4x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 186.875PLF =5.75 x (45+20)/2 @ 0' to 5' POINT supp#2 of Beam 28A @ 0.75ft, (D=37 Lr=7) POINT supp#2 of Beam 28A @ 2.5ft, (D=37 Lr=7) SELF WEIGHT 5.95PLF From 0' to 5' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 389 0 153 0 0 0 0 0 542/0 2 363 0 148 0 0 0 0 0 511/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)674 2.5 3737 18 1.25 Shear (lbs)302 0 2741 11 0.9 Live Deflection 0.005 2.5 0.167 3 - Total Deflection 0.017 2.5 0.25 7 - Passe d Max Moment: D + Lr Max Shear: D Max Deflection: D + Lr Be am ID: 29 Fl Bm @ M AU1 Section type:Douglas Fir-Larch No.2 Section name:4x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 105.625PLF =3.25 x (45+20)/2 @ 0' to 4.75' SELF WEIGHT 5.95PLF From 0' to 4.75' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 188 0 77 0 0 0 0 0 265/0 2 188 0 77 0 0 0 0 0 265/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)315 2.38 3737 8 1.25 Shear (lbs)195 0 3806 5 1.25 Live Deflection 0.002 2.38 0.158 1 - Total Deflection 0.007 2.38 0.238 3 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 08/16/2024 Client 0 TIC Structure Design 2023 21 1430 E Edinger Ave 3/27/2025 Be am ID: 30 Fl Bm @ M AU1 Section type:Douglas Fir-Larch No.2 Section name:4x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 235.625PLF =7.25 x (45+20)/2 @ 0' to 3.25' SELF WEIGHT 5.95PLF From 0' to 3.25' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 275 0 118 0 0 0 0 0 393/0 2 275 0 118 0 0 0 0 0 393/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)319 1.62 3737 9 1.25 Shear (lbs)235 0 3806 6 1.25 Live Deflection 0.001 1.62 0.108 1 - Total Deflection 0.003 1.62 0.162 2 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: GT-31 G. Truss @ RTU Truss De signe d by Othe rs Applie d Loads: Load_Roof 52.5PLF =3 x (15+20)/2 @ 0' to 15.75' POINT supp#2 of Beam 27 @ 0.75ft, (D=415 Lr=174) POINT supp#2 of Beam 27 @ 5.25ft, (D=415 Lr=174) SELF WEIGHT 30PLF From 0' to 15.75' Point Load Location Re actions:Supp. #1 Supp. #2 Down (D+Lr+L/Max. Load Comb.)1255/1255 1224/1224 Up (D+Lr+L/Max. Load Comb.)0/0 0/0 Be am ID: GT-32 G. Truss @ RTU2 Truss De signe d by Othe rs Applie d Loads: Load_Roof 52.5PLF =3 x (15+20)/2 @ 0' to 34.75' POINT supp#2 of Beam 28 @ 7.25ft, (D=363 Lr=148) POINT supp#2 of Beam 28 @ 13ft, (D=363 Lr=148) POINT supp#1 of Beam 29 @ 16.25ft, (D=188 Lr=77) POINT supp#1 of Beam 29 @ 19.5ft, (D=188 Lr=77) SELF WEIGHT 40PLF From 0' to 34.75' Point Load Location Re actions:Supp. #1 Supp. #2 Down (D+Lr+L/Max. Load Comb.)2589/2589 2177/2177 Up (D+Lr+L/Max. Load Comb.)0/0 0/0 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 08/16/2024 Client 0 TIC Structure Design 2023 22 1430 E Edinger Ave 3/27/2025 Be am ID: GT-33 G. Truss @ M AU1 Truss De signe d by Othe rs Applie d Loads: Load_Roof 52.5PLF =3 x (15+20)/2 @ 0' to 16.25' POINT supp#1 of Beam 30 @ 7.25ft, (D=275 Lr=118) SELF WEIGHT 30PLF From 0' to 16.25' Point Load Location Re actions:Supp. #1 Supp. #2 Down (D+Lr+L/Max. Load Comb.)512/512 1221/1221 Up (D+Lr+L/Max. Load Comb.)0/0 0/0 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 08/16/2024 Client 0 TIC Structure Design 2023 23 1430 E Edinger Ave 3/27/2025 Be am ID: SB1 Section type:HSS-Re ct, Fy = 46 ksi Section name:HSS10X5X3/8 E (ksi):29000 Width (in):5 Depth (in):10 Applie d Loads: Load_Roof 245PLF =14 x (15+20)/2 @ 0' to 22.25' Load_Trellis 67.5PLF =6.75 x (10+10)/2 @ 0' to 22.25' POINT supp#1 of Beam 15 @ 12ft, (D=1094 Lr=844) SELF WEIGHT 35.1PLF From 0' to 22.25' Point Load Location Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 2438 0 2322 0 0 0 0 0 4760/0 2 2524 0 2388 0 0 0 0 0 4913/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%) Moment (lbs-ft)32093 12 69780 46 Shear (lbs)4913 0 103468 5 Live Deflection 0.371 11.12 0.742 50 Total Deflection 0.770 11.12 1.112 69 *Load combination with Over Strength Factor Ω = 2.5 is always considered but may not be a governing load case! Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 24 1430 E Edinger Ave 3/27/2025 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM SB1 (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Minor Axis Bending Completely Unbraced Load Resistance Factor Design Fy : Steel Yield :46.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : W = 0.1280 k/ft, Tributary Width = 1.0 ft, (WIND OUT OF PLAN) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.120 : 1 Load Combination W Only Span # where maximum occurs Span # 1 1.408 k Mn * Phi : Allowable 64.515 k-ft Vn * Phi : Allowable HSS10x5x3/8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination W Only 68.538 k Section used for this span HSS10x5x3/8 Mu : Applied Maximum Shear Stress Ratio =0.021 : 1 0.000 ft 7.744 k-ft Vu : Applied 0 <360 764 Ratio =0 <240.0 Maximum Deflection Max Downward Transient Deflection 0.575 in 458Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.345 in Ratio =>=240. Max Upward Total Deflection 0.000 in Span: 1 : W Only Span: 1 : +0.60W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios M V max Mu -max Mu +Rm VnyMu Max Phi*Mny Cb VuMaxMny Phi*VnySegment Length Dsgn. L = 22.00 ft 1 0.000 71.68 64.52 1.00 1.00 -0.00 76.15 68.54 +0.50W Dsgn. L = 22.00 ft 1 0.060 0.010 3.87 3.87 71.68 64.52 1.14 1.00 0.70 76.15 68.54 W Only Dsgn. L = 22.00 ft 1 0.120 0.021 7.74 7.74 71.68 64.52 1.14 1.00 1.41 76.15 68.54 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections W Only 1 0.5756 11.063 0.0000 0.000 Location in SpanSpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +0.60W 1 0.3454 11.063 0.0000 0.000 +0.450W 1 0.2590 11.063 0.0000 0.000 W Only 1 0.5756 11.063 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.408 1.408 Max Upward from Load Combinations 0.845 0.845 Max Upward from Load Cases 1.408 1.408 +0.60W 0.845 0.845 25 1430 E Edinger Ave 3/27/2025 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM SB1 (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +0.450W 0.634 0.634 W Only 1.408 1.408 .Steel Section Properties :HSS10x5x3/8 R xx = 2.050 in Depth =10.000 in R yy = 3.530 in Zy =18.700 in^3 J =100.000 in^4 Width =5.000 in Wall Thick = 0.349 in Zx =30.400 in^3 Area = 9.670 in^2 Weight =35.130 plf I xx =120.00 in^4 S xx = 24.10 in^3 Cw =31.20 in^6 I yy =40.600 in^4 C =0.000 in^3 S yy =16.200 in^3 Ycg =5.000 in . 26 1430 E Edinger Ave 3/27/2025 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM SB1 (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: 27 1430 E Edinger Ave 3/27/2025 Steel Column LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:HSS COLUMN (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: .Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 9Overall Column Height Top & Bottom FixityLoad Resistance Factor Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x1/4 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 140.580 lbs * Dead Load Factor AXIAL LOADS . . . SP BM16 (#1): Axial Load at 9.0 ft, D = 0.8490, LR = 0.7750 k SP SB1 (#1): Axial Load at 9.0 ft, D = 2.438, LR = 2.322 k BENDING LOADS . . . WIND LOAD: Lat. Uniform Load creating Mx-x, E = 0.3410 k/ft .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.1478 Location of max.above base 4.530 ft 4.696 k 144.208 k 3.452 k-ft Load Combination +1.370D+E Load Combination 0.0 26.255 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.0 k 0.0 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k Pu 0.9 * Pn Mu-x Vu : Applied Vn * Phi : Allowable 0.9 * Mn-x : 0.9 * Mn-y : Mu-y 26.255 k-ft 0.0 k-ft Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 1.535 k Bottom along Y-Y 1.535 k Maximum Load Deflections . . . Along Y-Y 0.1097 in at 4.530 ft above base for load combination :E Only Along X-X 0.0 in at 0.0 ft above base for load combination : 0.0 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Ry KyLy/Rx . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance .Steel Section Properties :HSS5x5x1/4 Steel Section Properties :HSS5x5x1/4 28 1430 E Edinger Ave 3/27/2025 Steel Column LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:HSS COLUMN (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: R xx = 1.930 in Depth =5.000 in R yy = 1.930 in J =25.800 in^4 Width =5.000 in Wall Thick = 0.250 in Zx =7.610 in^3 Area = 4.300 in^2 Weight =15.620 plf I xx =16.00 in^4 S xx =6.41 in^3Design Thick =0.233 in I yy =16.000 in^4 C =10.500 in^3 S yy =6.410 in^3 Ycg =0.000 in Sketches 29 1430 E Edinger Ave 3/27/2025 HALLWAY RESTROOM ALL GENDER FREEZER W.I.C. RESTROOM ALL GENDER SERVICE AREA FOOD PREP/DISH WASH SECONDARY ENTRANCE DRY STORAGE OFFICE WAITING AREA CLOSET PICK UP WINDOW TRASH EXIT EXIT TABLE SEATING BURNER RESTAURANT STEAMER GAS RANGE SERVICE AREA COOKING LINE FOOD PREP/DISH WASH SODA/CO2 S.S. REF PREP TABLE W/ SHELVES BELOW SS. TABLE REFRIGERATED BASE ELECTRICAL ROOF SHEARWALL LAYOUT Company : Project : Job No.:23033 Plan : Designed : Checked : Date : 09/19/2023 Client : 1 2 3 A B C D D1 30 1430 E Edinger Ave 3/27/2025 SECTION D1 – DIRECTION X Bui l di ng Di m ensi on (ft):B = 58.75 L = 56 M ean Hei ght = 19 Base Hei ght = 0.5 Sec ti on Di m ensi on (ft):Wi dth = 58.75 Depth = 56 Wi nd Hei ght = 17 Base Hei ght = 0.5 Pl ate Hei ght:ROOF = 10' WIND LOAD: L/B =56/58.75=0.95, Wi ndward Wal l Cpw = 0.8, Leeward Wal l Cpl = -0.5, qh = 17.95 PSF Wal l (LW) P = GCplqh = 7.63 PLF WIND HEIGHT (FT ):15 20 25 30 40 50 qz=0.00256KzKztKdV2 17.05 18.05 18.85 19.65 20.86 21.86 Wal l (WW) P = GCpwqz 11.59 12.27 12.82 13.36 14.18 14.86 Wal l P = GCpwqz+GCplqh 19.22 19.9 20.45 20.99 21.81 22.49 ROOF ELEM ENT WDi r+WDi r-OWDi r+OWDi r- Parapet W=58.75' WW Parapet W=58.75' LW 188.46 125.64 188.46 125.64 125.64 188.46 125.64 188.46 D1X_ROOF = 244.28 = 0.6 x 407.13 PLF M AX T OT AL = 244.28 PLF SEISMIC LOAD:V = 0.0915W W_ROOF: Load_Roof (DL)= 15 x 2669 / 58.75 = 681.45 Load_Roof (DL)= 45 x 385.5 / 58.75 = 295.28 Wal l _Ex (DL)= 17 x 80 x (10/2) / 58.75 = 115.74 Wal l _In (DL)= 10 x 70 x (10/2) / 58.75 = 59.57 Cs*W = 0.0915 x (681.45 + 295.28 + 115.74 + 59.57)= 105.41 T OT AL SEISM IC LOAD 105.41 = 105.41 PLF Story Wx (PLF)Hx (ft) Wxxhx /su m (Wixh i) Fx (PLF) Sum (Fi)Sum (Wi)Fpx(PL F) Fpx M i n Fpx M ax Fpx Desi g n D1X_ROOF 1152.04 10 1 105.41 105.41 1152.04 105.41 139.89 279.78 139.89 DIAPHRAGM DESIGN: Story Wi dth (ft) Depth (ft) Sei sm i c Wi nd Di aphra g m ChordShear (p l f)Ch o rd (l b )Sh e a r (pl f)Chord (l b) D1X_ROOF 58.75 56 7 3 .4 1077.8 1 2 8 .1 1882 15/32 Sheathi ng and Si ngl e-Fl oor Unbl oc ked w/8d COM M ON NAILS at 6”, 6 ”, 12” O.C. (Shear Ca p a c i ty: E=2 4 0 /W=3 3 5 ) (16 ) 16d si nker per top pl ate spl i c e SECTION D1 – DIRECTION Y Bui l di ng Di m ensi on (ft):B = 56 L = 58.75 M ean Hei ght = 19 Base Hei ght = 0.5 Sec ti on Di m ensi on (ft):Wi dth = 56 Depth = 58.75 Wi nd Hei ght = 17 Base Hei ght = 0.5 Pl ate Hei ght:ROOF = 10' WIND LOAD: L/B =58.75/56=1.05, Wi ndward Wal l Cpw = 0.8, Leeward Wal l Cpl = -0.49, qh = 17.95 PSF Wal l (LW) P = GCplqh = 7.48 PLF WIND HEIGHT (FT ):15 20 25 30 40 50 qz=0.00256KzKztKdV2 17.05 18.05 18.85 19.65 20.86 21.86 Wal l (WW) P = GCpwqz 11.59 12.27 12.82 13.36 14.18 14.86 Wal l P = GCpwqz+GCplqh 19.07 19.75 20.3 20.84 21.66 22.34 ROOF ELEM ENT WDi r+WDi r-OWDi r+OWDi r- Parapet W=56' LW Parapet W=56' WW 125.64 188.46 125.64 188.46 188.46 125.64 188.46 125.64 D1Y_ROOF = 243.83 = 0.6 x 406.38 PLF M AX T OT AL = 243.83 PLF SEISMIC LOAD:V = 0.0915W W_ROOF: Load_Roof (DL)= 15 x 2669 / 56 = 714.91 Load_Roof (DL)= 45 x 385.5 / 56 = 309.78 Wal l _Ex (DL)= 17 x 60 x (10/2) / 56 = 91.07 Wal l _In (DL)= 10 x 90 x (10/2) / 56 = 80.36 Cs*W = 0.0915 x (714.91 + 309.78 + 91.07 + 80.36)= 109.44 T OT AL SEISM IC LOAD = 109.44 = 109.44 PLF Story Wx (PLF)Hx (ft) Wxxhx /su m (Wixh i) Fx (PLF) Sum (Fi)Sum (Wi)Fpx(PL F) Fpx M i n Fpx M ax Fpx Desi g n D1Y_ROOF 1196.12 10 1 109.44 109.44 1196.12 109.44 145.24 290.49 145.24 DIAPHRAGM DESIGN: Story Wi dth (ft) Depth (ft) Sei sm i c Wi nd Di aphra g m ChordShear (p l f)Ch o rd (l b )Sh e a r (pl f)Chord (l b) D1Y_ROOF 5 6 58.7 5 6 9 .2 969.1 1 1 6 .2 1626.9 15/32 Sheathi ng and Si ngl e-Fl oor Unbl oc ked w/8d COM M ON NAILS at 6”, 6 ”, 12” O.C. (Shear Ca p a c i ty: E=1 8 0 /W=2 5 2 ) (16 ) 16d si nker per top pl ate spl i c e vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 09/19/2023 Client 0 TIC Structure Design 2023 31 1430 E Edinger Ave 3/27/2025 SHEARWALL AND HARDWARE SCHEDULES (De sign Code : 2022 CBC) A. SHEARWALL SCHEDULE Pane l Type She athing Edge Nail Fie ld Nail Se ismic Allowable (plf) Wind Allowable (plf)Sole Plate Nailing She ar Clip M udsill Anchors Ga (k/in)2x Mudsill 3x Mudsill SW1 3/8" Sheathing 8d @ 6 8d @ 12 260 364 16d Nails @ 6 A35 @ 24 5/8 x 10 @48 -13 SW2 3/8" Sheathing 8d @ 4 8d @ 12 380 532 16d Nails @ 4 A35 @ 16 5/8 x 10 @ 42 -19 SW3 3/8" Sheathing 8d @ 3 8d @ 12 490 686 16d Nails @ 3 A35 @ 8 5/8 x 10 @ 36 -25 SW4 3/8" Sheathing 8d @ 2 8d @ 12 640 896 16d Nails @ 2 A35 @ 8 5/8 x 10 @ 24 -39 SW5 15/32" Structural I 10d @ 2 10d @ 12 800 1120 (2) Rows Stagg, 16d Nails @ 3 A35 @ 6 5/8 x 10 @18 -51 SW3D 3/8" Sheathing 8d @ 3 8d @ 12 980 1372 SDS1/4x6 @ 4 (Both Sides)A35 @ 8 -5/8 x 12 @ 22 50 SW4D 3/8" Sheathing 8d @ 2 8d @ 12 1280 1792 SDS1/4x6 @ 3 (Both Sides)A35 @ 8 -5/8 x 12 @ 16 78 SW5D 15/32" Structural I 10d @ 2 10d @ 12 1600 2241 SDS1/4x6 @ 2 (Both Sides)A35 @ 6 -5/8 x 12 @8 102 B. HOLDOWN SCHEDULE Holdown M in. Post Conne ctors Anchor Bolt Allowable (lbs)Displace me nt all da (in)Re marks STHD10@corner 4X4 28-16d N/A 2940 0.146 HD1 STHD10 4X4 28-16d N/A 3400 0.146 HD1 STHD14 4X4 38-16d N/A 3815 0.164 HD2 HTT5 4X4 26-10d 5/8"4350 0.12 HD3 HDU8 4X6 20-SDS1/4x2 1/2 7/8"7870 0.113 HD4 HDU11 4X8 30-SDS1/4x2 1/2 1"11175 0.137 HD5 HDU14 4X8 36-SDS1/4x2 1/2 1"14375 0.177 HD6 HD19 6X8 5-THR. BOLTS 1"1 1/4"19360 0.18 HD7 C. HOLDOWN STRAP SCHEDULE Strap M in. Post Conne ctors Allowable (lbs)Displace me nt all da (in)Re marks CS16 2X4 22-10d 1705 0.026 A (2)CS16 2-2X4 22-10d 3410 0.026 B (2)CS14 2-2X4 30-10d 4980 0.031 C CMST14 4X4 80-16d 6490 0.052 D (3)CS14 3-2X4 30-10d 7470 0.031 C* CMST12 4X6 104-16d 9200 0.069 E (2)CMST14 4X8 80-16d 12980 0.052 F (2)CMST12 6X8 104-16d 18400 0.069 G D. PLATE SPLICE STRAP SCHEDULE Straps Alt. Nails pe r top plate splice Allowable Te nsion Loads Re marksTypeGaFasteners Simpson ST22 16 18-16d 10-16d sinker 1420 A Simpson ST6224 16 28-16d 16-16d sinker 2540 B Simpson ST6236 14 40-16d 22-16d sinker 3845 C Simpson MST37 12 42-16d 24-16d sinker 5080 D Simpson MSTC52 16 62-16d 32-16d sinker 5649 E Simpson MST60 10 68-16d 36-16d sinker 6730 F Simpson CMST12x72"12 74-16d 42-16d sinker 9215 G vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 32 1430 E Edinger Ave 3/27/2025 OVERTURNING LOAD COMBINATIONS (De sign Code : 2022 CBC) ULIFT DOWN 1. 0.6D - 0.6W 1. D + 0.6W 2. (0.6 - 0.14Sds)D - 0.7ρE 2. D + 0.75(L + Lr + 0.6W) 3. D + 0.75(L + S + 0.6W) 4. (1+0.105Sds)D + 0.75(L + S + 0.7ρE) 5. (1+0.14Sds)D + 0.7ρE vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 33 1430 E Edinger Ave 3/27/2025 SW_LINE A 1st Floor Passe d Exterior Wall Drection X Location:(7.41, -0.20) Loads SECTION D1X_ROOF: W=1588 LB, E=685 LB (13ft) Wall Self-Weight Seismic = 237 LB Strap She arwall De sign USE TYPE: SW1 Total Length (ft): 43.00 Total panel Length (ft): 9.04 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 3.67 10.00 2.72 176 102 260 331 236 SW1 B 5.37 10.00 1.86 176 102 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 312 226 0 0 0 2007 1166 312 226 0 0 0 1908 1108 B 456 226 0 0 0 1857 1079 456 226 0 0 0 1857 1079 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 3.67 10.00 1820 2233 HTT5/6X6 0.42/0.12 1721 2134 HTT5/4X6 0.40/0.18 1.567 2.400 B 5.37 10.00 1584 2084 HTT5/4X6 0.36/0.17 1584 2084 HTT5/4X6 0.36/0.17 1.260 2.400 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 34 1430 E Edinger Ave 3/27/2025 SW_LINE B 1st Floor Passe d Interior Wall Drection X Location:(21.84, 6.05) Loads SECTION D1X_ROOF: W=3603 LB, E=1555 LB (29.5ft) Wall Self-Weight Seismic = 116 LB Strap She arwall De sign USE TYPE: SW1 Total Length (ft): 47.00 Total panel Length (ft): 20.16 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 10.33 10.00 0.97 179 83 260 364 260 SW1 B 9.83 10.00 1.02 179 83 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 516 133 0 0 0 1839 853 516 133 0 0 0 1839 853 B 491 133 0 0 0 1842 854 491 133 0 0 0 1842 854 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 10.33 10.00 1529 1972 HTT5/4X6 0.35/0.16 1529 1972 HTT5/4X6 0.35/0.16 1.024 2.400 B 9.83 10.00 1547 1975 HTT5/4X6 0.36/0.16 1547 1975 HTT5/4X6 0.36/0.16 1.039 2.400 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 35 1430 E Edinger Ave 3/27/2025 SW_LINE C 1st Floor Passe d Interior Wall Drection X Location:(21.84, 39.40) Loads SECTION D1X_ROOF: W=5374 LB, E=2319 LB (44ft) Wall Self-Weight Seismic = 80 LB Strap She arwall De sign USE TYPE: SW2 Total Length (ft): 56.00 Total panel Length (ft): 12.00 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 12.00 10.00 0.83 448 200 380 532 380 SW2 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 600 133 0 0 0 4590 2049 600 133 0 0 0 4590 2049 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 12.00 10.00 4230 4723 HTT5/4X6 0.97/0.39 4230 4723 HTT5/4X6 0.97/0.39 1.919 2.400 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 36 1430 E Edinger Ave 3/27/2025 SW_LINE D 1st Floor Passe d Exterior Wall Drection X Location:(7.41, 50.97) Loads SECTION D1X_ROOF: W=3115 LB, E=1344 LB (25.5ft) Wall Self-Weight Seismic = 224 LB Strap Drag Force (LB) She arwall De sign USE TYPE: SW1 Total Length (ft): 36.00 Total panel Length (ft): 12.00 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 12.00 10.00 0.83 260 131 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 1020 226 0 0 0 2660 1339 1020 226 0 0 0 2660 1339 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 12.00 10.00 2048 2886 HTT5/4X6 0.47/0.24 2048 2886 HTT5/4X6 0.47/0.24 1.413 2.400 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 37 1430 E Edinger Ave 3/27/2025 SW_LINE 1 1st Floor Passe d Exterior Wall Drection Y Location:(7.41, -0.20) Loads SECTION D1Y_ROOF: W=3231 LB, E=1450 LB (26.5ft) Wall Self-Weight Seismic = 300 LB Strap She arwall De sign USE TYPE: SW1 Total Length (ft): 52.00 Total panel Length (ft): 18.96 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 5.50 10.00 1.82 170 92 260 364 260 SW1 B 5.46 10.00 1.83 170 92 260 364 260 SW1 C 4.00 10.00 2.50 170 92 260 341 244 SW1 D 4.00 10.00 2.50 170 92 260 341 244 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 468 226 0 0 0 1859 1007 468 226 0 0 0 1799 975 B 464 226 0 0 0 1800 975 464 226 0 0 0 1800 975 C 340 226 0 0 0 1838 996 340 226 0 0 0 1838 996 D 340 226 0 0 0 1838 996 340 226 0 0 0 1838 996 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 5.50 10.00 1578 2085 HTT5/6X6 0.36/0.11 1519 2026 HTT5/4X6 0.35/0.17 1.206 2.400 B 5.46 10.00 1522 2026 STHD10@corner/4X6 0.52/0.17 1522 2026 STHD10@corner/4X6 0.52/0.17 1.555 2.400 C 4.00 10.00 1634 2064 STHD10@corner/4X6 0.56/0.17 1634 2064 STHD10@corner/4X6 0.56/0.17 1.932 2.400 D 4.00 10.00 1634 2064 STHD10@corner/4X6 0.56/0.17 1634 2064 STHD10@corner/4X6 0.56/0.17 1.932 2.400 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 38 1430 E Edinger Ave 3/27/2025 SW_LINE 2 1st Floor Passe d Interior Wall Drection Y Location:(81.22, 1.30) Loads SECTION D1Y_ROOF: W=6035 LB, E=2709 LB (49.5ft) Wall Self-Weight Seismic = 165 LB Strap Drag Force (LB) She arwall De sign USE TYPE: SW1 Total Length (ft): 55.00 Total panel Length (ft): 24.00 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 24.00 10.00 0.42 251 120 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 1200 133 0 0 0 2545 1212 1200 133 0 0 0 2545 1212 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 24.00 10.00 1825 2678 HTT5/4X6 0.42/0.22 1825 2678 HTT5/4X6 0.42/0.22 1.216 2.400 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 39 1430 E Edinger Ave 3/27/2025 SW_LINE 3 1st Floor Passe d Exterior Wall Drection Y Location:(56.50, 1.66) Loads SECTION D1Y_ROOF: W=4267 LB, E=1915 LB (35ft) Wall Self-Weight Seismic = 411 LB Strap Drag Force (LB) She arwall De sign USE TYPE: SW1 Total Length (ft): 56.00 Total panel Length (ft): 33.25 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 19.75 10.00 0.51 128 70 260 364 260 SW1 B 13.50 10.00 0.74 128 70 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 1679 226 0 0 0 1303 710 1679 226 0 0 0 1303 710 B 1148 226 0 0 0 1312 715 1148 226 0 0 0 1312 715 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 19.75 10.00 295 1529 STHD10@corner/4X6 0.10/0.13 295 1529 STHD10@corner/4X6 0.10/0.13 0.604 2.400 B 13.50 10.00 623 1538 STHD10@corner/4X6 0.21/0.13 623 1538 STHD10@corner/4X6 0.21/0.13 0.695 2.400 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 40 1430 E Edinger Ave 3/27/2025 vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 09/29/2023 Client 0 TIC Structure Design 2023 ORTHOGONAL DIRECTION CHECK • CORNER OF GRID A AND GRID 1 Uplift @Grid A = 1820# Uplift @Grid 1 = 1578# Sum Uplift at corner: 1820 + 0.33x1578 = 2341# < HTT5 Capacity = 4350# (OK) 41 1430 E Edinger Ave 3/27/2025 Weight of Pad POINT Weight of Footing Weight of Pad POINT POINT Wall_Ex Weight of Pad POINT POINT Footing/Pad ID: 1 SUPPORT FOR BEAM 8 Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in Loads: 1875.00 LB = 150 x 2.50' x 2.50' x 2.00' From Support 2 of Beam 8 (5039LB) Design Pad: Total Point Load (Ptotal) = 6914 LB S = 3.5 + 2 x (24 + 6 ) = 63.50 in Width = 12 in Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 7937.50 LB Allowable Point Load on Footing: Pallow= Pcap - (Wtotalx S) / 12 =7937.50 LB Required Pad Area = Ptotal/SB = 6913.51291030235/1500 = 4.61 Ft2 USE 2'-6" SQ x 24" DEEP PAD with (4) #4 @ Bottom, E.W. Footing/Pad ID: 2 SUPPORT FOR SB1 (#1) Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in Loads: 300.00 PLF = 150 x 1.00' x 2.00' 1875.00 LB = 150 x 2.50' x 2.50' x 2.00' From Support 1 of Beam SB1 (4760LB) From Support 1 of Beam 16 (1624LB) 136PLF =8 x 17 Design Footing: Total Weight: Wtotal = 436 PLF Footing Width Required: Bf = Wtotal / SB = 436/1500 x 12 = 3.49 in USE 12" WIDE X 24" DEEP Continuous Footing with #4 Cont. @ T & B (U.N.O) Design Pad: Total Point Load (Ptotal) = 8259 LB S = 3.5 + 2 x (24 + 6 ) = 63.50 in Width = 12 in Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 7937.50 LB Allowable Point Load on Footing: Pallow= Pcap - (Wtotalx S) / 12 =5630.33 LB Required Pad Area = Ptotal/SB = 8259.3659106178/1500 = 5.51 Ft2 USE 2'-6" SQ x 24" DEEP PAD with (4) #4 @ Bottom, E.W. Footing/Pad ID: 3 SUPPORT FOR SB1 (#2) Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in Loads: 1875.00 LB = 150 x 2.50' x 2.50' x 2.00' From Support 2 of Beam SB1 (4913LB) From Support 1 of Beam 14 (1193LB) Design Pad: Total Point Load (Ptotal) = 7981 LB S = 3.5 + 2 x (24 + 6 ) = 63.50 in Width = 12 in Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 7937.50 LB Allowable Point Load on Footing: Pallow= Pcap - (Wtotalx S) / 12 =7937.50 LB Required Pad Area = Ptotal/SB = 7980.76403746186/1500 = 5.32 Ft2 USE 2'-6" SQ x 24" DEEP PAD with (4) #4 @ Bottom, E.W. vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 42 1430 E Edinger Ave 3/27/2025 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:1/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: SIMPSON Anchor Design Location: uplift @ SW line 1 (#2) Fastening description: Detail 8/SD1.0 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 10.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (inch): 11.38 cac (inch): 22.57 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Uncracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 5.50 x 12.00 x 0.50 Recommended Anchor Anchor Name: SET-3G - SET-3G w/ 5/8"Ø F1554 Gr. 36 Code Report: ICC-ES ESR-4057 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 43 1430 E Edinger Ave 3/27/2025 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:2/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: Yes Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 3000 Vuax [lb]: 0 Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 44 1430 E Edinger Ave 3/27/2025 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:3/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 45 1430 E Edinger Ave 3/27/2025 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:4/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 1500.01 0.0 0.00.0 1500.02 0.0 0.00.0 0.0 0.0Sum3000.0 0.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3000 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)f fNsa (lb) 13110 0.75 9833 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kclaÖf’chef1.5 (Eq. 17.4.2.2a) kc la f’c (psi)hef (in)Nb (lb) 24.0 1.00 2500 8.000 27153 fNcbg =f (ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2)ANco (in2)ca,min (in)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f fNcbg (lb) 564.00 576.00 7.25 1.000 0.881 1.00 0.665 27153 0.65 10122 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) tk,uncr = tk,uncrfshort-termKsat(f’c / 2,500)n tk,uncr (psi)fshort-term Ksat f’c (psi)n tk,uncr (psi) 2162 1.00 1.00 2500 0.35 2162 Nba = l atuncrpdahef (Eq. 17.4.5.2) l a tuncr (psi)da (in)hef (in)Nba (lb) 1.00 2162 0.63 10.000 42451 fNag = f (ANa / ANa0)Yec,NaYed,NaYcp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1b) ANa (in2)ANa0 (in2)cNa (in)ca,min (in)Yec,Na Yed,Na Ycp,Na Nba(lb)f fNag (lb) 411.82 307.10 8.76 7.25 1.000 0.948 0.388 42451 0.65 13622 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 46 1430 E Edinger Ave 3/27/2025 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:5/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 1500 9833 0.15 Pass Concrete breakout 3000 10122 0.30 Pass (Governs) Adhesive 3000 13622 0.22 Pass SET-3G w/ 5/8"Ø F1554 Gr. 36 with hef = 10.000 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 47 1430 E Edinger Ave 3/27/2025 CORE STRUCTURE, INC. From the Ground Up! Structural Engineering Design Services 1.5" SQ G.I. GUARDRAIL VERTICAL POST @ 48" O.C. BOLTED THROUGH PLYWOOD & SOLID 4x BLK'G w/(4) 3/8"Ø x 8" LENGTH G.I. ANCHOR BOLTS INTO SOLID BLK'G G.I. CAP @ SQ VERT POST PER ARCH. ROOF SHEATHING 6x BLK'G @ VERTICAL MECH SCREEN POSTS 1x6 P.T.D.F. w/ S.S. RECESSED TORX CREW HARDWARE ROOF TRUSS PER PLAN 1", TYP. 1/4" STEEL PLATE 1/2", TYP. SOLID BLK'G (4) 3/8"Ø x 8" LENGTH G.I. ANCHOR BOLTS INTO SOLID BLK'G 48 1430 E Edinger Ave 3/27/2025 Design Method Connection Type Fastener Type Loading Scenario Main Member Type Main Member Thickness Side Member Type Side Member Thickness Washer Thickness Nominal Diameter Length Load Duration Factor Wet Service Factor End Grain Factor Temperature Factor Adjusted ASD Capacity 1153 lbs. The Adjusted ASD Capacity only applies to withdrawal of the fastener from the main member. It does not address head pull-through capacity of the fastener in the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. Allowable Stress Design (ASD) Withdrawal loading Lag Screw N/A Douglas Fir-Larch 7.5 in. Steel 1/4 in. 0 in. 3/8 in. 7 in. C_D = 1.0 C_M = 1.0 C_eg = 1.0 C_t = 1.0 09:54 16/8/24 Connection Calculator https://calc.awc.org/connection/ccstyle.asp?design_method=ASD&connection_type=Withdrawal+loading&fastener_types=Lag+Screw&loading_scenar…1/1 49 1430 E Edinger Ave 3/27/2025 Lateral Force Analysis Project:Job No.: Calc. No.: Designed By: Tom's Jr 23033 - Subject:Checked By: Equipment Anchorage T.H. Design for : Rooftop Unit Seismic Load per: Mechanical and Electrical Component (ASCE 13.6) Ip (important factor) = 1 MCE short period SS= 1.275 MCE 1 sec. period S1= 0.456 Site Class= D SDS= 0.850 ap (amplification factor)= 2.5 (ASCE Table 13.6-1) Rp (modification factor)= 6 (ASCE Table 13.6-1) Building height (H)= 19 ft Equipment anchor elev.(Z)= 11.5 ft Fp= 0.4x ap x SDS x (1+2x(Z/H)) / (Rp / Ip) x Wp (ASCE Eq. 13.3-1) = 0.31 Wp Fp,max.= 1.6 x SDS x Ip x Wp= 1.36 Wp (ASCE Eq. 13.3-2) Fp,min.= 0.3 x SDS x Ip x Wp= 0.26 Wp (ASCE Eq. 13.3-3) Using Lateral Force Eh = 0.31 Wp Wind Load per Method 2 - Analysis Procedure (ASCE 30.10) Design Wind Load for Rooftop equipment with H < 60 (ASCE 29.4.1) Wind speed= 96 mph Risk Catagoly II Exposure category= C Topographic factor KZt = 1 (ASCE 26.8.2) qh (velocity pressure)= 0.00256 Kz Kzt Kd V² I= 18 psf (ASCE Eq. 26.10-1) Kz= 0.9 (ASCE Table 26.10-1) Kd= 0.85 (ASCE Table 26.6-1) Fh= qz G Cr Aƒ(ASCE Eq. 29.4-2) GCr = 1.9 (Af < 0.1 BH) Fh= 34.3 psf 50 1430 E Edinger Ave 3/27/2025 Anchorage Design Project:Job No.: Calc. No.: Designed By: Tom's Jr 23033 Subject: Equipment Anchorage Checked By: Rooftop Unit PCG4B48065 Equipment weight = 755 lb Based on ASCE Table 13.6.1 Ω = 2.5 Anchorage : 2 row total 6 screws Gravity height 1.75 ft Anchorage space: 3.75 ft Project area =7.5 ft-w x 4.5 ft-h = 33.75 sq. ft Load Condition: 06D +0.7ΩE Lateral Force =0.31 x W= 236.4 lb Overturn moment = 724.1 lb-ft Resistant moment = 849.38 lb-ft Required uplift resistant= -16.7 lb/ ea. Screw Required sliding resistant= 68.96 lb/ ea. screw Load Condition: 06D +0.6W Lateral Force =34.29 x Area= 1157 lb Overturn moment = 1215.2 lb-ft Resistant moment = 849.38 lb-ft Required uplift resistant= 32.52 lb/ ea. screw Required sliding resistant= 115.74 lb/ ea. screw A35's are ok for above uplift load and sliding Using 1/2" Lag Screws for single shear connections Per NDS 2012 Table 11.2A and Table 11K T/W = 1113 > 16.7 (OK) V/W = 259 > 69.0 (OK) 51 1430 E Edinger Ave 3/27/2025 52 1430 E Edinger Ave 3/27/2025 53 1430 E Edinger Ave 3/27/2025 CONNECTION CHECK 54 1430 E Edinger Ave 3/27/2025      )*+,-./0*1234 53..*61,3./789* :;+1*.*</789* =3;4,.-/>6*.;<,3 0;,./0*?@*</789* 0;,./0*?@*</72,6A.*++ 0;,./0*?@*<B/C.-D*/3E =3;4/13/F<;,.G >,4*/0*?@*</789* >,4*/0*?@*</72,6A.*++ >,4*/0*?@*<B/C.-D*/3E =3;4/13/F<;,.G :;+1*.*</),;?*1*< =3;4/)H<;1,3./:;613< I*1/>*<J,6*/:;613< 7*?9*<;1H<*/:;613< KLMMNOPQLMRSQNTURVLUNW XY Z[\]^_`ab Xa cde^_`ab XXXa \cfZ^_`ab Xg \[]h^_`ab C4iH+1*4/C>)/5;9;6,18 jkl/D@+m no_p^`qrstru^vtq_s^apwqrupx^oy^cz{fff^|at^ta^}aa~Yqsb xq^€s ~apqs^€‚ƒ^„}|}…tpv^ta^or_v^}||_t…}`_q^yow^`o_pa^†tpx^}sq‡~}pq^qrs^stap}r…q{ qsuq^stap}r…q^}rs^a|}…tru^|qw^ˆƒ‚^…x}|pqw^\\b €‚‰^€de^‚pqq_^ta^}aa~Yqs^yow^\Šc^trb^}rs^pxt…‹qw^apqq_^Y}tr^YqY`qwa^{^}rs^€‚‰ €ezd^Œw}sq^dd^‚pqq_^ta^}aa~Yqs^yow^apqq_^Y}tr^YqY`qwa^_qaa^px}r^\Šc^trb^pxt…‹b xt_q^qŽqwv^qyyowp^x}a^`qqr^Y}sq^po^tra~wq^pxq^}……~w}…v^oy^pxq^tryowY}ptor^|wqaqrpqs{^}rs a|q…t}_^qyyowp^x}a^`qqr^Y}sq^po^}aa~wq^px}p^pxq^tryowY}ptor^wqy_q…pa^pxq^ap}pq oy pxq }wp{ rqtpxqw^pxq^€Yqwt…}r^ oos^„o~r…t_^row^tpa^YqY`qwa^}aa~Yq^}rv^wqa|orat`t_tpv^yow^}rv |}wpt…~_}w^sqatur^|wq|}wqs^ywoY^pxta^or _trq^„orrq…ptor^„}_…~_}powb^xoaq^~atru^pxta^or _trq „orrq…ptor^„}_…~_}pow^}aa~Yq^}__^_t}`t_tpv^ywoY^tpa^~aqb xq^„orrq…ptor^„}_…~_}pow^†}a^sqaturqs^}rs^…wq}pqs^`v^„}Yqwor^ r~saor{^‰t…x}q_ ƒosaor^}rs^ƒ}Žts^‘o__o…‹^}p^ }axtrupor^‚p}pq^’rtŽqwatpvb^‚~||owp^yow^sqŽq_o|Yqrp^oy^pxq „orrq…ptor^„}_…~_}pow^†}a^|woŽtsqs^`v^€Yqwt…}r^ oos^„o~r…t_b 55 1430 E Edinger Ave 3/27/2025 56 1430 E Edinger Ave 3/27/2025 Design Method Connection Type Fastener Type Loading Scenario Main Member Type Main Member Thickness Main Member: Angle of Load to Grain 0 Side Member Type Side Member Thickness Side Member: Angle of Load to Grain 0 Wood Screw Number Length Load Duration Factor Wet Service Factor End Grain Factor Temperature Factor Connection Yield Modes Im 627 lbs. Is 205 lbs. II 254 lbs. IIIm 269 lbs. IIIs 114 lbs. IV 159 lbs. Adjusted ASD Capacity 114 lbs. Wood Screw bending yield strength of 80000 psi is assumed. Dowel bearing strengths for wood screws with nominal diameter greater than 1/4 in. are calculated and rounded to the nearest 50 psi in accordance with NDS Table 11.3.2. Length of tapered tip is assumed to be two times the nominal wood screw diameter for calculating dowel bearing length in the main member. ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. Allowable Stress Design (ASD) Lateral loading Wood Screw Single Shear Douglas Fir-Larch 7.5 in. Steel 18 gage 10 (D = 0.19 in.) 2 in. C_D = 1.0 C_M = 1.0 C_eg = 1.0 C_t = 1.0 57 1430 E Edinger Ave 3/27/2025 Structural Calculations Amir Deihimi, Principal TOM'S JR 1430 E Edinger Ave, Santa Ava, CA 92705 Project No.: 23033 August 19, 2024 1430 E Edinger Ave 3/27/2025 Project: 23011 Location: 5463 Wadean PI Oakland, CA 94601, USA Client: N/A Core Structure,Inc,23172 Plaza Pointe Dr.,Suite 145,Laguna Hills,CA 92653 949-954-7244 TABLE OF CONTENTS Project: 23033 Location: 1430 E Edinger Ave, Santa Ava, CA 92705 1430 E Edinger Ave 3/27/2025      $%&'()*+,-.'/&01., 233'%445 =..'31,&0%45 66 ":>:">""::8"9>7!?? ;>9;;?"9>:??98 @A%B&01.,5 ;> C1/%40&/D5 "9"6!98!?E?:F99F6>"""G H&I&'3*CJD%5 K L%-%'%,(%*M.(N/%,05  !?: L14O*=&0%P.'J5 QQ $10%*=A&445 R!  S&41(*T&'&/%0%'4 U&/% V&AN% M%4('1D01., ?" > WXY K  Z  [9"\ ?9E>: WXY K  Z  [?9\ W?>6  !K        ]  W?^  !K        ]  R?9" _K KY]  9" R?^ _K KY]  ?9 ^  ??E; `233101.,&A*+,-.'/&01., U&/% V&AN% M%4('1D01., R ^ KY Y  #?"  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Z"b    c>9 \ ?R 9: #   K     ] Z?9\ a 9:EE #   K     ] Za\ ^  ??E; defghfijkligmnompqlfogefhfgrsgtsdghfukfplgqnvgilqlfgwhgkwpqkgqxfnoxfnliglwglefgyqkjfigwhgqnvgofkmnfqlmwngkmnfigxqofgojhmnzglefg{jmkomnzgpwofgqow|lmwng|hwpfii}g~ifhigiewjkogpwnumhxgqnv wjl|jlgw{lqmnfoguhwxglemiglwwkgmleglefgkwpqkg€jlewhmlvg qymnzg‚jhmiomplmwng{fuwhfg|hwpffomnzgmlegofimzn} ƒ„…†‡ ˆ‰Š‹Œ‰ ‰‹Ž ‘‹’““”•–—‹˜™š’˜›–Š“œ ‹‰‹š‰Š‹–œœ“œ 1430 E Edinger Avenue, Santa Ana, CA 92705 1 1430 E Edinger Ave 3/27/2025         !"#$%!&'( )*+*,-./0*-1.*,2.3,045-2-.67.892.:;<;.=20/0>5?*/.<@,427.<251A5?.B215>C.D26.<2,45?21; D95/2.892.5CE0,A*850C.3,212C82-.0C.8951.F261582.51.62/5242-.80.62.?0,,2?8G.HIJ.*C-.581.130C10,1.*C-.?0C8,56@80,1.*11@A2.C0.,2130C1565/587.0,./5*65/587.E0,.581.*??@,*?7;.I92.A*82,5*/.3,212C82- 5C.892.,230,8.190@/-.C08.62.@12-.0,.,2/52-.@30C.E0,.*C7.132?5E5?.*33/5?*850C.F5890@8.?0A3282C8.2K*A5C*850C.*C-.42,5E5?*850C.0E.581.*??@,*?7G.1@58*65/587.*C-.*33/5?*65/587.67.2C>5C22,1.0,.0892, /5?2C12-.3,0E21150C*/1;.HIJ.-021.C08.5C82C-.89*8.892.@12.0E.8951.5CE0,A*850C.,23/*?2.892.10@C-.L@->A2C8.0E.1@?9.?0A3282C8.3,0E21150C*/1G.9*45C>.2K32,52C?2.*C-.MC0F/2->2.5C.892.E52/-.0E 3,*?85?2G.C0,.80.1@61858@82.E0,.892.18*C-*,-.0E.?*,2.,2N@5,2-.0E.1@?9.3,0E21150C*/1.5C.5C82,3,285C>.*C-.*33/75C>.892.,21@/81.0E.892.,230,8.3,045-2-.67.8951.F261582;.:12,1.0E.892.5CE0,A*850C.E,0A 8951.F261582.*11@A2.*//./5*65/587.*,515C>.E,0A.1@?9.@12;.:12.0E.892.0@83@8.0E.8951.F261582.-021.C08.5A3/7.*33,04*/.67.892.>042,C5C>.6@5/-5C>.?0-2.60-521.,2130C156/2.E0,.6@5/-5C>.?0-2.*33,04*/ *C-.5C82,3,28*850C.E0,.892.6@5/-5C>.1582.-21?,562-.67./*858@-2O/0C>58@-2./0?*850C.5C.892.,230,8; 2 1430 E Edinger Ave 3/27/2025 WIND LOAD CALCULATION (Applied standard ASCE 7-16) Structure's parameter: B =17.25 ft L =16 ft θ =0.0°he =8.2 ft Fundamental natural frequency:n1 = 1.5 Hz hr =8.20 ft h = 8.20 ft Velocity Pressure:(Eq. 26.10-1) Exposure:C Basic wind speed: V = 96 mph Topographic factor:(Eq. 26.8-1) Ground Elevation Factor:Ke = 1 (Ke is permitted to be taken as 1.00 in all cases) Wind Directionality Factor:Kd = 0.85 Hill shape:Flat We have: Terrain parameters: H = -ft Lh = -ft x = -ft Velocity Pressure Exposure Coefficients: We have: α = 9.8 =0.00256        ()  =(1 +  ) 3 1430 E Edinger Ave 3/27/2025 zg =2460 ft Height above ground surface at the site z (ft)K1 K2 K3 Kzt Kz q (psf) Roof height 8.20 - - - 1.00 0.851 20.08 Mean height 8.20 - 1.00 0.851 20.08 Eave height 8.20 - 1.00 0.851 20.08 Gust effects: G = 0.900 For rigid buildings or other structures, the gust effect factor shall be calculated by: 0.90 (Eq. 26.11-6) For flexible buildings or other structures, the gust effect factor shall be calculated by: - (Eq. 26.11-10) with: The intensity of turbulence at height : 0.22 (Eq. 26.11-7) The integral length scale of turbulence at the equivalent height: 442.92 ft (Eq. 26.11-9) The background response:0.95 (Eq. 26.11-8) The background peak factors:gQ =3.4 gv =3.4 The resonant peak factor: 4.29 (Eq. 26.11-11) The resonant response factor: 0.61 (Eq. 26.11-12) The power spectral density of turbulence at the equivalent height of the structure : 0.04 (Eq. 26.11-13) Evaluated at the structure’s natural reduced frequency: =0.925 ⎛ ⎝⎜1 +1.7 !" # +!$ % 1 +1.7!& ⎞ ⎠⎟= !$=2ln (3600-)+0.5772ln(3600-)= %=1.%/%0 %1(0.53 +0.47%3)=  =4533 616 = 7 =85 3369 = %/=7.47:(1 +10.3:);/= :=-7 = Q =11+0.635>+ℎ7 6@.A= =0.925 51 +1.7!" #1 +1.7!& 6 = 4 1430 E Edinger Ave 3/27/2025 7.86 Hz (Eq. 26.11-14) The mean hourly wind speed at the equivalent structure height : 84.53 ft/s (Eq. 26.11-16) The turbulent coherence (correlation) factors in the corresponding directions, evaluated at the natural reduced frequency: 0.67 1.41 (Eq. 26.11-15b) 4.37 The size effect factors related to the height, breadth, and depth of the building: 0.67 0.47 (Eq. 26.11-15a) 0.20 =B5 336C 588606 = :=-7 = η0 =4.6-ℎ = η1 =4.6-> = η3 =15.4-7 = %0 =1η0 −1η0 (1 −GH IJ )= %1 =1η1 −1η1 (1 −GH IK )= %3 =1η3 −1η3 (1 −GH IL )= 5 1430 E Edinger Ave 3/27/2025 Wind load on Monoslope free roofs: Main wind force resisting system (Eq. 27.3-2) where:qh: velocity pressure evaluated at mean roof height Roof angle Load case Wind Direction, γ = 0° Wind Direction, γ = 180° Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow CNW CNL CNW CNL CNW CNL CNW CNL 0° A 1.20 0.30 -0.50 -1.20 1.20 0.30 -0.50 -1.20 B -1.10 -0.10 -1.10 -0.60 -1.10 -0.10 -1.10 -0.60 p (psf) A 18.43 4.61 -7.68 -18.43 18.43 4.61 -7.68 -18.43 B -16.90 -1.54 -16.90 -9.22 -16.90 -1.54 -16.90 -9.22 where: CN from Figure 27.3-4 Minimum design wind loads:16 psf (per Section 27.1.5) To simplify, pressure on roof to be average: (CNW + CNL)/2 Roof angle Load case Wind Direction, γ = 0° Wind Direction, γ = 180° Clear Wind Flow Obstructed Wind Flow Clear Wind Flow Obstructed Wind Flow p (psf) 0°A 11.52 -13.06 11.52 -13.06 B -9.22 -13.06 -9.22 -13.06 =0 MNO 6 1430 E Edinger Ave 3/27/2025 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:SB2 @ TRASH ENCLOSURE Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033 - Beam Trash.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis : Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 46.0 ksi Beam Bracing :E: Modulus : 29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.010, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 1.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.053 : 1 Load Combination +D+0.750Lr+0.450W Span # where maximum occurs Span # 1 0.4229 k Mn / Omega : Allowable 30.758 k-ft Vn/Omega : Allowable HSS8x2x3/8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.750Lr+0.450W 80.208 k Section used for this span HSS8x2x3/8 Ma : Applied Maximum Shear Stress Ratio =0.005 : 1 0.000 ft 1.639 k-ft Va : Applied 0 <360 2894 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.024 in 7,896Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.064 in Ratio = >=180 Max Upward Total Deflection 0.000 in Span: 1 : Lr Only Span: 1 : +D+0.750Lr+0.450W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 15.46 ft 1 0.032 0.003 0.97 0.97 51.37 30.76 1.00 1.00 0.25 133.95 80.21 Dsgn. L = 0.04 ft 1 0.000 0.003 0.01 0.01 51.37 30.76 1.00 1.00 0.25 133.95 80.21 +D+Lr Dsgn. L = 15.46 ft 1 0.051 0.005 1.57 1.57 51.37 30.76 1.00 1.00 0.41 133.95 80.21 Dsgn. L = 0.04 ft 1 0.001 0.005 0.02 0.02 51.37 30.76 1.00 1.00 0.41 133.95 80.21 +D+0.750Lr Dsgn. L = 15.46 ft 1 0.046 0.005 1.42 1.42 51.37 30.76 1.00 1.00 0.37 133.95 80.21 Dsgn. L = 0.04 ft 1 0.001 0.005 0.02 0.02 51.37 30.76 1.00 1.00 0.37 133.95 80.21 +D+0.60W Dsgn. L = 15.46 ft 1 0.041 0.004 1.26 1.26 51.37 30.76 1.00 1.00 0.33 133.95 80.21 Dsgn. L = 0.04 ft 1 0.000 0.004 0.01 0.01 51.37 30.76 1.00 1.00 0.33 133.95 80.21 +D+0.750Lr+0.450W Dsgn. L = 15.46 ft 1 0.053 0.005 1.64 1.64 51.37 30.76 1.00 1.00 0.42 133.95 80.21 Dsgn. L = 0.04 ft 1 0.001 0.005 0.02 0.02 51.37 30.76 1.00 1.00 0.42 133.95 80.21 +D+0.450W Dsgn. L = 15.46 ft 1 0.039 0.004 1.19 1.19 51.37 30.76 1.00 1.00 0.31 133.95 80.21 Dsgn. L = 0.04 ft 1 0.000 0.004 0.01 0.01 51.37 30.76 1.00 1.00 0.31 133.95 80.21 +0.60D+0.60W Dsgn. L = 15.46 ft 1 0.028 0.003 0.87 0.87 51.37 30.76 1.00 1.00 0.22 133.95 80.21 Dsgn. L = 0.04 ft 1 0.000 0.003 0.01 0.01 51.37 30.76 1.00 1.00 0.22 133.95 80.21 +1.119D 7 1430 E Edinger Ave 3/27/2025 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:SB2 @ TRASH ENCLOSURE Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033 - Beam Trash.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 15.46 ft 1 0.035 0.003 1.09 1.09 51.37 30.76 1.00 1.00 0.28 133.95 80.21 Dsgn. L = 0.04 ft 1 0.000 0.003 0.01 0.01 51.37 30.76 1.00 1.00 0.28 133.95 80.21 +1.089D Dsgn. L = 15.46 ft 1 0.034 0.003 1.06 1.06 51.37 30.76 1.00 1.00 0.27 133.95 80.21 Dsgn. L = 0.04 ft 1 0.000 0.003 0.01 0.01 51.37 30.76 1.00 1.00 0.27 133.95 80.21 +0.4810D Dsgn. L = 15.46 ft 1 0.015 0.002 0.47 0.47 51.37 30.76 1.00 1.00 0.12 133.95 80.21 Dsgn. L = 0.04 ft 1 0.000 0.002 0.01 0.01 51.37 30.76 1.00 1.00 0.12 133.95 80.21 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.450W 1 0.0643 7.794 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.423 0.423 1.289 -0.233 Max Upward from Load Combinations 0.423 0.423 1.289 -0.233 Max Upward from Load Cases 0.251 0.251 1.289 -0.233 Max Downward from all Load Conditions (Resisting Uplift 1.289 -0.233 Max Downward from Load Combinations (Resisting Uplift)1.289 -0.233 Max Downward from Load Cases (Resisting Uplift)1.289 -0.233 D Only 0.251 0.251 1.289 -0.233 +D+Lr 0.406 0.406 1.289 -0.233 +D+0.750Lr 0.367 0.367 1.289 -0.233 +D+0.60W 0.325 0.325 1.289 -0.233 +D+0.750Lr+0.450W 0.423 0.423 1.289 -0.233 +D+0.450W 0.307 0.307 1.289 -0.233 +0.60D+0.60W 0.225 0.225 1.289 -0.233 +0.60D 0.151 0.151 1.289 -0.233 Lr Only 0.155 0.155 1.289 -0.233 W Only 0.124 0.124 1.289 -0.233 8 1430 E Edinger Ave 3/27/2025 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:SB3 @ TRASH ENCLOSURE Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033 - Beam Trash.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis : Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 46.0 ksi Beam Bracing :E: Modulus : 29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 2.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.080 : 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 0.6384 k Mn / Omega : Allowable 30.758 k-ft Vn/Omega : Allowable HSS8x2x3/8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+Lr 80.208 k Section used for this span HSS8x2x3/8 Ma : Applied Maximum Shear Stress Ratio =0.008 : 1 0.000 ft 2.474 k-ft Va : Applied 0 <360 1917 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.047 in 3,948Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.097 in Ratio = >=180 Max Upward Total Deflection 0.000 in Span: 1 : Lr Only Span: 1 : +D+Lr .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 15.46 ft 1 0.041 0.004 1.27 1.27 51.37 30.76 1.00 1.00 0.33 133.95 80.21 Dsgn. L = 0.04 ft 1 0.000 0.004 0.01 0.01 51.37 30.76 1.00 1.00 0.33 133.95 80.21 +D+Lr Dsgn. L = 15.46 ft 1 0.080 0.008 2.47 2.47 51.37 30.76 1.00 1.00 0.64 133.95 80.21 Dsgn. L = 0.04 ft 1 0.001 0.008 0.03 0.03 51.37 30.76 1.00 1.00 0.64 133.95 80.21 +D+0.750Lr Dsgn. L = 15.46 ft 1 0.071 0.007 2.17 2.17 51.37 30.76 1.00 1.00 0.56 133.95 80.21 Dsgn. L = 0.04 ft 1 0.001 0.007 0.02 0.02 51.37 30.76 1.00 1.00 0.56 133.95 80.21 +0.60D Dsgn. L = 15.46 ft 1 0.025 0.002 0.76 0.76 51.37 30.76 1.00 1.00 0.20 133.95 80.21 Dsgn. L = 0.04 ft 1 0.000 0.002 0.01 0.01 51.37 30.76 1.00 1.00 0.20 133.95 80.21 +1.119D Dsgn. L = 15.46 ft 1 0.046 0.005 1.42 1.42 51.37 30.76 1.00 1.00 0.37 133.95 80.21 Dsgn. L = 0.04 ft 1 0.001 0.005 0.02 0.02 51.37 30.76 1.00 1.00 0.37 133.95 80.21 +1.089D Dsgn. L = 15.46 ft 1 0.045 0.004 1.39 1.39 51.37 30.76 1.00 1.00 0.36 133.95 80.21 Dsgn. L = 0.04 ft 1 0.001 0.004 0.02 0.02 51.37 30.76 1.00 1.00 0.36 133.95 80.21 +0.4810D Dsgn. L = 15.46 ft 1 0.020 0.002 0.61 0.61 51.37 30.76 1.00 1.00 0.16 133.95 80.21 Dsgn. L = 0.04 ft 1 0.000 0.002 0.01 0.01 51.37 30.76 1.00 1.00 0.16 133.95 80.21 .9 1430 E Edinger Ave 3/27/2025 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:SB3 @ TRASH ENCLOSURE Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033 - Beam Trash.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0970 7.794 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.638 0.638 1.289 -0.233 Max Upward from Load Combinations 0.638 0.638 1.289 -0.233 Max Upward from Load Cases 0.328 0.328 1.289 -0.233 Max Downward from all Load Conditions (Resisting Uplift 1.289 -0.233 Max Downward from Load Combinations (Resisting Uplift)1.289 -0.233 Max Downward from Load Cases (Resisting Uplift)1.289 -0.233 D Only 0.328 0.328 1.289 -0.233 +D+Lr 0.638 0.638 1.289 -0.233 +D+0.750Lr 0.561 0.561 1.289 -0.233 +0.60D 0.197 0.197 1.289 -0.233 Lr Only 0.310 0.310 1.289 -0.233 10 1430 E Edinger Ave 3/27/2025 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:SB4 @ TRASH ENCLOSURE Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033 - Beam Trash.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis : Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 46.0 ksi Beam Bracing :E: Modulus : 29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.010, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 8.0 ft Load for Span Number 2 Uniform Load : D = 0.010, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 8.0 ft Point Load : D = 0.330, Lr = 0.310 k @ 2.750 ft, (SP1 of SB3) Point Load : D = 0.330, Lr = 0.310 k @ 8.250 ft, (SP1 of SB3) Load for Span Number 3 Uniform Load : D = 0.010, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 8.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.112 : 1 Load Combination +D+0.750Lr+0.450W Span # where maximum occurs Span # 1 2.102 k Mn / Omega : Allowable 30.758 k-ft Vn/Omega : Allowable HSS8x2x3/8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.750Lr+0.450W 80.208 k Section used for this span HSS8x2x3/8 Ma : Applied Maximum Shear Stress Ratio =0.026 : 1 2.750 ft 3.452 k-ft Va : Applied 24,971 >=360 3725 Ratio =14066 >=180 Maximum Deflection Max Downward Transient Deflection 0.020 in 6,585Ratio = >=360 Max Upward Transient Deflection -0.001 in Ratio = Max Downward Total Deflection 0.035 in Ratio = >=180 Max Upward Total Deflection -0.002 in Span: 3 : Lr Only Span: 3 : Lr Only Span: 3 : +D+0.750Lr+0.450W Span: 3 : +D+Lr .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 2.75 ft 1 0.048 0.011 -1.48 1.48 51.37 30.76 1.00 1.00 0.89 133.95 80.21 Dsgn. L = 11.00 ft 2 0.048 0.011 0.97 -1.48 1.48 51.37 30.76 1.00 1.00 0.89 133.95 80.21 Dsgn. L = 2.75 ft 3 0.048 0.008 -1.48 1.48 51.37 30.76 1.00 1.00 0.68 133.95 80.21 +D+Lr Dsgn. L = 2.75 ft 1 0.112 0.026 -3.43 3.43 51.37 30.76 1.00 1.00 2.08 133.95 80.21 Dsgn. L = 11.00 ft 2 0.112 0.026 2.29 -3.43 3.43 51.37 30.76 1.00 1.00 2.08 133.95 80.21 Dsgn. L = 2.75 ft 3 0.112 0.020 -3.43 3.43 51.37 30.76 1.00 1.00 1.61 133.95 80.21 +D+0.750Lr 11 1430 E Edinger Ave 3/27/2025 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:SB4 @ TRASH ENCLOSURE Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033 - Beam Trash.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 2.75 ft 1 0.096 0.022 -2.95 2.95 51.37 30.76 1.00 1.00 1.79 133.95 80.21 Dsgn. L = 11.00 ft 2 0.096 0.022 1.96 -2.95 2.95 51.37 30.76 1.00 1.00 1.79 133.95 80.21 Dsgn. L = 2.75 ft 3 0.096 0.017 -2.95 2.95 51.37 30.76 1.00 1.00 1.38 133.95 80.21 +D+0.60W Dsgn. L = 2.75 ft 1 0.070 0.016 -2.16 2.16 51.37 30.76 1.00 1.00 1.32 133.95 80.21 Dsgn. L = 11.00 ft 2 0.070 0.016 1.46 -2.16 2.16 51.37 30.76 1.00 1.00 1.32 133.95 80.21 Dsgn. L = 2.75 ft 3 0.070 0.013 -2.16 2.16 51.37 30.76 1.00 1.00 1.03 133.95 80.21 +D+0.750Lr+0.450W Dsgn. L = 2.75 ft 1 0.112 0.026 -3.45 3.45 51.37 30.76 1.00 1.00 2.10 133.95 80.21 Dsgn. L = 11.00 ft 2 0.112 0.026 2.33 -3.45 3.45 51.37 30.76 1.00 1.00 2.10 133.95 80.21 Dsgn. L = 2.75 ft 3 0.112 0.020 -3.45 3.45 51.37 30.76 1.00 1.00 1.64 133.95 80.21 +D+0.450W Dsgn. L = 2.75 ft 1 0.065 0.015 -1.99 1.99 51.37 30.76 1.00 1.00 1.21 133.95 80.21 Dsgn. L = 11.00 ft 2 0.065 0.015 1.34 -1.99 1.99 51.37 30.76 1.00 1.00 1.21 133.95 80.21 Dsgn. L = 2.75 ft 3 0.065 0.012 -1.99 1.99 51.37 30.76 1.00 1.00 0.94 133.95 80.21 +0.60D+0.60W Dsgn. L = 2.75 ft 1 0.051 0.012 -1.56 1.56 51.37 30.76 1.00 1.00 0.96 133.95 80.21 Dsgn. L = 11.00 ft 2 0.051 0.012 1.07 -1.56 1.56 51.37 30.76 1.00 1.00 0.96 133.95 80.21 Dsgn. L = 2.75 ft 3 0.051 0.009 -1.56 1.56 51.37 30.76 1.00 1.00 0.76 133.95 80.21 +1.119D Dsgn. L = 2.75 ft 1 0.054 0.012 -1.66 1.66 51.37 30.76 1.00 1.00 1.00 133.95 80.21 Dsgn. L = 11.00 ft 2 0.054 0.012 1.09 -1.66 1.66 51.37 30.76 1.00 1.00 1.00 133.95 80.21 Dsgn. L = 2.75 ft 3 0.054 0.009 -1.66 1.66 51.37 30.76 1.00 1.00 0.76 133.95 80.21 +1.089D Dsgn. L = 2.75 ft 1 0.052 0.012 -1.61 1.61 51.37 30.76 1.00 1.00 0.97 133.95 80.21 Dsgn. L = 11.00 ft 2 0.052 0.012 1.06 -1.61 1.61 51.37 30.76 1.00 1.00 0.97 133.95 80.21 Dsgn. L = 2.75 ft 3 0.052 0.009 -1.61 1.61 51.37 30.76 1.00 1.00 0.74 133.95 80.21 +0.4810D Dsgn. L = 2.75 ft 1 0.023 0.005 -0.71 0.71 51.37 30.76 1.00 1.00 0.43 133.95 80.21 Dsgn. L = 11.00 ft 2 0.023 0.005 0.47 -0.71 0.71 51.37 30.76 1.00 1.00 0.43 133.95 80.21 Dsgn. L = 2.75 ft 3 0.023 0.004 -0.71 0.71 51.37 30.76 1.00 1.00 0.33 133.95 80.21 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr1 0.0000 0.000 -0.0023 1.632 +D+0.750Lr+0.450W 2 0.0354 5.573 0.0000 1.632 +D+Lr3 0.0000 5.573 -0.0023 1.137 . Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.743 3.743 Max Upward from Load Combinations 3.743 3.743 Max Upward from Load Cases 2.120 2.120 Max Downward from all Load Conditions (Resisting Uplift-0.888 -0.888 Max Downward from Load Combinations (Resisting Uplift)-0.888 -0.888 Max Downward from Load Cases (Resisting Uplift)-0.490 -0.490 D Only -0.398 1.573 1.573 -0.398 +D+Lr -0.888 3.693 3.693 -0.888 +D+0.750Lr -0.766 3.163 3.163 -0.766 +D+0.60W -0.538 2.346 2.346 -0.538 +D+0.750Lr+0.450W -0.870 3.743 3.743 -0.870 +D+0.450W -0.503 2.153 2.153 -0.503 +0.60D+0.60W -0.378 1.717 1.717 -0.378 +0.60D -0.239 0.944 0.944 -0.239 Lr Only -0.490 2.120 2.120 -0.490 W Only -0.233 1.289 1.289 -0.233 12 1430 E Edinger Ave 3/27/2025 ASCE 7-16 Seismic Base Shear LIC# : KW-06014368, Build:20.24.06.04 Core Structure, inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:Seismic Base Shear Analysis Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: Risk Category ASCE 7-16, Page 4, Table 1.5-1 Calculations per ASCE 7-16 "II" : All Buildings and other structures except those listed as Category I, III, and IV Risk Category of Building or Other Structure : Seismic Importance Factor =1 ASCE 7-16, Page 5, Table 1.5-2 Specific Description: Seismic Base Shear Analysis (Trash Enclosure) USER DEFINED Ground Motion ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping : S =1.275 Longitude =0.000 deg West S Latitude =0.000 g, 0.2 sec response deg North S 0.45601 g, 1.0 sec response= Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SDS limited to max of 0.7*SDS or 1.0 for calculation of Cs. For the closest datapoint grid location . . . Site Class, Site Coeff. and Design Category Classification:ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fa =1.00 Fv =1.84 Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.275=MS S = Fv * S1 =0.841M1 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 =0.850DSMS =0.561 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1M1 Seismic Design Category ASCE 7-16 Table 11.6-1 & -2=D (Based on Testing) Resisting System ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System . . .Cantilevered column systems detailed to conform to specific classification 2.Steel ordinary cantilever column systems NOTE! See ASCE 7-16 for all applicable footnotes. Building height Limits :Response Modification Coefficient " R "=1.25 Category "A & B" Limit:Limit = 35System Overstrength Factor " Wo "=1.25 Category "C" Limit:Limit = 35Deflection Amplification Factor " Cd "=1.25 Category "D" Limit:Not Permitted ,i Category "E" Limit:Not Permitted ,i Category "F" Limit:Not Permitted ,i Lateral Force Procedure ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8 Use ASCE 12.8-7Determine Building Period Structure Type for Building Period Calculation :All Other Structural Systems " Ct " value 0.020= " x " value " hn " : Height from base to highest level =8.20 ft " Ta " Approximate fundemental period using Eq. 12.8-7 : 8.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec Ta = Ct * (hn ^ x) =0.097 0.75 sec = Building Period " Ta " Calculated from Approximate Method selected=0.097 13 1430 E Edinger Ave 3/27/2025 ASCE 7-16 Seismic Base Shear LIC# : KW-06014368, Build:20.24.06.04 Core Structure, inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:Seismic Base Shear Analysis Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: " Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 S : Short Period Design Spectral Response 0.850 " R " : Response Modification Factor 1.25 " I " : Seismic Importance Factor =1 0.680From Eq. 12.8-2, Preliminary Cs = 4.627From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.037 DS =Cs : Seismic Response Coefficient =0.6800User has selected ASCE 12.8.1.3 : Regular structure, Less than 5 Stories and with T <<= 0.5 sec, SO Ss <= 1.5 for Cs calculation = = Seismic Base Shear ASCE 7-16 Section 12.8.1 W ( see Sum Wi below ) =2.76 kCs =0.6800 from 12.8.1.1 Seismic Base Shear V = Cs * W =1.88 k Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k " : hx exponent based on Ta =1.00 Table of building Weights by Floor Level... Wi : Weight Hi : Height (Wi * Hi^k)Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel # 1 2.76 8.25 22.77 1.0000 1.88 1.88 0.00 Sum Wi =2.76 k Total Base Shear =1.88 k Base Moment = 22.77 k-ftSum Wi * Hi = 15.5 k-ft Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-16 12.10.1.1 Level #Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min 1 2.76 1.88 1.88 2.76 1.88 0.47 0.94 0.94 1.88 Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it. Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level. Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above 0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . .DS DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level 14 1430 E Edinger Ave 3/27/2025 Steel Column LIC# : KW-06014368, Build:20.24.06.04 Core Structure, inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:Cant. Col @ Trash Enclosure Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: .Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top Free, Bottom FixedAnalysis Method : 1.50Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS3.000x0.250 42.0 ft E : Elastic Bending Modulus Unbraced Length for buckling ABOUT X-X Axis = 1.50 ft, K = 2.1 Unbraced Length for buckling ABOUT Y-Y Axis = 1.50 ft, K = 2.1 Brace condition : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 11.025 lbs * Dead Load Factor AXIAL LOADS . . . SP #2 OF SB4: Axial Load at 1.50 ft, D = 1.570, LR = 2.120, W = 1.290 k BENDING LOADS . . . Seismic Base Shear Analysis: Lat. Point Load at 1.50 ft creating Mx-x, W = 0.160, E = 1.880 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.5452 Location of max.above base 0.0 ft 1.769 k 46.628 k -1.974 k-ft Load Combination +1.119D+0.70E Load Combination +1.119D+0.70E 3.752 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 1.316 k 0.08592 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 3.752 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 1.880 k Maximum Load Deflections . . . Along Y-Y 0.06430 in at 1.50 ft above base for load combination :E Only Along X-X 0.0 in at 0.0 ft above base for load combination : 15.316 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry D Only PASS PASS0.00 0.000 0.00 ftft0.034 1.67 1.00 38.49 38.49 +D+Lr PASS PASS0.00 0.000 0.00 ftft0.079 1.67 1.00 38.49 38.49 +D+0.750Lr PASS PASS0.00 0.000 0.00 ftft0.068 1.67 1.00 38.49 38.49 +D+0.60W PASS PASS0.00 0.006 0.00 ftft0.064 1.67 1.00 38.49 38.49 +D+0.750Lr+0.450W PASS PASS0.00 0.005 0.00 ftft0.069 1.67 1.00 38.49 38.49 +D+0.450W PASS PASS0.00 0.005 0.00 ftft0.052 1.67 1.00 38.49 38.49 +0.60D+0.60W PASS PASS0.00 0.006 0.00 ftft0.057 1.67 1.00 38.49 38.49 +1.119D+0.70E PASS PASS0.00 0.086 0.00 ftft0.545 1.67 1.00 38.49 38.49 +1.089D+0.5250E PASS PASS0.00 0.064 0.00 ftft0.413 1.67 1.00 38.49 38.49 +0.4810D+0.70E PASS PASS0.00 0.086 0.00 ftft0.534 1.67 1.00 38.49 38.49 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 1.581 +D+Lr 3.701 +D+0.750Lr 3.171 +D+0.60W 2.355 0.096 -0.144 15 1430 E Edinger Ave 3/27/2025 Steel Column LIC# : KW-06014368, Build:20.24.06.04 Core Structure, inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:Cant. Col @ Trash Enclosure Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments +D+0.750Lr+0.450W 3.752 0.072 -0.108 +D+0.450W 2.162 0.072 -0.108 +0.60D+0.60W 1.723 0.096 -0.144 +D+0.70E 1.581 1.316 -1.974 +D+0.5250E 1.581 0.987 -1.481 +0.60D+0.70E 0.949 1.316 -1.974 Lr Only 2.120 W Only 1.290 0.160 -0.240 E Only 1.880 -2.820 k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 3.752 0.072 -0.108 Minimum"1.880 -2.820 MaximumReaction, X-X Axis Base 1.581 Minimum"1.581 MaximumReaction, Y-Y Axis Base 1.880 -2.820 Minimum"1.581 MaximumReaction, X-X Axis Top 1.581 Minimum"1.581 MaximumReaction, Y-Y Axis Top 1.581 Minimum"1.581 MaximumMoment, X-X Axis Base 1.581 Minimum"1.880-2.820 -2.820 MaximumMoment, Y-Y Axis Base 1.581 Minimum"1.581 MaximumMoment, X-X Axis Top 1.581 Minimum"1.581 MaximumMoment, Y-Y Axis Top 1.581 Minimum"1.581 .Maximum Deflections for Load Combinations Max. Deflection in X dir Max. Deflection in Y dir DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+Lr 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 0.003 1.500 ftftinin0.000 +D+0.750Lr+0.450W 0.0000 0.002 1.500 ftftinin0.000 +D+0.450W 0.0000 0.002 1.500 ftftinin0.000 +0.60D+0.60W 0.0000 0.003 1.500 ftftinin0.000 +D+0.70E 0.0000 0.045 1.500 ftftinin0.000 +D+0.5250E 0.0000 0.034 1.500 ftftinin0.000 +0.60D+0.70E 0.0000 0.045 1.500 ftftinin0.000 Lr Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.005 1.500 ftftinin0.000 E Only 0.0000 0.064 1.490 ftftinin0.000 .Steel Section Properties :HSS3.000x0.250 Steel Section Properties :HSS3.000x0.250 16 1430 E Edinger Ave 3/27/2025 Steel Column LIC# : KW-06014368, Build:20.24.06.04 Core Structure, inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:Cant. Col @ Trash Enclosure Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: R xx = 0.982 in Depth =3.000 in R yy = 0.982 in J =3.900 in^4 Diameter =3.000 in Wall Thick = 0.250 in Zx =1.790 in^3 Area = 2.030 in^2 Weight =7.350 plf I xx =1.95 in^4 S xx =1.30 in^3Design Thick =0.233 in I yy =1.950 in^4 C =2.600 in^3 S yy =1.300 in^3 Ycg =0.000 in Sketches 17 1430 E Edinger Ave 3/27/2025 Company:Date:8/16/2024 Engineer:A.T.Page:1/6 Project:23033/TRASH ENCLOSURE Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Anchorage @ Trash Enclosure Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: AWS Type A Diameter (inch): 0.500 Effective Embedment depth, hef (inch): 4.000 Anchor category: - Anchor ductility: Yes hmin (inch): 5.25 Cmin (inch): 1.25 Smin (inch): 2.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 48.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: A tension, A shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: Yes Ignore concrete breakout in tension: Yes Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: Yes Base Plate Length x Width x Thickness (inch): 6.00 x 6.00 x 0.50 Yield stress: 36000 psi Profile type/size: Pipe3STD Recommended Anchor Anchor Name: Headed Stud - 1/2"Ø AWS Type A Headed Stud 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 18 1430 E Edinger Ave 3/27/2025 Company:Date:8/16/2024 Engineer:A.T.Page:2/6 Project:23033/TRASH ENCLOSURE Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: -1769 Vuax [lb]: 0 Vuay [lb]: 1316 Mux [ft-lb]: 1974 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 19 1430 E Edinger Ave 3/27/2025 Company:Date:8/16/2024 Engineer:A.T.Page:3/6 Project:23033/TRASH ENCLOSURE Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 20 1430 E Edinger Ave 3/27/2025 Company:Date:8/16/2024 Engineer:A.T.Page:4/6 Project:23033/TRASH ENCLOSURE Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 0.01 0.0 329.0329.0 2318.12 0.0 329.0329.0 2318.13 0.0 329.0329.0 0.04 0.0 329.0329.0 0.0 1316.0Sum4636.2 1316.0 Maximum concrete compression strain (‰): 0.22 Maximum concrete compression stress (psi): 950 Resultant tension force (lb): 0 Resultant compression force (lb): 6405 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)f fNsa (lb) 11975 0.75 8981 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) fNpn = fYc,PNp = fYc,P8A brgf’c (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) Yc,P Abrg (in2)f’c (psi)f fNpn (lb) 1.0 0.59 2500 0.70 8246 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 21 1430 E Edinger Ave 3/27/2025 Company:Date:8/16/2024 Engineer:A.T.Page:5/6 Project:23033/TRASH ENCLOSURE Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)fgrout f fgroutfVsa (lb) 11975 0.8 0.65 6227 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in y-direction: V by = min|8(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. D-35 & Eq. D-34) le (in)da (in)la f’c (psi)ca1 (in)Vby (lb) 4.00 0.500 1.00 2500 6.00 6301 fVcbgy = f (AVc / AVco)Yec,VYed,VYc,VYh,VVby (Sec. 17.3.1 & Eq. 17.5.2.1b) AVc (in2)AVco (in2)Yec,V Yed,V Yc,V Yh,V Vby (lb)f fVcbgy (lb) 72.00 162.00 1.000 0.767 1.000 1.000 6301 0.75 1610 Shear parallel to edge in x-direction: V by = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vby (lb) 4.00 0.500 1.00 2500 2.00 1061 fVcbgx = f (2)(AVc / AVco)Yec,VYed,VYc,VYh,VVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) AVc (in2)AVco (in2)Yec,V Yed,V Yc,V Yh,V Vby (lb)f fVcbgx (lb) 27.00 18.00 1.000 1.000 1.000 1.000 1061 0.75 2387 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) fV cpg = fkcpNcbg = fkcp(A Nc / A Nco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANc (in2)ANco (in2)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f fVcpg (lb) 2.0 64.00 16.00 1.000 1.000 1.000 1.000 1848 0.70 10346 11. Results Interaction of Tensile and Shear Forces (Sec. R17.6) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 2318 8981 0.26 Pass Pullout 2318 8246 0.28 Pass (Governs) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 329 6227 0.05 Pass T Concrete breakout y+1316 1610 0.82 Pass (Governs) || Concrete breakout x+658 2387 0.28 Pass (Governs) Pryout 1316 10346 0.13 Pass Interaction check (Nua/ɸNua)5/3 (Vua/ɸVua)5/3 Combined Ratio Permissible Status Sec. R17.6 0.12 0.71 83.5%1.0 Pass 1/2"Ø AWS Type A Headed Stud with hef = 4.000 inch meets the selected design criteria. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 22 1430 E Edinger Ave 3/27/2025 Company:Date:8/16/2024 Engineer:A.T.Page:6/6 Project:23033/TRASH ENCLOSURE Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 12. Warnings - Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Designer must exercise own judgement to determine if this design is suitable. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 23 1430 E Edinger Ave 3/27/2025 Cantilevered Retaining Wall LIC# : KW-06014368, Build:20.24.06.04 Core Structure, inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:CMU Wall (Trash Enclosure) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: Code References Calculations per IBC 2021 1807.3, ASCE 7-16 0.50 6.00 0.00 6.00 2,000.0 55.0 0.0 350.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.400 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 1,581.0 2,120.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf36.6= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= 24 1430 E Edinger Ave 3/27/2025 Cantilevered Retaining Wall LIC# : KW-06014368, Build:20.24.06.04 Core Structure, inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:CMU Wall (Trash Enclosure) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: Design Summary Wall Stability Ratios Overturning =5.27 Global Stability =4.87 OK Sliding =5.90 OK Total Bearing Load =3,525 lbs ...resultant ecc.=2.15 in Eccentricity within middle third Soil Pressure @ Toe =1,774 psf OK Soil Pressure @ Heel =1,022 psf OK Allowable =2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =2,483 psf ACI Factored @ Heel =1,431 psf Footing Shear @ Toe =12.8 psi OK Footing Shear @ Heel =7.4 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =391.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,388.5 918.8 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.893 Total Force @ Section =226.3lbs Moment....Actual =769.1ft-# Moment.....Allowable =1,970.0 =2.5psi Shear.....Allowable =59.7psi Wall Weight =78.0psf Rebar Depth 'd'=3.81in Masonry Data f'm =1,500psiFs=psi 20,000 Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=7.63in Concrete Data f'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50in2 25 1430 E Edinger Ave 3/27/2025 Cantilevered Retaining Wall LIC# : KW-06014368, Build:20.24.06.04 Core Structure, inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:CMU Wall (Trash Enclosure) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: 1.75 2.25 24.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, ij Tn 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500 psi Toe Width =ft Heel Width = Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete Density Fy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in #4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in =None Spec'd = = = = = 2,483 3,567 777 2,791 12.84 38.62 Heel: 1,431 1,967 646 -1,321 7.44 38.01 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 10.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 10.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.07 0.52 #4@ 4.63 in #5@ 7.18 in #6@ 10.19 in in2 in2 /ft If two layers of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in supplemental design for footing torsion. ij Mn 49,90547,529=ft-# 26 1430 E Edinger Ave 3/27/2025 Cantilevered Retaining Wall LIC# : KW-06014368, Build:20.24.06.04 Core Structure, inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:CMU Wall (Trash Enclosure) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem =1,581.0 2.08 3,293.8 =2,120.0 2.08 4,416.7* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 219.4 5.50 1,206.8 = = 96.3 0.88 84.2= = = Stem Weight(s) = 507.0 2.08 1,056.3 Earth @ Stem Transitions =Footing Weight = 1,200.0 2.00 2,400.0 Key Weight = Added Lateral Load lbs =1,350.0 Vert. Component Total = 3,471.3 7,113.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =391.3 O.T.M. = Resisting/Overturning Ratio =5.27 Vertical Loads used for Soil Pressure =3,524.8 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 87.1 3.21 3.21 279.4 279.4 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 171.9 0.83 143.2 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.080 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 27 1430 E Edinger Ave 3/27/2025 Cantilevered Retaining Wall LIC# : KW-06014368, Build:20.24.06.04 Core Structure, inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:CMU Wall (Trash Enclosure) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 6191.84 psi Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) =25.00 in Development length for #5 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #5 bar specified in this stem design segment =5.51 in As Provided =0.4650 in2/ft As Required =0.1361 in2/ft 28 1430 E Edinger Ave 3/27/2025 Cantilevered Retaining Wall LIC# : KW-06014368, Build:20.24.06.04 Core Structure, inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:CMU Wall (Trash Enclosure) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: 29 1430 E Edinger Ave 3/27/2025 Cantilevered Retaining Wall LIC# : KW-06014368, Build:20.24.06.04 Core Structure, inc.(c) ENERCALC INC 1983-2023 DESCRIPTION:CMU Wall (Trash Enclosure) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: 30 1430 E Edinger Ave 3/27/2025 Structural Calculations Amir Deihimi, Principal TOM'S JR 1430 E Edinger Ave, Santa Ava, CA 92705 Project No.: 23033 December 6th, 2023 1430 E Edinger Ave 3/27/2025 January, 18, 2023 Project: 23011 Location: 5463 Wadean PI Oakland, CA 94601, USA Client: N/A Core Structure,Inc,23172 Plaza Pointe Dr.,Suite 145,Laguna Hills,CA 92653 949-954-7244 TABLE OF CONTENTS October 04, 2023 Project: 23033 Location: 1430 E Edinger Ave, Santa Ava, CA 92705 Design Criteria Framing Design Lateral Design Pad Design Anchorage Check 1­4 5­25 26­37 38 39­End. 1430 E Edinger Ave 3/27/2025      $%&'()*+,-.'/&01., 233'%445 =..'31,&0%45 66 ":>:">""::8"9>7!?? ;>9;;?"9>:??98 @A%B&01.,5 ;> C1/%40&/D5 "9"6!98!?E?:F99F6>"""G H&I&'3*CJD%5 K L%-%'%,(%*M.(N/%,05  !?: L14O*=&0%P.'J5 QQ $10%*=A&445 R!  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(0.2 sec) Ss 1.275 Response Spectral Acc. (1.0 sec) S1 0.456 TL (sec)8 Fa 1 (Table 11.4-1) Fv 1.844 (Table 11.4-2) Max. Considered earthquake acc. SMS 1.275 (11.4-1) Max. Considered earthquake acc. SM1 .841 (11.4-2) Design spectral acc. At short period SDS 0.85 (11.4-3) Design spectral acc. at 1s period SD1 0.561 (11.4-4) Response modification coefficient R 6.5 (Table 12.2-1) System overstrength coefficient Ω2.5 (Table 12.2-1) Approximate fundamental period parameters Ct = 0.02 x = 0.75 (Table 12.8-2) Building Height (ft)19 Building period T=Ta (sec)0.182 (12.8-7) Base Shear Adjustment Factor 1 Minimum Cs 0.037 (12.8-5 & 12.8-6) Maximum Cs 0.474 (12.8-3 & 12.8-4) Seismic response coefficient Cs 0.131 (12.8-2) Adjusted Cs 0.131 For allowable stress design V = 0.7CsW 0.092W vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 09/19/2023 Client 0 TIC Structure Design 2023 3 1430 E Edinger Ave 3/27/2025 Roof Loads (Load_Roof) Asphalt shingles 2 psf Framing 2.5 psf Sheathing (1/2" CDX)1.5 psf Ceiling 2.5 psf Insulation 1.5 psf Misc.5 psf Total De ad Load 15 psf Liv e Load 20 psf Total Load 35 psf Interior Wall (Wall_In) Insulation 1 psf Drywall 5 psf Studs 1 psf Misc.3 psf Total De ad Load 10 psf Trellis (Load_Trellis) Asphalt shingles 2 psf Framing 2.5 psf Sheathing (1/2" CDX)1.5 psf Ceiling 2.5 psf Insulation 1.5 psf Total De ad Load 10 psf Liv e Load 10 psf Total Load 20 psf Exterior Wall (Wall_Ex) 7/8" Stucco 10 psf Insulation 1 psf Drywall 2.5 psf Studs 1 psf Misc.2.5 psf Total De ad Load 17 psf Roof Loads_RTU (Load_Roof) Asphalt shingles 2 psf Framing 2.5 psf Sheathing (1/2" CDX)1.5 psf Ceiling 2.5 psf Insulation 1.5 psf Misc.5 psf RTU 30 psf Total De ad Load 45 psf Liv e Load 20 psf Total Load 65 psf DESIGN LOADS vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 09/19/2023 Client 0 TIC Structure Design 2023 4 1430 E Edinger Ave 3/27/2025 LOAD COMBINATIONS (Load Standard: ASCE 7-16) id Load case De ad Sds*De ad Liv e Roof Liv e Snow Wind Se ismic Dire ction Load Dur ation Factor CD 1 D 1 0.9 2 D + L 1 1 1 3 D + Lr 1 1 1.25 4 D + S 1 1 1.15 5 D + 0.75L + 0.75Lr 1 0.75 0.75 1.25 6 D + 0.75L + 0.75S 1 0.75 0.75 1.15 7 D + 0.6W (N)1 0.6 N_S 1.6 8 D + 0.6W (S)1 0.6 S_N 1.6 9 D + 0.6W (E)1 0.6 E_W 1.6 10 D + 0.6W (W)1 0.6 W_E 1.6 11 D + 0.75(0.6W) (N) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 N_S 1.6 12 D + 0.75(0.6W) (S) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 S_N 1.6 13 D + 0.75(0.6W) (E) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 E_W 1.6 14 D + 0.75(0.6W) (W) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 W_E 1.6 15 D + 0.75(0.6W) (N) + 0.75L + 0.75S 1 0.75 0.75 0.45 N_S 1.6 16 D + 0.75(0.6W) (S) + 0.75L + 0.75S 1 0.75 0.75 0.45 S_N 1.6 17 D + 0.75(0.6W) (E) + 0.75L + 0.75S 1 0.75 0.75 0.45 E_W 1.6 18 D + 0.75(0.6W) (W) + 0.75L + 0.75S 1 0.75 0.75 0.45 W_E 1.6 19 0.6D + 0.6W (N)0.6 0.6 N_S 1.6 20 0.6D + 0.6W (S)0.6 0.6 S_N 1.6 21 0.6D + 0.6W (E)0.6 0.6 E_W 1.6 22 0.6D + 0.6W (W)0.6 0.6 W_E 1.6 23 (1.0 + 0.14Sds)D + 0.7ΩE (N)1 0.14 0.7 N_S 1.6 24 (1.0 + 0.14Sds)D + 0.7ΩE (S)1 0.14 0.7 S_N 1.6 25 (1.0 + 0.14Sds)D + 0.7ΩE (E)1 0.14 0.7 E_W 1.6 26 (1.0 + 0.14Sds)D + 0.7ΩE (W)1 0.14 0.7 W_E 1.6 27 (1.0 + 0.105Sds)D + 0.525ΩE (N) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 N_S 1.6 28 (1.0 + 0.105Sds)D + 0.525ΩE (S) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 S_N 1.6 29 (1.0 + 0.105Sds)D + 0.525ΩE (E) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 E_W 1.6 30 (1.0 + 0.105Sds)D + 0.525ΩE (W) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 W_E 1.6 31 (0.6 - 0.14Sds)D + 0.7ΩE (N)0.6 -0.14 0.7 N_S 1.6 32 (0.6 - 0.14Sds)D + 0.7ΩE (S)0.6 -0.14 0.7 S_N 1.6 33 (0.6 - 0.14Sds)D + 0.7ΩE (E)0.6 -0.14 0.7 E_W 1.6 34 (0.6 - 0.14Sds)D + 0.7ΩE (W)0.6 -0.14 0.7 W_E 1.6 vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 5 1430 E Edinger Ave 3/27/2025 Be am ID: 1 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 87.5PLF =5 x (15+20)/2 @ 0' to 15.5' SELF WEIGHT 7.59PLF From 0' to 15.5' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 349 0 388 0 0 0 0 0 737/0 2 349 0 388 0 0 0 0 0 737/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2856 7.75 5615 51 1.25 Shear (lbs)664 15.5 4856 14 1.25 Live Deflection 0.176 7.75 0.517 34 - Total Deflection 0.334 7.75 0.775 43 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 2A Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Trellis 30PLF =3 x (10+10)/2 @ 0' to 8' SELF WEIGHT 7.09PLF From 0' to 8' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 88 0 60 0 0 0 0 0 148/0 2 88 0 60 0 0 0 0 0 148/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)297 4 3899 8 1.25 Shear (lbs)133 0 4285 3 1.25 Live Deflection 0.011 4 0.267 4 - Total Deflection 0.028 4 0.4 7 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 6 1430 E Edinger Ave 3/27/2025 Be am ID: 2B Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 46.725PLF =2.67 x (15+20)/2 @ 0' to 3.75' POINT supp#1 of Beam 2A @ 0.25ft, (D=88 Lr=60) SELF WEIGHT 7.09PLF From 0' to 3.75' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 133 0 106 0 0 0 0 0 239/0 2 57 0 54 0 0 0 0 0 111/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)114 1.69 3899 3 1.25 Shear (lbs)216 0 4285 5 1.25 Live Deflection 0.001 1.84 0.125 1 - Total Deflection 0.002 1.84 0.188 1 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 2 Section type:Douglas Fir-Larch No.1 Section name:6x10 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 35PLF =2 x (15+20)/2 @ 0' to 5.75' Load_Roof 52.5PLF =3 x (15+20)/2 @ 5.75' to 20.25' POINT supp#2 of Beam 1 @ 0ft, (D=349 Lr=388) POINT supp#2 of Beam 2B @ 9.25ft, (D=57 Lr=54) POINT supp#2 of Beam 2B @ 17.25ft, (D=57 Lr=54) SELF WEIGHT 12.25PLF From 0' to 20.25' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 983 0 949 0 0 0 0 0 1931/0 2 141 0 97 0 0 0 0 0 238/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)5019 5.75 11634 43 1.25 Shear (lbs)979 5.75 7402 13 1.25 Live Deflection 0.195 0 0.383 51 - Total Deflection 0.368 0 0.575 64 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 7 1430 E Edinger Ave 3/27/2025 Be am ID: 3 Section type:Douglas Fir-Larch No.1 Section name:6x10 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 218.75PLF =12.5 x (15+20)/2 @ 0' to 15.5' POINT supp#1 of Beam 2 @ 15.5ft, (D=983 Lr=949) SELF WEIGHT 12.25PLF From 0' to 15.5' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 343 0 460 0 0 0 0 0 803/0 2 2283 0 2426 0 0 0 0 0 4709/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)7496 12.25 11634 64 1.25 Shear (lbs)2500 12.25 7402 34 1.25 Live Deflection 0.086 15.5 0.217 40 - Total Deflection 0.185 15.5 0.325 57 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 4 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 35PLF =2 x (15+20)/2 @ 0' to 15.5' Load_Roof 65PLF =2 x (45+20)/2 @ 0' to 15.5' POINT supp#2 of Beam 2 @ 15.5ft, (D=141 Lr=97) SELF WEIGHT 7.59PLF From 0' to 15.5' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 347 0 202 0 0 0 0 0 549/0 2 841 0 515 0 0 0 0 0 1356/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1403 5.14 5615 25 1.25 Shear (lbs)682 12.25 4856 14 1.25 Live Deflection 0.032 5.64 0.408 8 - Total Deflection 0.090 5.64 0.612 15 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 8 1430 E Edinger Ave 3/27/2025 Be am ID: 5 Section type:Douglas Fir-Larch No.1 Section name:6x10 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 0' to 5.5' Load_Roof 35PLF =2 x (15+20)/2 @ 19.75' to 21.75' Load_Roof 365.625PLF =11.25 x (45+20)/2 @ 19.75' to 21.75' Load_Roof 192.5PLF =11 x (15+20)/2 @ 5.5' to 19.75' POINT supp#1 of Beam 4 @ 19.75ft, (D=347 Lr=202) POINT supp#1 of Beam 1 @ 0ft, (D=349 Lr=388) SELF WEIGHT 12.25PLF From 0' to 21.75' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1575 0 1697 0 0 0 0 0 3272/0 2 1265 0 945 0 0 0 0 0 2210/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)5297 5.5 11634 46 1.25 Shear (lbs)1916 5.5 7402 26 1.25 Live Deflection 0.173 14.44 0.542 32 - Total Deflection 0.344 14.6 0.812 42 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 6 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 0' to 15' SELF WEIGHT 7.59PLF From 0' to 15' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 282 0 300 0 0 0 0 0 582/0 2 282 0 300 0 0 0 0 0 582/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2182 7.5 5615 39 1.25 Shear (lbs)524 15 4856 11 1.25 Live Deflection 0.123 7.5 0.5 25 - Total Deflection 0.239 7.5 0.75 32 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 9 1430 E Edinger Ave 3/27/2025 Be am ID: 7 Section type:Douglas Fir-Larch No.1 Section name:6x10 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 0' to 9.25' Load_Roof 122.5~35PLF =7~2 x (15+20)/2 @ 9.25' to 16.25' POINT supp#2 of Beam 6 @ 16.25ft, (D=282 Lr=300) SELF WEIGHT 12.25PLF From 0' to 16.25' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 -123 0 -139 0 0 0 0 0 -123/-262 2 1118 0 1124 0 0 0 0 0 2242/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)5946 9.25 11634 51 1.25 Shear (lbs)659 9.25 7402 9 1.25 Live Deflection 0.274 16.25 0.467 59 - Total Deflection 0.542 16.25 0.7 77 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 8 Section type:Douglas Fir-Larch No.1 Section name:6x10 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 590.625PLF =33.75 x (15+20)/2 @ 0' to 12' Load_Roof 0~87.5PLF =0~5 x (15+20)/2 @ 12' to 18.75' POINT supp#1 of Beam 6 @ 18.75ft, (D=282 Lr=300) SELF WEIGHT 12.25PLF From 0' to 18.75' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1363 0 1793 0 0 0 0 0 3156/0 2 2313 0 2726 0 0 0 0 0 5039/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)8260 5.28 11634 71 1.25 Shear (lbs)3877 12 7402 52 1.25 Live Deflection 0.182 5.76 0.4 46 - Total Deflection 0.312 5.64 0.6 52 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 10 1430 E Edinger Ave 3/27/2025 Be am ID: 8A Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 6.25 Ignore shear within (d): True Repetitive member : False Applie d Loads: Wall_Ex 34PLF =2 x 17 @ 0' to 6.25' SELF WEIGHT 7.09PLF From 0' to 6.25' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 128 0 0 0 0 0 0 0 128/0 2 128 0 0 0 0 0 0 0 128/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)201 3.12 2801 7 0.9 Shear (lbs)111 6.25 3086 4 0.9 Live Deflection 0.000 0 0.208 0 - Total Deflection 0.012 3.12 0.312 4 - Passe d Max Moment: D Max Shear: D Max Deflection: D Be am ID: 9 Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 131.25~35PLF =7.5~2 x (15+20)/2 @ 0' to 6.25' SELF WEIGHT 7.09PLF From 0' to 6.25' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 155 0 177 0 0 0 0 0 332/0 2 112 0 120 0 0 0 0 0 232/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)444 2.88 3899 11 1.25 Shear (lbs)270 0 4285 6 1.25 Live Deflection 0.013 3.06 0.208 6 - Total Deflection 0.025 3.06 0.312 8 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 11 1430 E Edinger Ave 3/27/2025 Be am ID: 10 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 625.625PLF =19.25 x (45+20)/2 @ 0' to 7.75' SELF WEIGHT 9.67PLF From 0' to 7.75' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1716 0 746 0 0 0 0 0 2462/0 2 1716 0 746 0 0 0 0 0 2462/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)4770 3.88 7251 66 1.25 Shear (lbs)2045 0 5844 35 1.25 Live Deflection 0.051 3.88 0.258 20 - Total Deflection 0.167 3.88 0.388 43 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 11 Section type:Douglas Fir-Larch No.1 Section name:6x12 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 11.5 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 625.625PLF =19.25 x (45+20)/2 @ 0' to 11.5' SELF WEIGHT 14.83PLF From 0' to 11.5' Factors: Ct = 1 Cm = 1 CL = 0.98 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 2576 0 1107 0 0 0 0 0 3683/0 2 2576 0 1107 0 0 0 0 0 3683/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)10588 5.75 16789 63 1.25 Shear (lbs)3057 0 8960 34 1.25 Live Deflection 0.068 5.75 0.383 18 - Total Deflection 0.226 5.75 0.575 39 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 12 1430 E Edinger Ave 3/27/2025 Be am ID: 12 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Trellis 67.5PLF =6.75 x (10+10)/2 @ 0' to 9.75' SELF WEIGHT 7.59PLF From 0' to 9.75' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 202 0 165 0 0 0 0 0 366/0 2 202 0 165 0 0 0 0 0 366/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)892 4.88 5615 16 1.25 Shear (lbs)310 9.75 4856 6 1.25 Live Deflection 0.019 4.88 0.325 6 - Total Deflection 0.041 4.88 0.488 8 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 13 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Trellis 67.5PLF =6.75 x (10+10)/2 @ 0' to 12' SELF WEIGHT 7.59PLF From 0' to 12' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 248 0 203 0 0 0 0 0 451/0 2 248 0 203 0 0 0 0 0 451/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1352 6 5615 24 1.25 Shear (lbs)394 12 4856 8 1.25 Live Deflection 0.043 6 0.4 11 - Total Deflection 0.095 6 0.6 16 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 13 1430 E Edinger Ave 3/27/2025 Be am ID: 14 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 7.25' to 22.25' POINT supp#2 of Beam 12 @ 0ft, (D=202 Lr=165) SELF WEIGHT 7.59PLF From 0' to 22.25' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 649 0 544 0 0 0 0 0 1193/0 2 171 0 220 0 0 0 0 0 392/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2853 7.25 5615 51 1.25 Shear (lbs)714 7.25 4856 15 1.25 Live Deflection 0.109 0 0.483 23 - Total Deflection 0.344 0 0.725 47 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 15 Section type:Douglas Fir-Larch No.1 Section name:6x10 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 7.25' to 22.25' POINT supp#1 of Beam 12 @ 0ft, (D=202 Lr=165) POINT supp#2 of Beam 13 @ 0ft, (D=248 Lr=203) SELF WEIGHT 12.25PLF From 0' to 22.25' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1094 0 844 0 0 0 0 0 1938/0 2 78 0 123 0 0 0 0 0 201/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)6242 7.25 11634 54 1.25 Shear (lbs)975 7.25 7402 13 1.25 Live Deflection 0.281 0 0.483 58 - Total Deflection 0.688 0 0.725 95 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 14 1430 E Edinger Ave 3/27/2025 Be am ID: 16 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 113.75PLF =6.5 x (15+20)/2 @ 7.25' to 21.75' POINT supp#1 of Beam 13 @ 0ft, (D=248 Lr=203) SELF WEIGHT 7.59PLF From 0' to 21.75' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 849 0 775 0 0 0 0 0 1624/0 2 271 0 370 0 0 0 0 0 641/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)3466 7.25 5615 62 1.25 Shear (lbs)1024 7.25 4856 21 1.25 Live Deflection 0.087 15.37 0.483 18 - Total Deflection 0.325 0 0.725 45 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 17 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 0' to 7' POINT supp#2 of Beam 16 @ 5,.25ft, (D=271 Lr=370) SELF WEIGHT 7.59PLF From 0' to 7' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 199 0 233 0 0 0 0 0 432/0 2 335 0 418 0 0 0 0 0 752/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1197 5.25 5615 21 1.25 Shear (lbs)694 7 4856 14 1.25 Live Deflection 0.014 3.71 0.233 6 - Total Deflection 0.026 3.71 0.35 7 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 15 1430 E Edinger Ave 3/27/2025 Be am ID: 18 Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 6.75 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 205.625PLF =11.75 x (15+20)/2 @ 0' to 6.75' SELF WEIGHT 9.67PLF From 0' to 6.75' Factors: Ct = 1 Cm = 1 CL = 0.99 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 330 0 397 0 0 0 0 0 727/0 2 330 0 397 0 0 0 0 0 727/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1226 3.38 7214 17 1.25 Shear (lbs)590 0 5844 10 1.25 Live Deflection 0.018 3.38 0.225 8 - Total Deflection 0.033 3.38 0.338 10 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 19 Section type:Ve rsa Lam 3100 Section name:5 1/4x11 1/4 Fb(+)/Fb(-) (psi): 3100/3100 Fv (psi): 285 E (psi): 2000000 Lu (ft): 22.5 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 223.125PLF =12.75 x (15+20)/2 @ 0' to 22.5' SELF WEIGHT 13.85PLF From 0' to 22.5' Factors: Ct = 1 Cm = 1 CL = 0.98 Cr = 1 Cv = 1.01 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1232 0 1434 0 0 0 0 0 2666/0 2 1232 0 1434 0 0 0 0 0 2666/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)14996 11.25 34939 43 1.25 Shear (lbs)2666 22.5 14027 19 1.25 Live Deflection 0.590 11.25 0.75 79 - Total Deflection 1.097 11.25 1.125 98 - *Load combination with Over Strength Factor Ω = 2.5 is always considered but may not be a governing load case! Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 16 1430 E Edinger Ave 3/27/2025 Be am ID: 20 Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 135.625PLF =7.75 x (15+20)/2 @ 0' to 5.5' SELF WEIGHT 7.09PLF From 0' to 5.5' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 179 0 213 0 0 0 0 0 392/0 2 179 0 213 0 0 0 0 0 392/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)540 2.75 3899 14 1.25 Shear (lbs)325 5.5 4285 8 1.25 Live Deflection 0.013 2.75 0.183 7 - Total Deflection 0.024 2.75 0.275 9 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: GT-21 Truss De signe d by Othe rs Applie d Loads: Load_Roof 306.25~0PLF =17.5~0 x (15+20)/2 @ 0' to 14' SELF WEIGHT 30PLF From 0' to 14' Re actions:Supp. #1 Supp. #2 Down (D+Lr+L/Max. Load Comb.)1041/1041 1523/1523 Up (D+Lr+L/Max. Load Comb.)0/0 0/0 vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 17 1430 E Edinger Ave 3/27/2025 Be am ID: 22 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 275.625PLF =15.75 x (15+20)/2 @ 0' to 2.25' Load_Roof 70PLF =4 x (15+20)/2 @ 2.25' to 9.5' POINT supp#1 of Beam GT-21 @ 2.25ft, (D=488 Lr=552) SELF WEIGHT 9.67PLF From 0' to 9.5' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 736 0 845 0 0 0 0 0 1581/0 2 328 0 352 0 0 0 0 0 680/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2834 2.25 7251 39 1.25 Shear (lbs)1402 0 5844 24 1.25 Live Deflection 0.069 4.37 0.317 22 - Total Deflection 0.132 4.37 0.475 28 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 23 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 196.875~122.5PLF =11.25~7 x (15+20)/2 @ 0' to 4.75' Load_Roof 70PLF =4 x (15+20)/2 @ 4.75' to 5.75' POINT supp#2 of Beam GT-21 @ 4.75ft, (D=850 Lr=673) SELF WEIGHT 9.67PLF From 0' to 5.75' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 380 0 389 0 0 0 0 0 768/0 2 881 0 757 0 0 0 0 0 1639/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1604 4.49 7251 22 1.25 Shear (lbs)1587 5.75 5844 27 1.25 Live Deflection 0.014 3.05 0.192 7 - Total Deflection 0.030 3.1 0.288 10 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 18 1430 E Edinger Ave 3/27/2025 Be am ID: 24 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 87.5~205.625PLF =5~11.75 x (15+20)/2 @ 0' to 6.5' POINT supp#2 of Beam 23 @ 0ft, (D=881 Lr=757) SELF WEIGHT 9.67PLF From 0' to 6.5' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1574 0 1434 0 0 0 0 0 3008/0 2 -221 0 -133 0 0 0 0 0 -221/-354 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)3496 2 7251 48 1.25 Shear (lbs)1791 2 5844 31 1.25 Live Deflection 0.035 0 0.133 26 - Total Deflection 0.077 0 0.2 39 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 25 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 7 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 463.75PLF =26.5 x (15+20)/2 @ 0' to 7' SELF WEIGHT 9.67PLF From 0' to 7' Factors: Ct = 1 Cm = 1 CL = 0.99 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 729 0 928 0 0 0 0 0 1657/0 2 729 0 928 0 0 0 0 0 1657/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2900 3.5 7213 40 1.25 Shear (lbs)1348 0 5844 23 1.25 Live Deflection 0.046 3.5 0.233 20 - Total Deflection 0.083 3.5 0.35 24 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 19 1430 E Edinger Ave 3/27/2025 Be am ID: SB1 Section type:HSS-Re ct, Fy = 46 ksi Section name:HSS10X5X3/8 E (ksi):29000 Width (in):5 Depth (in):10 Applie d Loads: Load_Roof 245PLF =14 x (15+20)/2 @ 0' to 22.25' Load_Trellis 67.5PLF =6.75 x (10+10)/2 @ 0' to 22.25' POINT supp#1 of Beam 15 @ 12ft, (D=1094 Lr=844) SELF WEIGHT 35.1PLF From 0' to 22.25' Point Load Location Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 2438 0 2322 0 0 0 0 0 4760/0 2 2524 0 2388 0 0 0 0 0 4913/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%) Moment (lbs-ft)32093 12 69780 46 Shear (lbs)4913 0 103468 5 Live Deflection 0.371 11.12 0.742 50 Total Deflection 0.770 11.12 1.112 69 *Load combination with Over Strength Factor Ω = 2.5 is always considered but may not be a governing load case! Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 20 1430 E Edinger Ave 3/27/2025 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM SB1 (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Minor Axis Bending Completely Unbraced Load Resistance Factor Design Fy : Steel Yield :46.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : W = 0.1280 k/ft, Tributary Width = 1.0 ft, (WIND OUT OF PLAN) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.120 : 1 Load Combination W Only Span # where maximum occurs Span # 1 1.408 k Mn * Phi : Allowable 64.515 k-ft Vn * Phi : Allowable HSS10x5x3/8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination W Only 68.538 k Section used for this span HSS10x5x3/8 Mu : Applied Maximum Shear Stress Ratio =0.021 : 1 0.000 ft 7.744 k-ft Vu : Applied 0 <360 764 Ratio =0 <240.0 Maximum Deflection Max Downward Transient Deflection 0.575 in 458Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.345 in Ratio =>=240. Max Upward Total Deflection 0.000 in Span: 1 : W Only Span: 1 : +0.60W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios M V max Mu -max Mu +Rm VnyMu Max Phi*Mny Cb VuMaxMny Phi*VnySegment Length Dsgn. L = 22.00 ft 1 0.000 71.68 64.52 1.00 1.00 -0.00 76.15 68.54 +0.50W Dsgn. L = 22.00 ft 1 0.060 0.010 3.87 3.87 71.68 64.52 1.14 1.00 0.70 76.15 68.54 W Only Dsgn. L = 22.00 ft 1 0.120 0.021 7.74 7.74 71.68 64.52 1.14 1.00 1.41 76.15 68.54 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections W Only 1 0.5756 11.063 0.0000 0.000 Location in SpanSpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +0.60W 1 0.3454 11.063 0.0000 0.000 +0.450W 1 0.2590 11.063 0.0000 0.000 W Only 1 0.5756 11.063 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.408 1.408 Max Upward from Load Combinations 0.845 0.845 Max Upward from Load Cases 1.408 1.408 +0.60W 0.845 0.845 21 1430 E Edinger Ave 3/27/2025 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM SB1 (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +0.450W 0.634 0.634 W Only 1.408 1.408 .Steel Section Properties :HSS10x5x3/8 R xx = 2.050 in Depth =10.000 in R yy = 3.530 in Zy =18.700 in^3 J =100.000 in^4 Width =5.000 in Wall Thick = 0.349 in Zx =30.400 in^3 Area = 9.670 in^2 Weight =35.130 plf I xx =120.00 in^4 S xx = 24.10 in^3 Cw =31.20 in^6 I yy =40.600 in^4 C =0.000 in^3 S yy =16.200 in^3 Ycg =5.000 in . 22 1430 E Edinger Ave 3/27/2025 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM SB1 (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: 23 1430 E Edinger Ave 3/27/2025 Steel Column LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:HSS COLUMN (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: .Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 9Overall Column Height Top & Bottom FixityLoad Resistance Factor Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x1/4 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 140.580 lbs * Dead Load Factor AXIAL LOADS . . . SP BM16 (#1): Axial Load at 9.0 ft, D = 0.8490, LR = 0.7750 k SP SB1 (#1): Axial Load at 9.0 ft, D = 2.438, LR = 2.322 k BENDING LOADS . . . WIND LOAD: Lat. Uniform Load creating Mx-x, E = 0.3410 k/ft .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.1478 Location of max.above base 4.530 ft 4.696 k 144.208 k 3.452 k-ft Load Combination +1.370D+E Load Combination 0.0 26.255 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.0 k 0.0 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k Pu 0.9 * Pn Mu-x Vu : Applied Vn * Phi : Allowable 0.9 * Mn-x : 0.9 * Mn-y : Mu-y 26.255 k-ft 0.0 k-ft Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 1.535 k Bottom along Y-Y 1.535 k Maximum Load Deflections . . . Along Y-Y 0.1097 in at 4.530 ft above base for load combination :E Only Along X-X 0.0 in at 0.0 ft above base for load combination : 0.0 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Ry KyLy/Rx . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance .Steel Section Properties :HSS5x5x1/4 Steel Section Properties :HSS5x5x1/4 24 1430 E Edinger Ave 3/27/2025 Steel Column LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:HSS COLUMN (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:TOM'S JR Engineer:A.T. Project ID:23033 Project Descr: R xx = 1.930 in Depth =5.000 in R yy = 1.930 in J =25.800 in^4 Width =5.000 in Wall Thick = 0.250 in Zx =7.610 in^3 Area = 4.300 in^2 Weight =15.620 plf I xx =16.00 in^4 S xx =6.41 in^3Design Thick =0.233 in I yy =16.000 in^4 C =10.500 in^3 S yy =6.410 in^3 Ycg =0.000 in Sketches 25 1430 E Edinger Ave 3/27/2025 HALLWAY RESTROOM ALL GENDER FREEZER W.I.C. RESTROOM ALL GENDER SERVICE AREA FOOD PREP/DISH WASH SECONDARY ENTRANCE DRY STORAGE OFFICE WAITING AREA CLOSET PICK UP WINDOW TRASH EXIT EXIT TABLE SEATING BURNER RESTAURANT STEAMER GAS RANGE SERVICE AREA COOKING LINE FOOD PREP/DISH WASH SODA/CO2 S.S. REF PREP TABLE W/ SHELVES BELOW SS. TABLE REFRIGERATED BASE ELECTRICAL ROOF SHEARWALL LAYOUT Company : Project : Job No.:23033 Plan : Designed : Checked : Date : 09/19/2023 Client : 1 2 3 A B C D D1 26 1430 E Edinger Ave 3/27/2025 SECTION D1 – DIRECTION X Bui l di ng Di m ensi on (ft):B = 58.75 L = 56 M ean Hei ght = 19 Base Hei ght = 0.5 Sec ti on Di m ensi on (ft):Wi dth = 58.75 Depth = 56 Wi nd Hei ght = 17 Base Hei ght = 0.5 Pl ate Hei ght:ROOF = 10' WIND LOAD: L/B =56/58.75=0.95, Wi ndward Wal l Cpw = 0.8, Leeward Wal l Cpl = -0.5, qh = 17.95 PSF Wal l (LW) P = GCplqh = 7.63 PLF WIND HEIGHT (FT ):15 20 25 30 40 50 qz=0.00256KzKztKdV2 17.05 18.05 18.85 19.65 20.86 21.86 Wal l (WW) P = GCpwqz 11.59 12.27 12.82 13.36 14.18 14.86 Wal l P = GCpwqz+GCplqh 19.22 19.9 20.45 20.99 21.81 22.49 ROOF ELEM ENT WDi r+WDi r-OWDi r+OWDi r- Parapet W=58.75' WW Parapet W=58.75' LW 188.46 125.64 188.46 125.64 125.64 188.46 125.64 188.46 D1X_ROOF = 244.28 = 0.6 x 407.13 PLF M AX T OT AL = 244.28 PLF SEISMIC LOAD:V = 0.0915W W_ROOF: Load_Roof (DL)= 15 x 2669 / 58.75 = 681.45 Load_Roof (DL)= 45 x 385.5 / 58.75 = 295.28 Wal l _Ex (DL)= 17 x 80 x (10/2) / 58.75 = 115.74 Wal l _In (DL)= 10 x 70 x (10/2) / 58.75 = 59.57 Cs*W = 0.0915 x (681.45 + 295.28 + 115.74 + 59.57)= 105.41 T OT AL SEISM IC LOAD 105.41 = 105.41 PLF Story Wx (PLF)Hx (ft) Wxxhx /su m (Wixh i) Fx (PLF) Sum (Fi)Sum (Wi)Fpx(PL F) Fpx M i n Fpx M ax Fpx Desi g n D1X_ROOF 1152.04 10 1 105.41 105.41 1152.04 105.41 139.89 279.78 139.89 DIAPHRAGM DESIGN: Story Wi dth (ft) Depth (ft) Sei sm i c Wi nd Di aphra g m ChordShear (p l f)Ch o rd (l b )Sh e a r (pl f)Chord (l b) D1X_ROOF 58.75 56 7 3 .4 1077.8 1 2 8 .1 1882 15/32 Sheathi ng and Si ngl e-Fl oor Unbl oc ked w/8d COM M ON NAILS at 6”, 6 ”, 12” O.C. (Shear Ca p a c i ty: E=2 4 0 /W=3 3 5 ) (16 ) 16d si nker per top pl ate spl i c e SECTION D1 – DIRECTION Y Bui l di ng Di m ensi on (ft):B = 56 L = 58.75 M ean Hei ght = 19 Base Hei ght = 0.5 Sec ti on Di m ensi on (ft):Wi dth = 56 Depth = 58.75 Wi nd Hei ght = 17 Base Hei ght = 0.5 Pl ate Hei ght:ROOF = 10' WIND LOAD: L/B =58.75/56=1.05, Wi ndward Wal l Cpw = 0.8, Leeward Wal l Cpl = -0.49, qh = 17.95 PSF Wal l (LW) P = GCplqh = 7.48 PLF WIND HEIGHT (FT ):15 20 25 30 40 50 qz=0.00256KzKztKdV2 17.05 18.05 18.85 19.65 20.86 21.86 Wal l (WW) P = GCpwqz 11.59 12.27 12.82 13.36 14.18 14.86 Wal l P = GCpwqz+GCplqh 19.07 19.75 20.3 20.84 21.66 22.34 ROOF ELEM ENT WDi r+WDi r-OWDi r+OWDi r- Parapet W=56' LW Parapet W=56' WW 125.64 188.46 125.64 188.46 188.46 125.64 188.46 125.64 D1Y_ROOF = 243.83 = 0.6 x 406.38 PLF M AX T OT AL = 243.83 PLF SEISMIC LOAD:V = 0.0915W W_ROOF: Load_Roof (DL)= 15 x 2669 / 56 = 714.91 Load_Roof (DL)= 45 x 385.5 / 56 = 309.78 Wal l _Ex (DL)= 17 x 60 x (10/2) / 56 = 91.07 Wal l _In (DL)= 10 x 90 x (10/2) / 56 = 80.36 Cs*W = 0.0915 x (714.91 + 309.78 + 91.07 + 80.36)= 109.44 T OT AL SEISM IC LOAD = 109.44 = 109.44 PLF Story Wx (PLF)Hx (ft) Wxxhx /su m (Wixh i) Fx (PLF) Sum (Fi)Sum (Wi)Fpx(PL F) Fpx M i n Fpx M ax Fpx Desi g n D1Y_ROOF 1196.12 10 1 109.44 109.44 1196.12 109.44 145.24 290.49 145.24 DIAPHRAGM DESIGN: Story Wi dth (ft) Depth (ft) Sei sm i c Wi nd Di aphra g m ChordShear (p l f)Ch o rd (l b )Sh e a r (pl f)Chord (l b) D1Y_ROOF 5 6 58.7 5 6 9 .2 969.1 1 1 6 .2 1626.9 15/32 Sheathi ng and Si ngl e-Fl oor Unbl oc ked w/8d COM M ON NAILS at 6”, 6 ”, 12” O.C. (Shear Ca p a c i ty: E=1 8 0 /W=2 5 2 ) (16 ) 16d si nker per top pl ate spl i c e vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 09/19/2023 Client 0 TIC Structure Design 2023 27 1430 E Edinger Ave 3/27/2025 SHEARWALL AND HARDWARE SCHEDULES (De sign Code : 2022 CBC) A. SHEARWALL SCHEDULE Pane l Type She athing Edge Nail Fie ld Nail Se ismic Allowable (plf) Wind Allowable (plf)Sole Plate Nailing She ar Clip M udsill Anchors Ga (k/in)2x Mudsill 3x Mudsill SW1 3/8" Sheathing 8d @ 6 8d @ 12 260 364 16d Nails @ 6 A35 @ 24 5/8 x 10 @48 -13 SW2 3/8" Sheathing 8d @ 4 8d @ 12 380 532 16d Nails @ 4 A35 @ 16 5/8 x 10 @ 42 -19 SW3 3/8" Sheathing 8d @ 3 8d @ 12 490 686 16d Nails @ 3 A35 @ 8 5/8 x 10 @ 36 -25 SW4 3/8" Sheathing 8d @ 2 8d @ 12 640 896 16d Nails @ 2 A35 @ 8 5/8 x 10 @ 24 -39 SW5 15/32" Structural I 10d @ 2 10d @ 12 800 1120 (2) Rows Stagg, 16d Nails @ 3 A35 @ 6 5/8 x 10 @18 -51 SW3D 3/8" Sheathing 8d @ 3 8d @ 12 980 1372 SDS1/4x6 @ 4 (Both Sides)A35 @ 8 -5/8 x 12 @ 22 50 SW4D 3/8" Sheathing 8d @ 2 8d @ 12 1280 1792 SDS1/4x6 @ 3 (Both Sides)A35 @ 8 -5/8 x 12 @ 16 78 SW5D 15/32" Structural I 10d @ 2 10d @ 12 1600 2241 SDS1/4x6 @ 2 (Both Sides)A35 @ 6 -5/8 x 12 @8 102 B. HOLDOWN SCHEDULE Holdown M in. Post Conne ctors Anchor Bolt Allowable (lbs)Displace me nt all da (in)Re marks STHD10@corner 4X4 28-16d N/A 2940 0.146 HD1 STHD10 4X4 28-16d N/A 3400 0.146 HD1 STHD14 4X4 38-16d N/A 3815 0.164 HD2 HTT5 4X4 26-10d 5/8"4350 0.12 HD3 HDU8 4X6 20-SDS1/4x2 1/2 7/8"7870 0.113 HD4 HDU11 4X8 30-SDS1/4x2 1/2 1"11175 0.137 HD5 HDU14 4X8 36-SDS1/4x2 1/2 1"14375 0.177 HD6 HD19 6X8 5-THR. BOLTS 1"1 1/4"19360 0.18 HD7 C. HOLDOWN STRAP SCHEDULE Strap M in. Post Conne ctors Allowable (lbs)Displace me nt all da (in)Re marks CS16 2X4 22-10d 1705 0.026 A (2)CS16 2-2X4 22-10d 3410 0.026 B (2)CS14 2-2X4 30-10d 4980 0.031 C CMST14 4X4 80-16d 6490 0.052 D (3)CS14 3-2X4 30-10d 7470 0.031 C* CMST12 4X6 104-16d 9200 0.069 E (2)CMST14 4X8 80-16d 12980 0.052 F (2)CMST12 6X8 104-16d 18400 0.069 G D. PLATE SPLICE STRAP SCHEDULE Straps Alt. Nails pe r top plate splice Allowable Te nsion Loads Re marksTypeGaFasteners Simpson ST22 16 18-16d 10-16d sinker 1420 A Simpson ST6224 16 28-16d 16-16d sinker 2540 B Simpson ST6236 14 40-16d 22-16d sinker 3845 C Simpson MST37 12 42-16d 24-16d sinker 5080 D Simpson MSTC52 16 62-16d 32-16d sinker 5649 E Simpson MST60 10 68-16d 36-16d sinker 6730 F Simpson CMST12x72"12 74-16d 42-16d sinker 9215 G vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 28 1430 E Edinger Ave 3/27/2025 OVERTURNING LOAD COMBINATIONS (De sign Code : 2022 CBC) ULIFT DOWN 1. 0.6D - 0.6W 1. D + 0.6W 2. (0.6 - 0.14Sds)D - 0.7ρE 2. D + 0.75(L + Lr + 0.6W) 3. D + 0.75(L + S + 0.6W) 4. (1+0.105Sds)D + 0.75(L + S + 0.7ρE) 5. (1+0.14Sds)D + 0.7ρE vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 29 1430 E Edinger Ave 3/27/2025 SW_LINE A 1st Floor Passe d Exterior Wall Drection X Location:(7.41, -0.20) Loads SECTION D1X_ROOF: W=1588 LB, E=685 LB (13ft) Wall Self-Weight Seismic = 237 LB Strap She arwall De sign USE TYPE: SW1 Total Length (ft): 43.00 Total panel Length (ft): 9.04 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 3.67 10.00 2.72 176 102 260 331 236 SW1 B 5.37 10.00 1.86 176 102 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 312 226 0 0 0 2007 1166 312 226 0 0 0 1908 1108 B 456 226 0 0 0 1857 1079 456 226 0 0 0 1857 1079 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 3.67 10.00 1820 2233 HTT5/6X6 0.42/0.12 1721 2134 HTT5/4X6 0.40/0.18 1.567 2.400 B 5.37 10.00 1584 2084 HTT5/4X6 0.36/0.17 1584 2084 HTT5/4X6 0.36/0.17 1.260 2.400 vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 30 1430 E Edinger Ave 3/27/2025 SW_LINE B 1st Floor Passe d Interior Wall Drection X Location:(21.84, 6.05) Loads SECTION D1X_ROOF: W=4702 LB, E=2029 LB (38.5ft) Wall Self-Weight Seismic = 116 LB Strap She arwall De sign USE TYPE: SW1 Total Length (ft): 47.00 Total panel Length (ft): 20.16 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 10.33 10.00 0.97 233 106 260 364 260 SW1 B 9.83 10.00 1.02 233 106 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 516 133 0 0 0 2400 1095 516 133 0 0 0 2400 1095 B 491 133 0 0 0 2404 1097 491 133 0 0 0 2404 1097 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 10.33 10.00 2090 2533 HTT5/4X6 0.48/0.21 2090 2533 HTT5/4X6 0.48/0.21 1.350 2.400 B 9.83 10.00 2109 2537 HTT5/4X6 0.48/0.21 2109 2537 HTT5/4X6 0.48/0.21 1.371 2.400 vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 31 1430 E Edinger Ave 3/27/2025 SW_LINE C 1st Floor Passe d Interior Wall Drection X Location:(21.84, 39.40) Loads SECTION D1X_ROOF: W=5374 LB, E=2319 LB (44ft) Wall Self-Weight Seismic = 138 LB Strap She arwall De sign USE TYPE: SW1 Total Length (ft): 55.00 Total panel Length (ft): 16.00 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 16.00 10.00 0.63 336 154 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 800 133 0 0 0 3458 1581 800 133 0 0 0 3421 1564 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 16.00 10.00 2978 3591 HTT5/6X6 0.68/0.19 2941 3554 HTT5/4X6 0.68/0.30 1.761 2.400 vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 32 1430 E Edinger Ave 3/27/2025 SW_LINE D 1st Floor Passe d Exterior Wall Drection X Location:(7.41, 50.97) Loads SECTION D1X_ROOF: W=2321 LB, E=1001 LB (19ft) Wall Self-Weight Seismic = 224 LB Strap Drag Force (LB) She arwall De sign USE TYPE: SW1 Total Length (ft): 36.00 Total panel Length (ft): 12.00 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 12.00 10.00 0.83 193 102 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 1020 226 0 0 0 1982 1046 1020 226 0 0 0 1982 1046 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 12.00 10.00 1370 2208 HTT5/4X6 0.31/0.18 1370 2208 HTT5/4X6 0.31/0.18 1.033 2.400 vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 33 1430 E Edinger Ave 3/27/2025 SW_LINE 1 1st Floor Passe d Exterior Wall Drection Y Location:(7.41, -0.20) Loads SECTION D1Y_ROOF: W=3231 LB, E=1450 LB (26.5ft) Wall Self-Weight Seismic = 300 LB Strap She arwall De sign USE TYPE: SW1 Total Length (ft): 52.00 Total panel Length (ft): 18.96 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 5.50 10.00 1.82 170 92 260 364 260 SW1 B 5.46 10.00 1.83 170 92 260 364 260 SW1 C 4.00 10.00 2.50 170 92 260 341 244 SW1 D 4.00 10.00 2.50 170 92 260 341 244 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 468 226 0 0 0 1859 1007 468 226 0 0 0 1799 975 B 464 226 0 0 0 1800 975 464 226 0 0 0 1800 975 C 340 226 0 0 0 1838 996 340 226 0 0 0 1838 996 D 340 226 0 0 0 1838 996 340 226 0 0 0 1838 996 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 5.50 10.00 1578 2085 HTT5/6X6 0.36/0.11 1519 2026 HTT5/4X6 0.35/0.17 1.206 2.400 B 5.46 10.00 1522 2026 STHD10@corner/4X6 0.52/0.17 1522 2026 STHD10@corner/4X6 0.52/0.17 1.555 2.400 C 4.00 10.00 1634 2064 STHD10@corner/4X6 0.56/0.17 1634 2064 STHD10@corner/4X6 0.56/0.17 1.932 2.400 D 4.00 10.00 1634 2064 STHD10@corner/4X6 0.56/0.17 1634 2064 STHD10@corner/4X6 0.56/0.17 1.932 2.400 vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 34 1430 E Edinger Ave 3/27/2025 SW_LINE 2 1st Floor Passe d Interior Wall Drection Y Location:(81.22, 1.30) Loads SECTION D1Y_ROOF: W=6035 LB, E=2709 LB (49.5ft) Wall Self-Weight Seismic = 165 LB Strap Drag Force (LB) She arwall De sign USE TYPE: SW1 Total Length (ft): 55.00 Total panel Length (ft): 24.00 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 24.00 10.00 0.42 251 120 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 1200 133 0 0 0 2545 1212 1200 133 0 0 0 2545 1212 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 24.00 10.00 1825 2678 HTT5/4X6 0.42/0.22 1825 2678 HTT5/4X6 0.42/0.22 1.216 2.400 vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 35 1430 E Edinger Ave 3/27/2025 SW_LINE 3 1st Floor Passe d Exterior Wall Drection Y Location:(56.50, 1.66) Loads SECTION D1Y_ROOF: W=4267 LB, E=1915 LB (35ft) Wall Self-Weight Seismic = 411 LB Strap Drag Force (LB) She arwall De sign USE TYPE: SW1 Total Length (ft): 56.00 Total panel Length (ft): 33.25 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 19.75 10.00 0.51 128 70 260 364 260 SW1 B 13.50 10.00 0.74 128 70 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 1679 226 0 0 0 1303 710 1679 226 0 0 0 1303 710 B 1148 226 0 0 0 1312 715 1148 226 0 0 0 1312 715 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 19.75 10.00 295 1529 STHD10@corner/4X6 0.10/0.13 295 1529 STHD10@corner/4X6 0.10/0.13 0.604 2.400 B 13.50 10.00 623 1538 STHD10@corner/4X6 0.21/0.13 623 1538 STHD10@corner/4X6 0.21/0.13 0.695 2.400 vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 36 1430 E Edinger Ave 3/27/2025 vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 09/29/2023 Client 0 TIC Structure Design 2023 ORTHOGONAL DIRECTION CHECK • CORNER OF GRID A AND GRID 1 Uplift @Grid A = 1820# Uplift @Grid 1 = 1578# Sum Uplift at corner: 1820 + 0.33x1578 = 2341# < HTT5 Capacity = 4350# (OK) • CORNER OF GRID C AND GRID 2 Uplift @Grid C = 2978# Uplift @Grid 2 = 1825# Sum Uplift at corner: 2978 + 0.33x1825 = 3580# < HTT5 Capacity = 4350# (OK) 37 1430 E Edinger Ave 3/27/2025 Weight of Pad POINT Weight of Footing Weight of Pad POINT POINT Wall_Ex Weight of Pad POINT POINT Footing/Pad ID: 1 SUPPORT FOR BEAM 8 Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in Loads: 1875.00 LB = 150 x 2.50' x 2.50' x 2.00' From Support 2 of Beam 8 (5039LB) Design Pad: Total Point Load (Ptotal) = 6914 LB S = 3.5 + 2 x (24 + 6 ) = 63.50 in Width = 12 in Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 7937.50 LB Allowable Point Load on Footing: Pallow= Pcap - (Wtotalx S) / 12 =7937.50 LB Required Pad Area = Ptotal/SB = 6913.51291030235/1500 = 4.61 Ft2 USE 2'-6" SQ x 24" DEEP PAD with (4) #4 @ Bottom, E.W. Footing/Pad ID: 2 SUPPORT FOR SB1 (#1) Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in Loads: 300.00 PLF = 150 x 1.00' x 2.00' 1875.00 LB = 150 x 2.50' x 2.50' x 2.00' From Support 1 of Beam SB1 (4760LB) From Support 1 of Beam 16 (1624LB) 136PLF =8 x 17 Design Footing: Total Weight: Wtotal = 436 PLF Footing Width Required: Bf = Wtotal / SB = 436/1500 x 12 = 3.49 in USE 12" WIDE X 24" DEEP Continuous Footing with #4 Cont. @ T & B (U.N.O) Design Pad: Total Point Load (Ptotal) = 8259 LB S = 3.5 + 2 x (24 + 6 ) = 63.50 in Width = 12 in Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 7937.50 LB Allowable Point Load on Footing: Pallow= Pcap - (Wtotalx S) / 12 =5630.33 LB Required Pad Area = Ptotal/SB = 8259.3659106178/1500 = 5.51 Ft2 USE 2'-6" SQ x 24" DEEP PAD with (4) #4 @ Bottom, E.W. Footing/Pad ID: 3 SUPPORT FOR SB1 (#2) Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in Loads: 1875.00 LB = 150 x 2.50' x 2.50' x 2.00' From Support 2 of Beam SB1 (4913LB) From Support 1 of Beam 14 (1193LB) Design Pad: Total Point Load (Ptotal) = 7981 LB S = 3.5 + 2 x (24 + 6 ) = 63.50 in Width = 12 in Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 7937.50 LB Allowable Point Load on Footing: Pallow= Pcap - (Wtotalx S) / 12 =7937.50 LB Required Pad Area = Ptotal/SB = 7980.76403746186/1500 = 5.32 Ft2 USE 2'-6" SQ x 24" DEEP PAD with (4) #4 @ Bottom, E.W. vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Tom's Jr Job No.23033 Plan : : : : Designed Checked Date 10/04/2023 Client 0 TIC Structure Design 2023 38 1430 E Edinger Ave 3/27/2025 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:1/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: SIMPSON Anchor Design Location: uplift @ SW line 1 (#2) Fastening description: Detail 8/SD1.0 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 10.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (inch): 11.38 cac (inch): 22.57 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Uncracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 5.50 x 12.00 x 0.50 Recommended Anchor Anchor Name: SET-3G - SET-3G w/ 5/8"Ø F1554 Gr. 36 Code Report: ICC-ES ESR-4057 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 39 1430 E Edinger Ave 3/27/2025 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:2/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: Yes Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 3000 Vuax [lb]: 0 Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 40 1430 E Edinger Ave 3/27/2025 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:3/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 41 1430 E Edinger Ave 3/27/2025 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:4/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 1500.01 0.0 0.00.0 1500.02 0.0 0.00.0 0.0 0.0Sum3000.0 0.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3000 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)f fNsa (lb) 13110 0.75 9833 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kclaÖf’chef1.5 (Eq. 17.4.2.2a) kc la f’c (psi)hef (in)Nb (lb) 24.0 1.00 2500 8.000 27153 fNcbg =f (ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2)ANco (in2)ca,min (in)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f fNcbg (lb) 564.00 576.00 7.25 1.000 0.881 1.00 0.665 27153 0.65 10122 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) tk,uncr = tk,uncrfshort-termKsat(f’c / 2,500)n tk,uncr (psi)fshort-term Ksat f’c (psi)n tk,uncr (psi) 2162 1.00 1.00 2500 0.35 2162 Nba = l atuncrpdahef (Eq. 17.4.5.2) l a tuncr (psi)da (in)hef (in)Nba (lb) 1.00 2162 0.63 10.000 42451 fNag = f (ANa / ANa0)Yec,NaYed,NaYcp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1b) ANa (in2)ANa0 (in2)cNa (in)ca,min (in)Yec,Na Yed,Na Ycp,Na Nba(lb)f fNag (lb) 411.82 307.10 8.76 7.25 1.000 0.948 0.388 42451 0.65 13622 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 42 1430 E Edinger Ave 3/27/2025 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:5/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 1500 9833 0.15 Pass Concrete breakout 3000 10122 0.30 Pass (Governs) Adhesive 3000 13622 0.22 Pass SET-3G w/ 5/8"Ø F1554 Gr. 36 with hef = 10.000 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 43 1430 E Edinger Ave 3/27/2025 ESR#1988 TRUSS PLACEMENT PLAN & CALCULATIONS BFS Project No: PROJECT: PLAN: LOCATION: DEVELOPER: 4915 Berg Street North Las Vegas, NV 89081 (702) 657-1889 Package Date: Pacific Region Truss Component Facilities 300 N. American St. Shafter, CA 93263 (661)535-6375 2800 Tully Rd. Hughson, CA 95326 (209)883-8000 6255 Range Road Las Vegas, NV 89115 (702) 636-5588 23665 Cajalco Rd. Perris, CA 92570 (951)350-4480 1140 Commerce Way Sanger, CA 93657 (559)876-3630 45-491 Golf Center Pkwy Indio, CA 92201 (760)347-3332 NorCal: SoCal: Nevada: Designer: Email: Revision Date: 141 Vultee Street 1430 E Edinger Ave 3/27/2025 2 4 " O . C 24" O.C 24" O.C DRAG 4750# DRAG 5400# DR A G 1 7 5 0 # DRAG 5400# SIMPSON STC QTY TOM'S JR RESTAURANT HARDWARE LIST 87 pa d n e a m 1 " 1 / 4 pad neam 1"1/4 SB1 ID 0-4-12 2X4X22 7/16" STD 72 BLOCK LIST LOW END HEIGHT 2X 22 7/16" SHPD 25 -- QTY PITCH BK4 DESCRIPTION 1/4 SB2 1-0-122X 22 7/16" SHPD 15 1/4 SB3 1-2-122X 22 7/16" SHPD 05 1/4 DRAG 5300# 0.25/12 0.25/12 0.25/12 0. 2 5 / 1 2 0. 2 5 / 1 2 KEF RTU RTU KEF MA U SP01 SP 4 0 SP 1 0 SP 3 9 S P 3 9 S P 3 8 S P 3 7 SP 4 4 S P 1 1 S P 4 3 S P 4 3 S P 4 2 S P 4 1 SP28 SP29SP21SP22SP23 SP24 SP91 SP92 SP93 SP94 SP95 SP12 SP25 SP26 SP27SP13 SP14 SP15 SP16 SP17 SP18 SP19 SP20 SP 5 4 SP 4 6 S P 4 6 S P 4 6 S P 4 6 S P 4 6 SP 5 2 SP 5 2 SP 0 8 SP 4 7 SP 8 9 S P 4 8 S P 4 8 S P 4 8 S P 4 8 S P 8 7 S P 4 8 S P 4 8 SP 0 7 SP 8 4 S P 8 5 S P 8 5 S P 8 5 S P 8 5 S P 8 6 S P 8 5 S P 8 5 S P 8 5 S P 8 5 SP72 SP73 SP74 SP75 SP76 SP77 SP60 SP61 SP62 SP63 SP78 SP79 SP80 SP81 SP68 SP69 SP70 SP71 SP82 SP60 SP61 SP62 SP63 SP64 SP65 SP66 SP67 SP68 SP69 SP70 SP71 SP36 SP35 SP3 4 S P 3 3 S P 32 S P 31 SP3 0 SP02 SP03 SP04 SP05 SP06 SP91 SP92 SP93 SP94 SP95 SP12 SP55 SP56 SP57 SP58 SP59 SP19 SP 5 1 SP 4 5 S P 5 0 SP 4 9 SP09 AA01 AA05 AA07 AA08 AA09 AC 1 1 AC 1 2 AC 1 3 AC 1 4 AC 1 5 AC 1 6 AC 1 7 AC 1 9 AC 2 0 AC 2 1 AC 2 2 AC 2 3 AC 0 7 AC 1 0 AC 0 3 AC 0 1 AC 0 2 AC 0 4 AC 0 5 AC 0 6 AC 0 8 AD05 AD0 4 AD03 AD02AD01 AD0 6 AD0 7 AD0 8 AD09 AE 1 2 AE 0 1 AE 0 2 AE 0 4 AE 0 5 AE 0 6 AE 0 7 AE 0 8 AE 1 0 AE 1 3 AE 1 4 AE 1 5 AE 1 6 AE 1 7 AE 1 8 AE 1 9 AE 2 0 AE 2 1 AE 2 2 AE 2 3 AE 2 4 AF 0 5 CG01AF 0 3 AF 0 4 AF06 AF07 AF08 AF09 AA04 AC 0 9 AE 1 1 AE 0 3 AE 0 9 AB01 AB04 AB05A AB06 AB02 AA08 AC 1 8 FL01 FL 0 1 FL 0 2 AA07 AB 0 3 ( 6 ) AG 0 1 ( 9 ) AA 0 2 ( 6 ) AA 0 3 ( 4 ) AA 0 6 ( 3 ) BK4 BK4 BK4 BK4BK4 SB1BK4 BK4 SB2 SB1 AB 0 5 ( 5 ) SB1 SB1 SB1 SB3 50-07-00 8-03 1-11-08 1-00-08 7-06 1-11-11 3-15 1-08-08 1-04-00 1- 0 4 - 0 0 1- 0 7 - 1 5 1- 0 1 - 0 9 1- 0 4 - 0 0 1- 0 7 - 1 0 1- 0 2 - 0 6 1- 0 8 - 0 0 11 - 0 9 1- 0 7 - 0 0 1- 0 4 - 0 0 1- 0 7 - 0 7 1- 0 4 - 1 4 1-10-03 1-02-15 1-00-04 5-06 1-08-06 11-00 1-03-00 1-05-00 1-10-08 1-07-00 1-11-07 1-04-11 7-06 1-07-08 4- 0 0 1- 0 8 - 0 0 1- 0 0 - 1 5 11 - 0 1 1- 0 3 - 0 7 2- 0 1 1-07-00 1-10-08 7-00 1-04-07 1-06-03 1-04-06 14-07-00 23-01-00 12-11-00 5-06-00 56-01-00 3- 0 6 - 0 0 12 - 0 6 - 0 8 11 - 0 7 - 0 8 22 - 0 5 - 0 8 5- 0 1 - 0 0 14-10-08 37-02-00 8- 1 0 - 0 8 7-00-00 14-05-00 28-08-00 6-00-00 51 - 0 8 - 0 8 6-00 3- 0 0 - 0 0 56-01-00 55 - 0 2 - 0 8 1-10-08 1-04-14 49-01-00 10 - 0 2 - 0 8 34-08-00 21-10-08 5-11-08 16 - 0 0 - 0 8 12 - 0 0 - 0 8 16 - 0 0 - 0 8 Framer is responsible for accurate spacing of trusses as designed and called out on placement plan. All trusses spaced at 24" oc unless noted otherwise. THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. PL A N : SC A L E : N T S PROJECT No: M39558 DESIGNER: MS REVISIONS THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET. DE V E L O P E R : L e o n i d a B u i l d e r s LO C A T I O N : S A N T A A N A , C A . DATE 2/6/2024 Recessed Lights SYMBOL LEGEND Attic Access Return Air Grill TO M ' S J R S A N T A A N A Slope & Direction Hip Framing label Valley Framing label A.A. RAG X/12 Sxx Vxx 4 Amir Deihimi 2/14/2024 CORE STRUCTURE, INC. NO EXCEPTIONS TAKEN BY DATE SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO THE CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPSONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE FOR TOLERANCES, CLEARANCES, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS OR HER WORK WITH OTHER TRADES AND FULL COMPLIANCE WITH THE CONTRACT DOCUMENTS. FURNISH AS NOTED REJECTED REVISE AND RESUBMIT FOR INFORMATION ONLY 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =5x8 =5x10 =2x4 =5x8 =2x4 =5x8 =2x4 =4x8 =4x8 =M18AHS 8x12 =2x4 =4x8 =2x4 =4x8 =2x4 =4x12 =4x8 =3x10 =4x12 =3x10 =4x5 =2x439 23 22 36 21 37 20 38 19 18 40 17 41 16 42 15 43 44 14 35 133412 1133103293183072962854273262251 240-5-10 34-5-2 2-6-0 36-11-2 2-10-10 33-11-8 2-11-5 31-0-14 3-0-9 28-1-8 3-9-12 16-11-2 3-11-14 13-1-6 3-11-14 9-1-8 4-0-10 20-11-12 4-1-4 25 -1-0 5-1-10 5-1-10 0-2-13 34-5-2 2-6-0 36-11-2 3-0-9 28-1-8 3-9-12 16-11-2 3-11-14 13-1-6 3-11-14 9-1-8 4-0-10 20-11-12 4-1-4 25 -1-0 5-1-10 5-1-10 6-0-13 34-2-5 6-6-0 2-6-10 1-2-00-7-8 1-2-10 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:67.9 Plate Offsets (X, Y):[1:0-3-8,0-2-8], [16:0-4-0,0-2-0], [19:0-6-0,0-4-8], [22:0-4-8,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL)-0.47 18-19 >868 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.66 Vert(CT)-0.96 18-19 >421 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.84 Horz(CT)0.13 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.35 18-19 >999 240 Weight: 235 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 G *Except* 12-13:2x4 DF No.2 G BOT CHORD 2x6 DF 1800F 1.6E G or 2x6 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 24-15:2x6 DF No.2 G, 22-1:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-3 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 11-24 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)15=0-5-8, 23=0-2-10 Max Horiz 23=-232 (LC 10) Max Uplift 15=-130 (LC 9), 23=-67 (LC 13) Max Grav 15=1667 (LC 1), 23=1375 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-23=-1311/233, 1-2=-2940/467, 2-3=-2939/463, 3-4=-5953/1005, 4-6=-5953/1002, 6-7=-6466/1211, 7-8=-6466/1208, 8-9=-4121/1003, 9-10=-4121/1002, 10-11=-711/768, 12-15=-462/188, 11-12=-444/69, 11-24=0/0, 12-13=-236/1126, 13-14=-69/310 BOT CHORD 22-23=-549/604, 21-22=-768/4733, 20-21=-768/4733, 18-20=-897/6556, 17-18=-916/5540, 16-17=-916/5540, 15-16=-633/2263, 14-15=-363/357 WEBS 13-15=-1051/128, 10-15=-2615/424, 2-22=-480/100, 1-22=-507/3108, 3-22=-1988/359, 3-21=-5/417, 3-20=-244/1347, 4-20=-457/82, 6-20=-865/321, 6-19=0/408, 6-18=-649/568, 7-18=-456/87, 8-18=-337/1149, 8-17=-20/409, 8-16=-1597/306, 9-16=-418/76, 10-16=-404/2064 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 19-2-5, Corner (3) 19-2-5 to 36-9-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF 1800F 1.6E or SS crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 23. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 23 and 130 lb uplift at joint 15. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 4750 lb. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-11-2 for 128.6 plf. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-11=-68, 12-13=-68, 23-43=-14, 14-43=-30 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031742AA01Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:26 Page: 1 ID:AWSYIOMvjNPLNN8yPb0ODYyECvY-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =5x8 =5x10 =2x4 =5x8 =2x4 =5x8 =2x4 =4x8 =4x8 =M18AHS 8x12 =2x4 =4x8 =2x4 =4x8 =2x4 =4x12 =4x8 =3x10 =4x12 =3x10 =4x5 =2x4 23 35 22 36 21 37 20 38 19 39 18 17 41 16 42 15 43 44 14 40 133412 1133103293183072962854273262251 240-5-10 34-8-0 2-6-0 37-2-0 2-10-10 34-2-6 2-11-6 31-3-12 3-0-9 28-4-6 3-11-13 9-1-7 3-11-14 13 -1-5 4-0-10 21-2-10 4-0-11 17-2-0 4-1-3 25 -3-13 5-1-10 5-1-10 0-2-13 34-8-0 2-6-0 37-2-0 3-0-9 28-4-6 3-11-13 9-1-7 3-11-14 13 -1-5 4-0-10 21-2-10 4-0-11 17-2-0 4-1-3 25 -3-13 5-1-10 5-1-10 6-0-13 34-5-3 6-6-0 2-6-11 1-2-00-7-8 1-2-10 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:68.3 Plate Offsets (X, Y):[1:0-3-8,0-2-8], [16:0-4-0,0-2-0], [19:0-6-0,0-4-12], [22:0-4-8,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL)-0.48 18-19 >852 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.67 Vert(CT)-0.99 18-19 >414 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.85 Horz(CT)0.13 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.35 18-19 >999 240 Weight: 237 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 G *Except* 12-13:2x4 DF No.2 G BOT CHORD 2x6 DF 1800F 1.6E G or 2x6 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 24-15:2x6 DF No.2 G, 22-1:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 11-24 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)15=0-5-8, 23=0-5-8 Max Horiz 23=-232 (LC 10) Max Uplift 15=-131 (LC 9), 23=-67 (LC 13) Max Grav 15=1676 (LC 1), 23=1385 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-23=-1321/232, 1-2=-2958/464, 2-3=-2957/461, 3-4=-6013/1002, 4-6=-6013/999, 6-7=-6541/1212, 7-8=-6541/1209, 8-9=-4159/1002, 9-10=-4159/1000, 10-11=-708/767, 12-15=-462/187, 11-12=-444/69, 11-24=0/0, 12-13=-125/1126, 13-14=-69/310 BOT CHORD 22-23=-250/279, 21-22=-767/4764, 20-21=-767/4764, 18-20=-902/6650, 17-18=-916/5595, 16-17=-916/5595, 15-16=-632/2282, 14-15=-114/31 WEBS 10-15=-2635/423, 2-22=-480/99, 1-22=-504/3128, 3-22=-2004/357, 3-21=-6/417, 3-20=-246/1380, 4-20=-463/85, 6-20=-895/186, 6-19=0/408, 6-18=-481/381, 7-18=-456/85, 8-18=-254/1064, 8-17=-20/409, 8-16=-1617/306, 9-16=-418/75, 10-16=-403/2084, 13-15=-1050/127 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 19-5-3, Corner (3) 19-5-3 to 37-0-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF 1800F 1.6E or SS crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 23 and 131 lb uplift at joint 15. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-11=-68, 12-13=-68, 23-43=-14, 14-43=-30 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031743AA02Roof Special 6 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:29 Page: 1 ID:3XuwnHIPghMAPUmvdw9vr2yERme-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512=4x6 =5x6 =4x6 =4x6 =2x4 =5x8 =5x6 =5x8 =4x6 =4x6 =M18AHS 3x10 =4x5 =4x5 =4x629 23 26 22 27 21 28 20 19 30 18 17 31 16 32 15 33 14 1343124211411094083973865374363352341 25 24 0-8-14 18 -5-9 1-2-15 35-8-7 0-5-10 49-1-0 2-6-2 48-7-6 0-5-10 0-5-10 3-1-15 17 -8-12 3-6-9 14-6-13 3-9-4 34-5-9 4-5-9 4-11-3 5-0-14 23 -6-8 5-1-11 40-10-2 5-3-2 46-1-4 6-1-1 11-0-3 7-1-13 30-8-4 0-0-15 14-7-12 5-0-15 38 -2-15 5-2-6 43-5-5 5-4-4 20-0-0 5-7-11 49-1-0 6-1-1 33 -1-15 6-11-5 14-6-13 7-0-15 27-0-15 7-7-7 7-7-7 4-2-0 3-6-0 1-10 -2 1-10 -2 1-0-1 2-10 -2 0-7-14 3-6-0 0-8-0 4-2-0 Scale = 1:83.7 Plate Offsets (X, Y):[1:0-2-15,Edge], [20:0-4-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL)-0.36 16-17 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.85 Vert(CT)-0.75 16-17 >552 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr YES WB 0.80 Horz(CT)0.07 14 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.26 16-17 >999 240 Weight: 228 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G *Except* 1-6:2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 24-23,25-14:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-10-10 oc bracing. REACTIONS (size)14=0-5-8, 21=0-5-8, 23=0-5-8 Max Horiz 23=-162 (LC 8) Max Uplift 14=-47 (LC 9), 21=-129 (LC 13), 23=-188 (LC 54) Max Grav 14=1117 (LC 1), 21=2972 (LC 1), 23=327 (LC 58) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-110/89, 2-3=-226/1275, 3-4=-597/4306, 4-5=-599/4305, 5-7=-181/909, 7-8=-2374/348, 8-10=-3946/582, 10-11=-4042/602, 11-12=-2860/452, 12-13=-146/112, 1-23=-431/38, 1-24=0/0, 13-14=-412/55, 13-25=0/0 BOT CHORD 22-23=-526/231, 21-22=-2452/415, 19-21=-2195/1159, 17-19=-519/3606, 16-17=-572/4205, 15-16=-505/3749, 14-15=-263/1762 WEBS 4-21=-465/51, 7-20=-2300/374, 7-19=-127/1493, 8-19=-1401/261, 8-17=-10/666, 10-17=-510/105, 10-16=-369/242, 11-15=-1069/207, 12-15=-126/1276, 12-14=-1992/304, 5-21=-2564/370, 5-20=-195/1790, 11-16=-49/564, 2-22=-1051/234, 2-23=-190/613, 3-22=-159/1433, 3-21=-2213/360 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-13 to 5-2-13, Exterior (2) 5-2-13 to 43-10-3, Corner (3) 43-10-3 to 48-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)The Fabrication Tolerance at joint 18 = 16% 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20% has been applied for the green lumber members. 10)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 21, 47 lb uplift at joint 14 and 188 lb uplift at joint 23. 12)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031744AA03Roof Special 4 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:30 Page: 1 ID:AlOMv3SPX61Th1gVO?vuYZyETtF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =5x8 =7x10 =2x4 =4x12 =2x6 =4x12 =2x4 =3x10 =M18AHS 8x12 =5x6 =2x4 =4x8 =2x6 =3x10 =4x5 =3x6 =5x8 =3x10 =6x16 37 20 34 19 35 18 36 17 16 38 15 39 14 40 13 41 12 42 11 2223 1033932831763029528274263252241 21 0-5-10 34-8-0 3-1-4 27 -7-8 4-0-7 8-1-15 4-0-8 12-2-7 4-1-2 20-4-10 4-1-2 16-3-9 4-1-10 24-6-4 4-1-8 4-1-8 6-6-14 34-2-6 0-5-10 34-8-0 2-11-11 30 -7-3 3-1-4 27 -7-8 3-7-3 34-2-6 4-0-7 8-1-15 4-0-8 12-2-7 4-1-2 20-4-10 4-1-2 16-3-9 4-1-10 24-6-4 4-1-8 4-1-8 5-6-0 2-6-11 4-8-12 0-9-4 1-10 -2 1-10 -2 3-7-14 5-6-0 Scale = 1:64.7 Plate Offsets (X, Y):[1:0-3-8,0-2-8], [10:0-8-0,0-3-12], [16:0-6-0,0-6-0], [19:0-3-8,0-3-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL)-0.46 15-16 >900 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.96 Vert(CT)-0.94 15-16 >437 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.81 Horz(CT)0.06 23 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.33 15-16 >999 240 Weight: 244 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 G BOT CHORD 2x8 DF No.2 G *Except* 16-11:2x8 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 22-21:2x6 DF No.2 G, 19-1,12-10:2x4 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-6-10 oc bracing. REACTIONS (size)20=0-5-8, 23=0-5-8 Max Horiz 20=-184 (LC 10) Max Uplift 20=-64 (LC 13), 23=-83 (LC 9) Max Grav 20=1406 (LC 1), 23=1367 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20=-1330/240, 1-2=-2524/413, 2-3=-2524/410, 3-4=-6046/1026, 4-5=-6047/1023, 5-7=-6971/1247, 7-8=-6972/1244, 8-9=-5130/1067, 9-10=-3119/740, 11-22=-27/495, 10-22=-27/495, 10-21=0/0 BOT CHORD 19-20=-214/186, 18-19=-848/4630, 17-18=-848/4630, 15-17=-1123/7040, 14-15=-1058/6442, 13-14=-1058/6442, 12-13=-903/5127, 11-12=-340/850 WEBS 2-19=-465/91, 1-19=-464/2760, 3-19=-2317/411, 3-18=0/414, 3-17=-269/1552, 4-17=-445/85, 5-17=-1144/223, 5-16=0/443, 5-15=-461/380, 7-15=-439/87, 8-15=-166/735, 8-14=0/436, 8-13=-1461/270, 9-13=-68/617, 9-12=-2234/416, 10-12=-471/2427, 10-23=-1598/273 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 18-11-9, Corner (3) 18-11-9 to 33-11-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 20 DF No.2 crushing capacity of 625 psi, Joint 23 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 20 and 83 lb uplift at joint 23. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031745AA04Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:31 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x5 =5x10 =6x12 =2x6 =4x12 =2x6 =4x12 =2x6 =M18AHS 10x12 =4x8 =6x8 =5x8 =2x6 =2x6 =5x8 =4x5 =4x5 =2x6 =6x8 =3x10 =10x16 40 41 22 37 21 38 20 39 19 1817 16 42 15 43 14 44 13 45 12 2425 11361035934833763231530294283272261 23 0-5-10 34-8-0 3-0-11 34-2-6 3-1-12 27 -11-11 3-2-0 31-1-11 4-1-1 8-3-5 4-1-2 12-4-6 4-1-10 16-6-1 4-1-10 20-7-11 4-2-4 24 -9-15 4-2-3 4-2-3 0-2-8 16 -6-1 0-11-4 34-8-0 2-7-1 33-8-12 3-1-12 27 -11-11 3-2-0 31-1-11 3-11-2 16 -3-9 4-1-1 8-3-5 4-1-2 12-4-6 4-1-10 20-7-11 4-2-4 24 -9-15 4-2-3 4-2-3 5-6-0 2-6-11 4-8-12 0-9-4 1-10 -2 1-10 -2 3-7-14 5-6-0 Scale = 1:64.7 Plate Offsets (X, Y):[1:0-3-8,0-2-8], [11:0-8-0,0-5-8], [13:0-2-0,0-2-4], [21:0-4-12,0-3-0] Loading (psf)Spacing 1-7-3 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL)-0.46 16-17 >892 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.69 Vert(CT)-0.95 16-17 >433 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.99 Horz(CT)0.07 25 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.36 16-17 >999 240 Weight: 267 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS G *Except* 6-11:2x8 DF No.2 G BOT CHORD 2x8 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 24-23:2x6 DF No.2 G, 21-1:2x4 DF No.2 G, 13-11:2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G OTHERS 2x6 DF 1800F 1.6E G or 2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)22=0-5-8, 25=0-5-8 Max Horiz 22=-148 (LC 10) Max Uplift 22=-148 (LC 9), 25=-109 (LC 9) Max Grav 22=1804 (LC 1), 25=1349 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-22=-1724/297, 1-2=-3369/546, 2-3=-3369/544, 3-4=-7710/1281, 4-5=-7711/1279, 5-7=-8031/1398, 7-8=-8031/1395, 8-9=-5212/1033, 9-10=-3177/733, 10-11=-3178/744, 12-24=-32/484, 11-24=-32/484, 11-23=0/0 BOT CHORD 21-22=-1034/1100, 20-21=-1058/5989, 19-20=-1058/5989, 17-19=-1369/8458, 16-17=-1364/8469, 15-16=-1128/6858, 14-15=-1130/6825, 13-14=-901/5209, 12-13=-286/950 WEBS 2-21=-529/109, 1-21=-601/3639, 3-21=-2855/491, 3-20=-1/372, 3-19=-314/1869, 4-19=-507/102, 5-19=-1137/475, 5-17=-29/386, 5-16=-786/399, 7-16=-417/80, 8-16=-449/1451, 8-15=0/427, 8-14=-1803/336, 9-14=-105/743, 10-13=-263/111, 9-13=-2249/400, 11-13=-412/2387, 11-25=-1634/269 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 18-11-9, Corner (3) 18-11-9 to 33-11-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 22 DF SS crushing capacity of 625 psi, Joint 25 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 22 and 109 lb uplift at joint 25. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 5300 lb with dead loads only. Lumber DOL= (1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-6-0 for 286.5 plf. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 11-31=-54, 12-22=-11 Trapezoidal Loads (lb/ft) Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031746AA05Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:31 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) Vert: 1=-102-to-26=-103, 26=-103-to-2=-104, 2=-104-to-27=-104, 27=-104-to-3=-105, 3=-105- to-28=-106, 28=-106-to-4=-106, 4=-106-to-29=-107, 29=-107-to-30=-107, 30=-107-to-5=-108, 5=-108- to-31=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031746AA05Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:31 Page: 2 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =6x8 =7x10 =2x6 =4x12 =2x6 =4x12 =2x6 =4x8 =M18AHS 8x12 =6x8 =4x8 =2x6 =2x6 =4x8 =4x5 =4x5 =2x6 =7x10 =3x10 =10x16 42 21 39 20 40 19 41 18 17 16 44 15 45 14 46 13 47 1243 2324 11381037936835763433532313042932827226251 22 0-5-10 34-8-0 3-1-12 27-6-4 3-2-0 30-8-4 3-6-2 34 -2-6 3-11-2 16 -3-9 3-11-5 24-4-8 4-1-1 8-3-5 4-1-2 12-4-6 4-1-10 20 -5-3 4-2-3 4-2-3 0-11-4 34-8-0 3-0-8 33-8-12 3-1-12 27-6-4 3-2-0 30-8-4 3-11-5 24-4-8 3-11-2 16 -3-9 4-1-1 8-3-5 4-1-2 12-4-6 4-1-10 20 -5-3 4-2-3 4-2-3 5-6-0 2-6-11 4-8-12 0-9-4 1-10 -2 1-10 -2 3-7-14 5-6-0 Scale = 1:64.7 Plate Offsets (X, Y):[1:0-3-8,0-3-0], [3:0-4-7,0-2-0], [11:0-8-0,0-5-8], [17:0-6-0,0-6-0], [20:0-4-4,0-3-8] Loading (psf)Spacing 1-4-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL)-0.29 16-17 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.70 Vert(CT)-0.96 16-17 >430 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.97 Horz(CT)0.08 24 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.21 16-17 >999 240 Weight: 267 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS G BOT CHORD 2x8 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 23-22:2x6 DF No.2 G, 20-1,13-11:2x4 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)21=0-5-8, 24=0-5-8 Max Horiz 21=-123 (LC 10) Max Uplift 21=-49 (LC 9), 24=-66 (LC 9) Max Grav 21=1683 (LC 1), 24=1544 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-1611/180, 1-2=-3177/328, 2-3=-3177/326, 3-4=-7560/805, 4-5=-7560/803, 5-7=-8590/957, 7-8=-8660/967, 8-9=-6115/779, 9-10=-3902/579, 10-11=-3912/588, 12-23=-19/527, 11-23=-19/527, 11-22=0/0 BOT CHORD 20-21=-146/161, 19-20=-651/5740, 18-19=-651/5740, 16-18=-864/8573, 15-16=-794/7659, 14-15=-797/7635, 13-14=-669/6112, 12-13=-226/1165 WEBS 2-20=-576/67, 1-20=-363/3433, 3-20=-2793/311, 3-19=-5/365, 3-18=-213/2006, 4-18=-546/63, 5-18=-1310/145, 5-17=-5/366, 5-16=-354/465, 7-16=-550/65, 8-16=-161/1198, 8-15=0/417, 8-14=-1721/209, 9-14=-64/776, 10-13=-280/95, 11-13=-313/2895, 9-13=-2448/282, 11-24=-1887/196 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 18-11-9, Corner (3) 18-11-9 to 33-11-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 21 DF SS crushing capacity of 625 psi, Joint 24 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 21 and 66 lb uplift at joint 24. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 11 lb up at 18-4-5, and 41 lb down and 4 lb up at 1-10-6, and 41 lb down and 4 lb up at 4-0-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-28=-77, 28-30=-97, 11-30=-77, 12-21=-9 Concentrated Loads (lb) Vert: 2=-36, 25=-36, 33=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031747AA06Roof Special 3 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:33 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =6x8 =7x10 =2x6 =4x12 =2x6 =4x12 =2x6 =4x8 =M18AHS 8x12 =6x8 =4x8 =2x6 =2x6 =4x8 =4x5 =4x5 =2x6 =7x10 =4x12 =M18AHS 10x18 41 21 38 20 39 19 40 18 17 16 43 15 44 14 45 13 46 1242 2324 113710369358347633325313029428327262251 22 0-5-10 34-8-0 3-1-12 27-6-4 3-2-0 30-8-4 3-6-2 34 -2-6 3-11-2 16 -3-9 3-11-5 24-4-8 4-1-1 8-3-5 4-1-2 12-4-6 4-1-10 20 -5-3 4-2-3 4-2-3 1-1-2 34-8-0 2-10 -10 33-6-14 3-1-12 27-6-4 3-2-0 30-8-4 3-11-5 24-4-8 3-11-2 16 -3-9 4-1-1 8-3-5 4-1-2 12-4-6 4-1-10 20 -5-3 4-2-3 4-2-3 5-6-0 2-6-11 4-8-12 0-9-4 1-10 -2 1-10 -2 3-7-14 5-6-0 Scale = 1:64.7 Plate Offsets (X, Y):[1:0-3-8,0-3-0], [3:0-4-7,0-2-0], [11:0-9-0,0-5-8], [17:0-6-0,0-6-0], [20:0-4-4,0-3-8] Loading (psf)Spacing 1-4-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL)-0.29 16-17 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.69 Vert(CT)-0.95 16-17 >434 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.97 Horz(CT)0.08 24 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.21 16-17 >999 240 Weight: 267 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS G BOT CHORD 2x8 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 23-22:2x6 DF No.2 G, 20-1,13-11:2x4 DF No.2 G OTHERS 2x8 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)21=0-5-8, 24=0-5-8 Max Horiz 21=-123 (LC 10) Max Uplift 21=-42 (LC 9), 24=-67 (LC 9) Max Grav 21=1617 (LC 1), 24=1531 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-1549/174, 1-2=-3086/319, 2-3=-3086/316, 3-4=-7483/797, 4-5=-7483/795, 5-7=-8535/951, 7-8=-8605/961, 8-9=-6084/776, 9-10=-3898/579, 10-11=-3904/585, 12-23=-16/527, 11-23=-16/527, 11-22=0/0 BOT CHORD 20-21=-145/157, 19-20=-642/5652, 18-19=-642/5652, 16-18=-857/8506, 15-16=-790/7617, 14-15=-793/7593, 13-14=-665/6080, 12-13=-247/1300 WEBS 2-20=-541/62, 1-20=-353/3336, 3-20=-2797/311, 3-19=-8/363, 3-18=-214/2014, 4-18=-546/63, 5-18=-1317/147, 5-17=-5/366, 5-16=-345/474, 7-16=-550/65, 8-16=-159/1188, 8-15=0/417, 8-14=-1713/208, 9-14=-65/768, 10-13=-263/111, 11-13=-315/2750, 9-13=-2418/279, 11-24=-1899/201 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 18-10-10, Corner (3) 18-10-10 to 33-10-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 21 DF SS crushing capacity of 625 psi, Joint 24 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 21 and 67 lb uplift at joint 24. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 11 lb up at 18-4-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-27=-77, 27-29=-97, 11-29=-77, 12-21=-9 Concentrated Loads (lb) Vert: 32=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031748AA07Roof Special 2 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:33 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =6x8 =6x12 =2x6 =4x12 =2x6 =4x12 =2x6 =6x8 =5x8 =M18AHS 8x12 =4x5 =6x16 =4x5 =2x6 =4x8 =4x5 =4x5 =2x6 =7x10 =3x10 =10x16 39 21 36 20 37 19 38 18 17 40 16 41 15 42 14 43 13 44 12 2324 11351034933832731302962854273262251 22 0-5-10 34-8-0 1-10-3 14-2-9 2-0-15 16-3-9 3-1-12 27-6-4 3-1-15 30-8-3 3-6-3 34-2-6 3-10-12 20-2-5 4-1-1 8-3-5 4-1-2 12-4-6 4-2-3 24-4-8 4-2-3 4-2-3 0-11-4 34-8-0 3-0-9 33-8-12 3-1-12 27-6-4 3-1-15 30-8-3 3-10-12 20-2-5 3-11-2 16-3-9 4-1-1 8-3-5 4-1-2 12-4-6 4-2-3 24-4-8 4-2-3 4-2-3 5-6-0 2-6-11 4-8-12 0-9-4 1-6-5 1-6-5 0-0-12 1-7-1 0-3-1 1-10 -2 3-7-14 5-6-0 Scale = 1:66.4 Plate Offsets (X, Y):[1:0-3-8,0-3-0], [3:0-4-11,0-2-0], [6:0-2-0,0-2-8], [7:0-3-4,0-3-0], [11:0-8-0,0-5-8], [17:0-6-0,0-6-4], [18:0-4-12,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL)-0.47 16-17 >870 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.75 Vert(CT)-0.97 16-17 >422 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.98 Horz(CT)0.08 24 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.35 16-17 >999 240 Weight: 271 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS G *Except* 6-7:2x4 DF No.2 G BOT CHORD 2x8 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 23-22:2x6 DF No.2 G, 20-1,18-3,13-11:2x4 DF No.2 G OTHERS 2x6 DF 1800F 1.6E G or 2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing. REACTIONS (lb/size)21=1605/0-5-8, 24=1596/0-5-8 Max Horiz 21=-185 (LC 10) Max Uplift 21=-76 (LC 9), 24=-121 (LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-1530/272, 1-25=-3080/504, 2-25=-3082/503, 2-26=-3080/501, 3-26=-3082/500, 3-27=-7753/1304, 4-27=-7755/1303, 4-5=-7752/1300, 5-28=-7753/1300, 6-28=-7754/1300, 6-29=-9096/1555, 29-30=-9102/1555, 30-31=-9105/1556, 7-31=-9107/1555, 7-32=-9221/1617, 8-32=-9225/1617, 8-33=-6427/1271, 9-33=-6428/1271, 9-34=-4073/930, 10-34=-4074/929, 10-35=-4071/942, 11-35=-4075/942, 12-24=-32/504, 11-24=-32/504 BOT CHORD 20-37=-1016/5659, 19-37=-1016/5659, 19-38=-1016/5659, 18-38=-1016/5659, 18-39=-1465/9101, 17-39=-1465/9101, 17-40=-1448/9219, 16-40=-1448/9219, 16-41=-1336/8159, 15-41=-1336/8159, 15-42=-1341/8130, 14-42=-1341/8130, 14-43=-1106/6425, 13-43=-1106/6425, 13-44=-355/1205, 12-44=-355/1205 WEBS 2-20=-451/95, 1-20=-558/3333, 3-20=-2808/493, 3-19=0/380, 3-18=-385/2278, 4-18=-459/94, 6-18=-1457/279, 6-17=-58/323, 7-16=-372/128, 8-16=-255/1126, 8-15=0/419, 8-14=-1905/364, 9-14=-118/837, 9-13=-2604/471, 11-13=-517/3025, 7-17=-506/320, 11-24=-1950/321 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 18-11-9, Corner (3) 18-11-9 to 33-11-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 21 and 121 lb uplift at joint 24. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 18 lb up at 18-4-5, and 197 lb down and 27 lb up at 20-1-15, and 197 lb down and 27 lb up at 16-9-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 13)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-11=-68, 12-21=-14 Concentrated Loads (lb) Vert: 7=-160 (F), 29=-160 (F), 30=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031749AA08Roof Special 2 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Mar 9 2023 Print: 8.630 S Mar 9 2023 MiTek Industries, Inc. Wed Dec 27 13:34:40 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-sqgU4py?dhSjqSkB0LyC2?0MjjvBFX0Sk17?5Vy4kUT December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =6x8 =6x12 =2x6 =4x12 =2x6 =4x12 =2x6 =6x8 =4x8 =M18AHS 8x12 =6x8 =2x6 =7x10 =2x6 =8x12 =2x6 =7x8 =5x6 35 37 19 31 18 17 16 15 14 36 13 12 11 32 33 34 38 103092982872726256242354223212201 3-11-4 16-3-11 4-0-10 20 -4-4 4-1-1 12-4-7 4-1-2 8-3-5 4-2-4 24 -6-8 4-2-4 4-2-4 4-4-6 33-7-0 4-8-2 29 -2-10 0-0-6 33-7-0 3-11-4 16-3-11 4-0-10 20 -4-4 4-1-1 12-4-7 4-1-2 8-3-5 4-2-4 24 -6-8 4-2-4 4-2-4 4-4-0 33-6-10 4-8-2 29 -2-10 2-6-10 1-10 -3 Scale = 1:57.5 Plate Offsets (X, Y):[1:0-3-8,0-3-0], [3:0-4-15,0-2-0], [11:Edge,0-3-9], [15:0-6-0,0-6-0], [16:0-4-12,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.46 14-15 >863 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.71 Vert(CT)-0.95 14-15 >419 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.95 Horz(CT)0.10 11 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.34 14-15 >999 240 Weight: 251 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS G BOT CHORD 2x8 DF SS G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 1-18,12-10:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-12 REACTIONS (size)11=0-7-0, 19=0-2-10 Max Horiz 19=-52 (LC 8) Max Uplift 11=-63 (LC 9), 19=-62 (LC 13) Max Grav 11=1596 (LC 1), 19=1562 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-19=-1487/265, 1-2=-2996/515, 2-3=-2996/512, 3-4=-7446/1242, 4-6=-7447/1238, 6-7=-8704/1437, 7-8=-8789/1458, 8-9=-4297/720, 9-10=-4298/717, 10-11=-1473/262 BOT CHORD 18-19=-553/611, 17-18=-922/5507, 16-17=-922/5507, 14-16=-1449/8720, 13-14=-1205/7225, 12-13=-1205/7224, 11-12=-539/757 WEBS 1-18=-540/3237, 2-18=-446/96, 3-18=-2734/462, 3-17=0/382, 3-16=-346/2107, 4-16=-421/84, 6-16=-1377/237, 6-15=-8/363, 6-14=-700/686, 7-14=-529/118, 8-14=-316/1653, 8-13=-11/363, 8-12=-3063/507, 9-12=-420/100, 10-12=-695/4194 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 18-5-4, Corner (3) 18-5-4 to 33-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF SS crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 19. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 19 and 63 lb uplift at joint 11. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 5400 lb. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 33-7-0 for 160.8 plf. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down and 27 lb up at 19-11-1, and 114 lb down and 18 lb up at 18-1-9, and 169 lb down and 27 lb up at 16-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-10=-68, 11-19=-14 Concentrated Loads (lb) Vert: 6=-160, 25=-108, 27=-160 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031750AA09Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:35 Page: 1 ID:AQ9laQp9PNKCmBolYgyznayEBVu-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x6 =6x8 =3x4 =3x4 =3x4 =5x8 =6x8 =3x4 7 14 6 15 5 9 10 4133122111 8 0-5-10 0-5-10 4-5-9 4-11-3 4-8-2 9-7-4 5-1-4 14-8-8 0-3-9 14-8-8 6-11-7 6-11-7 7-5-8 14-4-15 6-6-0 1-9-5 0-9-4 2-10 -2 2-10 -2 3-7-14 6-6-0 Scale = 1:45.4 Plate Offsets (X, Y):[1:0-2-15,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.27 5-6 >627 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.90 Vert(CT)-0.41 5-6 >420 240 BCLL 0.0 *Rep Stress Incr NO WB 0.75 Horz(CT)0.03 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.05 6 >999 240 Weight: 80 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-8:2x6 DF No.2 G OTHERS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-2-6 oc bracing. REACTIONS (size)7=0-5-8, 10=0-3-8 Max Horiz 7=-190 (LC 10) Max Uplift 7=-52 (LC 9), 10=-135 (LC 9) Max Grav 7=1017 (LC 1), 10=997 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-507/155, 1-8=0/0, 1-2=-473/323, 2-3=-1572/697, 3-4=-237/78, 5-9=-289/745, 4-9=-289/745 BOT CHORD 6-7=-758/1515, 5-6=-701/1536 WEBS 2-6=-94/380, 2-7=-1496/745, 3-6=-173/284, 3-5=-1491/691, 4-10=-1021/432 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 7 DF No.2 crushing capacity of 625 psi, Joint 10 DF Stud or No.2 or Std crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 7 and 135 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-128, 5-7=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031751AB01Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:36 Page: 1 ID:?ZU8p6omJFmmlCIeQc9lq8yEBBF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x6 =3x10 =3x4 =3x4 =3x4 =4x6 =3x4 7 12 6 13 5 411310291 8 0-5-10 0-5-10 4-5-9 4-11-3 4-10 -13 9-9-15 4-9-11 14-7-10 6-11-7 6-11-7 7-8-3 14 -7-10 4-2-0 2-6-10 2-10 -2 2-10 -2 1-3-14 4-2-0 Scale = 1:32.3 Plate Offsets (X, Y):[1:0-2-15,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL)-0.31 5-6 >561 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.90 Vert(CT)-0.45 5-6 >384 240 BCLL 0.0 *Rep Stress Incr NO WB 0.48 Horz(CT)0.02 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 6 >999 240 Weight: 73 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-7:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-5-9 oc bracing. REACTIONS (size)5=0-2-10, 7=0-5-8 Max Horiz 7=-119 (LC 10) Max Uplift 5=-39 (LC 9), 7=-12 (LC 13) Max Grav 5=679 (LC 33), 7=679 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-146/120, 2-3=-1013/344, 3-4=-112/38, 4-5=-439/81, 1-7=-440/89, 1-8=0/0 BOT CHORD 6-7=-411/883, 5-6=-395/906 WEBS 2-6=-62/362, 2-7=-968/411, 3-6=-138/330, 3-5=-986/417 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 7 and 39 lb uplift at joint 5. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031752AB02Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:36 Page: 1 ID:op9Q6TQuwXXohq9wJNdFlJyEBD0-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =5x6 =3x10 =3x4 =3x6 =3x10 =3x4 6 10 5 11 4 39281 7 0-5-10 0-5-10 6-9-5 7-2-15 7-7-9 14 -10-8 7-2-15 7-2-15 7-7-9 14 -10-8 4-2-0 2-6-9 2-10 -2 2-10 -2 1-3-14 4-2-0 Scale = 1:33.5 Plate Offsets (X, Y):[1:0-2-15,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL)-0.28 4-5 >619 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.76 Vert(CT)-0.41 4-5 >418 240 BCLL 0.0 *Rep Stress Incr YES WB 0.44 Horz(CT)0.01 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 5 >999 240 Weight: 76 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 3-4,7-6:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-6-8 oc bracing. WEBS 1 Row at midpt 2-6 REACTIONS (size)4=0-5-8, 6=0-5-8 Max Horiz 6=-119 (LC 8) Max Uplift 4=-39 (LC 9), 6=-12 (LC 13) Max Grav 4=683 (LC 32), 6=683 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-132/134, 2-3=-1094/441, 3-4=-634/266, 1-6=-466/122, 1-7=0/0 BOT CHORD 5-6=-470/1091, 4-5=-52/150 WEBS 2-5=-214/201, 3-5=-437/1084, 2-6=-1110/483 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 4 and 12 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031753AB03Roof Special 6 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:37 Page: 1 ID:Gwc52Zcsiy5I9XX2towXXByEBE3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =4x6 =5x6 =3x4 =5x10 =3x4 =7x8 =3x4 =3x6 =4x6 =3x4 19 11 16 10 17 9 18 8 7 1 12 2 6155144133 3-9-3 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 0-1-12 5-7-12 3-7-7 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 2-10 -10 1-2-0 2-6-91-7-4 1-3-6 1-3-6 1-7-4 2-10 -10 Scale = 1:43.1 Plate Offsets (X, Y):[2:0-7-4,0-2-12], [7:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL)-0.21 7-8 >917 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.71 Vert(CT)-0.31 7-8 >617 240 BCLL 0.0 *Rep Stress Incr NO WB 0.78 Horz(CT)-0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 8-9 >999 240 Weight: 107 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-8-15 oc bracing. WEBS 1 Row at midpt 1-10 REACTIONS (size)7=0-5-8, 10=0-5-8 Max Horiz 10=73 (LC 17) Max Uplift 7=-41 (LC 13), 10=-52 (LC 8) Max Grav 7=690 (LC 35), 10=1599 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-73/392, 1-2=-826/2654, 2-10=-1218/422, 2-3=-313/88, 3-4=-53/119, 4-5=-740/373, 5-6=-1151/214, 6-7=-648/153 BOT CHORD 10-11=-80/152, 8-10=-2636/1147, 7-8=-33/108 WEBS 4-9=-358/205, 5-9=-685/248, 5-8=-286/115, 6-8=-178/1165, 2-4=-806/277, 2-9=-907/2340, 1-10=-2605/882 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 21-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 10 and 41 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-164, 4-6=-68, 10-11=-30, 7-10=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031754AB04Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:37 Page: 1 ID:ZyHiQVLx2cwCJ85GiPcinPyEp?B-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =4x6 =5x6 =2x4 =5x10 =3x4 =7x8 =3x4 =4x5 =5x6 =3x4 20 11 17 10 18 9 19 8 7 1 12 2 616155144133 3-9-3 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 0-1-12 5-7-12 3-7-7 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 2-10 -10 1-2-0 2-6-91-7-4 1-3-6 1-3-6 1-7-4 2-10 -10 Scale = 1:43.1 Plate Offsets (X, Y):[2:0-7-4,0-2-12], [7:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL)-0.21 7-8 >917 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.71 Vert(CT)-0.31 7-8 >615 240 BCLL 0.0 *Rep Stress Incr NO WB 0.78 Horz(CT)-0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 8-9 >999 240 Weight: 107 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-8-15 oc bracing. WEBS 1 Row at midpt 1-10 REACTIONS (size)7=0-5-8, 10=0-5-8 Max Horiz 10=73 (LC 17) Max Uplift 7=-45 (LC 13), 10=-46 (LC 8) Max Grav 7=736 (LC 35), 10=1445 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-73/392, 1-2=-826/2654, 2-10=-1065/379, 2-3=-227/41, 3-4=-57/136, 4-5=-744/371, 5-6=-1221/233, 6-7=-692/177 BOT CHORD 10-11=-81/152, 8-10=-2629/1215, 7-8=-37/117 WEBS 4-9=-342/197, 5-9=-721/268, 5-8=-296/120, 6-8=-193/1196, 2-4=-842/255, 2-9=-904/2334, 1-10=-2604/881 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 21-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 10 and 45 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 lb down and 51 lb up at 9-2-4, and 102 lb down and 27 lb up at 19-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-6=-68, 10-11=-30, 7-10=-14 Concentrated Loads (lb) Vert: 4=-186, 16=-96 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031755AB05Roof Special 5 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:38 Page: 1 ID:ZyHiQVLx2cwCJ85GiPcinPyEp?B-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =4x6 =5x6 =2x4 =5x10 =3x4 =7x8 =3x4 =3x6 =3x10 =3x4 20 11 17 10 18 9 19 8 7 1 12 2 616155144133 3-9-3 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 0-1-12 5-7-12 3-7-7 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 2-10 -10 1-2-0 2-6-91-7-4 1-3-6 1-3-6 1-7-4 2-10 -10 Scale = 1:43.1 Plate Offsets (X, Y):[2:0-7-4,0-2-12], [7:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL)-0.21 7-8 >917 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.71 Vert(CT)-0.31 7-8 >616 240 BCLL 0.0 *Rep Stress Incr NO WB 0.78 Horz(CT)-0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 8-9 >999 240 Weight: 107 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-9-0 oc bracing. WEBS 1 Row at midpt 1-10 REACTIONS (size)7=0-5-8, 10=0-5-8 Max Horiz 10=73 (LC 13) Max Uplift 7=-45 (LC 13), 10=-46 (LC 8) Max Grav 7=737 (LC 35), 10=1440 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-73/392, 1-2=-826/2654, 2-10=-1060/378, 2-3=-226/41, 3-4=-57/136, 4-5=-739/373, 5-6=-1195/226, 6-7=-693/178 BOT CHORD 10-11=-81/152, 8-10=-2629/1188, 7-8=-35/113 WEBS 4-9=-346/199, 5-9=-709/261, 5-8=-292/118, 6-8=-187/1182, 2-4=-837/257, 2-9=-902/2331, 1-10=-2604/881 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 21-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 10 and 45 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 lb down and 51 lb up at 9-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-16=-68, 6-16=-116, 10-11=-30, 7-10=-14 Concentrated Loads (lb) Vert: 4=-186 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031756AB05ARoof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:38 Page: 1 ID:ZyHiQVLx2cwCJ85GiPcinPyEp?B-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =4x6 =5x6 =2x4 =5x10 =3x4 =6x8 =3x4 =3x6 =4x6 =3x4 19 11 16 10 17 9 18 8 7 1 12 2 6155144133 3-9-3 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 0-1-12 5-7-12 3-7-7 9-3-3 5-6-0 5-6-0 5-10-7 15 -1-11 6-8-13 21-10-8 2-10 -10 1-2-0 2-6-91-7-4 1-3-6 1-3-6 1-7-4 2-10 -10 Scale = 1:43.1 Plate Offsets (X, Y):[2:0-7-4,0-2-12], [7:Edge,0-1-8], [9:0-3-12,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL)-0.21 7-8 >917 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.71 Vert(CT)-0.31 7-8 >616 240 BCLL 0.0 *Rep Stress Incr NO WB 0.77 Horz(CT)-0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 8-9 >999 240 Weight: 107 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-9-0 oc bracing. WEBS 1 Row at midpt 1-10 REACTIONS (size)7=0-5-8, 10=0-5-8 Max Horiz 10=73 (LC 17) Max Uplift 7=-41 (LC 13), 10=-46 (LC 8) Max Grav 7=692 (LC 35), 10=1435 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-73/392, 1-2=-826/2654, 2-10=-1054/376, 2-3=-225/40, 3-4=-57/137, 4-5=-732/377, 5-6=-1164/218, 6-7=-649/154 BOT CHORD 10-11=-81/152, 8-10=-2629/1159, 7-8=-32/107 WEBS 4-9=-350/201, 5-9=-697/254, 5-8=-289/116, 6-8=-182/1173, 2-4=-831/260, 2-9=-901/2328, 1-10=-2604/881 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 21-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 10 and 41 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 197 lb down and 51 lb up at 9-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-6=-68, 10-11=-30, 7-10=-14 Concentrated Loads (lb) Vert: 4=-186 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031757AB06Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:38 Page: 1 ID:ZyHiQVLx2cwCJ85GiPcinPyEp?B-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 0.25 12 =2x6 =4x5 =4x6 =3x4 =4x8 =3x4 =4x8 =6x16 =5x6 =6x8 19121118 10 9 20 8 7 13 14 1 2 15 3 4 16 5 17 6 0-3-12 0-3-12 0-5-8 -0-5-8 2-8-12 3-0-8 5-11-10 9-0-2 6-6-14 15-7-0 0-3-12 15-1-8 0-3-12 0-3-12 0-0-15 3-3-4 0-5-8 15 -7-0 2-10-8 3-2-5 5-8-14 9-0-2 5-9-10 14-9-12 2-10 -8 1-2-2 2-1-4 0-3-9 1-7-10 0-9-4 1-2-14 1-2-14 1-7-10 2-10 -8 Scale = 1:42.7 Plate Offsets (X, Y):[3:0-6-0,0-2-8], [6:0-5-4,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL)-0.12 9-10 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.55 Vert(CT)-0.17 9-10 >876 240 BCLL 0.0 *Rep Stress Incr NO WB 0.51 Horz(CT)0.01 14 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.01 9 >999 240 Weight: 86 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-10-4 max.): 3-10, 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. REACTIONS (size)1=0-5-8, 10=0-5-8, 14=0-5-8 Max Horiz 1=40 (LC 12) Max Uplift 1=-9 (LC 12), 10=-26 (LC 8), 14=-19 (LC 9) Max Grav 1=441 (LC 29), 10=747 (LC 45), 14=604 (LC 48) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-53/48, 2-3=-53/212, 3-10=-653/276, 3-4=-255/96, 4-5=-121/39, 5-6=-772/241, 8-13=0/439, 6-13=0/439 BOT CHORD 11-12=0/0, 10-11=0/0, 9-10=-245/130, 8-9=-63/227, 7-8=0/0 WEBS 5-9=-337/190, 6-9=-206/711, 2-11=-13/459, 3-5=-802/246, 2-10=-221/55, 3-9=-287/741, 6-14=-634/177 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 15-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 1 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi, Joint 14 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 1, 26 lb uplift at joint 10 and 19 lb uplift at joint 14. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-6=-68, 10-12=-30, 7-10=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031758AC01Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:39 Page: 1 ID:1BrjXtzfy6mK3jTKwOEehhyEnUr-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 0.25 12 =3x4 =5x6 =3x10 =4x12 =3x4 =3x4 =3x4 =6x16 =4x5 =6x8 11 10 17 18 9 19 8 20 7 12 13 1 2 14 3 4 15 5 16 6 0-5-8 -0-5-8 3-0-8 3-0-8 6-1-7 9-2-0 6-5-0 15-7-0 0-3-12 0-3-12 0-1-0 3-4-4 0-7-8 15-7-0 2-11-8 3-3-4 5-9-8 14-11-8 5-9-11 9-2-0 2-10 -0 1-2-2 2-0-12 0-3-9 1-7-2 0-9-4 1-2-14 1-2-14 1-7-2 2-10 -0 Scale = 1:36.9 Plate Offsets (X, Y):[6:0-5-4,0-3-4], [7:Edge,0-3-9] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL)-0.13 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.59 Vert(CT)-0.19 7-8 >765 240 BCLL 0.0 *Rep Stress Incr NO WB 0.55 Horz(CT)0.01 13 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.01 8 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 9-4:2x8 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-9, 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. REACTIONS (size)1=0-5-8, 9=0-5-8, 13=0-5-8 Max Horiz 1=-52 (LC 10) Max Uplift 1=-13 (LC 40), 9=-30 (LC 8), 13=-21 (LC 9) Max Grav 1=433 (LC 29), 9=760 (LC 44), 13=583 (LC 46) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-10=0/438, 1-2=-75/68, 2-3=-80/282, 3-9=-503/163, 3-4=-266/99, 4-5=-67/80, 5-6=-747/240, 7-12=0/420, 6-12=0/420 BOT CHORD 10-11=0/0, 9-10=-38/198, 8-9=-249/747, 7-8=-62/205 WEBS 2-9=-354/93, 5-8=-213/166, 6-8=-205/692, 5-9=-846/267, 6-13=-612/175 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 15-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 1 DF No.2 crushing capacity of 625 psi, Joint 9 DF No.2 crushing capacity of 625 psi, Joint 13 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 1, 30 lb uplift at joint 9 and 21 lb uplift at joint 13. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 2-3=-68, 4-6=-68, 11-18=-30, 7-18=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031759AC02Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:39 Page: 1 ID:hZe4JtrhQjWOw6dR8slnksyEn92-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x5 =6x8 =3x4 =3x6 =6x16 =5x6 =6x8 7 12 6 13 5 4 8 9 10 1112 3 5-8-8 5-8-8 6-4-0 12-0-8 0-3-11 11-6-15 0-5-9 12-0-8 5-6-12 11-3-4 5-8-8 5-8-8 2-9-11 2-0-7 0-9-4 Scale = 1:38.2 Plate Offsets (X, Y):[3:0-5-4,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL)-0.13 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.69 Vert(CT)-0.20 6-7 >703 240 BCLL 0.0 *Rep Stress Incr NO WB 0.93 Horz(CT)0.02 9 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 6-7 >999 240 Weight: 62 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (4-2-15 max.): 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-11-11 oc bracing. REACTIONS (size)7=0-5-8, 9=0-5-8 Max Horiz 7=-54 (LC 10) Max Uplift 7=-43 (LC 8), 9=-38 (LC 9) Max Grav 7=1018 (LC 1), 9=932 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-560/198, 1-2=-92/65, 2-3=-1379/608, 5-8=0/443, 3-8=0/443 BOT CHORD 6-7=-618/1379, 5-6=-145/316, 4-5=0/0 WEBS 2-7=-1429/625, 2-6=-427/282, 3-6=-520/1165, 3-9=-1000/435 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 7 DF No.2 crushing capacity of 625 psi, Joint 9 DF No.2 crushing capacity of 625 psi. 7)Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 7 and 38 lb uplift at joint 9. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-161, 4-7=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031760AC03Flat11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:40 Page: 1 ID:sitfHq6cjGM4fQSQpyze5hyEmxo-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x6 =4x6 =3x4 =3x4 =6x16 =4x5 =6x8 6 12 5 13 48 9 1 2 11 310 7 0-5-10 0-5-10 5-3-15 5-9-9 6-2-15 12 -0-8 0-7-8 12-0-8 5-7-7 11-5-0 5-9-9 5-9-9 5-6-0 1-11 -15 0-9-4 2-9-3 2-9-3 2-8-13 5-6-0 Scale = 1:41.3 Plate Offsets (X, Y):[1:0-3-0,Edge], [3:0-5-4,0-3-4], [4:Edge,0-3-9] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.12 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.17 5-6 >794 240 BCLL 0.0 *Rep Stress Incr NO WB 0.49 Horz(CT)0.01 9 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 5 >999 240 Weight: 69 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-6:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, 1-7, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-10-4 oc bracing. REACTIONS (size)6=0-5-8, 9=0-5-8 Max Horiz 6=-154 (LC 10) Max Uplift 6=-56 (LC 8), 9=-55 (LC 9) Max Grav 6=623 (LC 29), 9=583 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-348/247, 2-3=-766/396, 4-8=0/418, 3-8=0/418, 1-6=-450/112, 1-7=0/0 BOT CHORD 5-6=-405/766, 4-5=-83/208 WEBS 2-5=-217/206, 3-5=-353/711, 2-6=-806/471, 3-9=-615/253 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 9 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 6 and 55 lb uplift at joint 9. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031761AC04Flat11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:40 Page: 1 ID:z?qsoDPH7L5ik_5e60ru_YyEmsF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x6 =4x6 =3x4 =3x4 =6x16 =4x5 =6x8 6 12 5 13 48 9 1 10 2 11 3 7 0-5-10 0-5-10 5-3-14 5-9-8 6-2-15 12 -0-8 0-7-8 12-0-8 5-7-7 11-5-0 5-9-8 5-9-8 5-6-0 1-11 -7 0-9-4 2-8-11 2-8-11 2-9-5 5-6-0 Scale = 1:41.3 Plate Offsets (X, Y):[1:0-3-0,Edge], [3:0-5-4,0-3-4], [4:Edge,0-3-9] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.12 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.18 5-6 >793 240 BCLL 0.0 *Rep Stress Incr NO WB 0.50 Horz(CT)0.01 9 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 5 >999 240 Weight: 69 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-6:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, 1-7, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-4 oc bracing. REACTIONS (size)6=0-5-8, 9=0-5-8 Max Horiz 6=-154 (LC 10) Max Uplift 6=-56 (LC 8), 9=-55 (LC 9) Max Grav 6=623 (LC 29), 9=583 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-356/252, 2-3=-779/403, 4-8=0/418, 3-8=0/418, 1-6=-450/112, 1-7=0/0 BOT CHORD 5-6=-412/779, 4-5=-85/211 WEBS 2-5=-217/207, 3-5=-359/720, 2-6=-817/479, 3-9=-616/254 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 9 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 6 and 55 lb uplift at joint 9. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031762AC05Flat11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:40 Page: 1 ID:pbxz9bK0gC78JQlCwvBAw4yEmpm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x6 =4x6 =3x4 =3x4 =6x16 =4x5 =6x8 6 12 5 13 48 9 1 10 2 11 3 7 0-5-10 0-5-10 5-3-14 5-9-8 6-2-15 12 -0-8 0-7-8 12-0-8 5-7-7 11-5-0 5-9-8 5-9-8 5-6-0 1-10 -15 0-9-4 2-8-3 2-8-3 2-9-13 5-6-0 Scale = 1:41.3 Plate Offsets (X, Y):[1:0-3-0,Edge], [3:0-5-4,0-3-4], [4:Edge,0-3-9] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.12 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.63 Vert(CT)-0.18 5-6 >791 240 BCLL 0.0 *Rep Stress Incr NO WB 0.50 Horz(CT)0.01 9 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 5 >999 240 Weight: 69 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-6:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (5-11-9 max.): 1-3, 1-7, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. REACTIONS (size)6=0-5-8, 9=0-5-8 Max Horiz 6=-155 (LC 10) Max Uplift 6=-56 (LC 8), 9=-55 (LC 9) Max Grav 6=623 (LC 29), 9=583 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-365/257, 2-3=-792/410, 4-8=0/418, 3-8=0/418, 1-6=-450/112, 1-7=0/0 BOT CHORD 5-6=-420/792, 4-5=-86/215 WEBS 2-5=-217/207, 3-5=-364/730, 2-6=-828/487, 3-9=-618/255 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 9 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 6 and 55 lb uplift at joint 9. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031763AC06Flat11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:41 Page: 1 ID:AXVtTy37x8Sr0lyusBwWg?yEZlT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x4 =3x6 =3x4 =3x4 =6x16 =4x5 =6x8 6 12 5 13 4 7 8 1 9 10 2 11 3 5-8-8 5-8-8 6-4-0 12-0-8 0-7-8 12-0-8 5-8-8 5-8-8 5-8-8 11-5-0 2-7-12 1-10 -8 0-9-4 Scale = 1:34.5 Plate Offsets (X, Y):[3:0-5-4,0-3-4], [4:Edge,0-3-9] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL)-0.13 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.65 Vert(CT)-0.19 5-6 >736 240 BCLL 0.0 *Rep Stress Incr NO WB 0.54 Horz(CT)0.01 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 5 >999 240 Weight: 61 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (5-9-0 max.): 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 6=-51 (LC 10) Max Uplift 6=-29 (LC 8), 8=-22 (LC 9) Max Grav 6=720 (LC 25), 8=594 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-534/176, 1-2=-90/57, 2-3=-846/339, 4-7=0/419, 3-7=0/419 BOT CHORD 5-6=-349/846, 4-5=-77/221 WEBS 2-6=-880/333, 2-5=-230/176, 3-5=-294/782, 3-8=-630/220 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 8 DF No.2 crushing capacity of 625 psi. 7)Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 6 and 22 lb uplift at joint 8. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-9=-166, 3-9=-68, 4-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031764AC07Flat11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:41 Page: 1 ID:JH7v09hEqpo3Z62b4GKPzmyEZi4-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 0.25 12 =3x4 =5x6 =3x4 =4x6 =2x6 =2x6 =3x4 =3x4 =3x4 =6x16 =4x5 =6x8 13 12 20 11 10 21 9 22 8 14 15 1 2 16 3 4 5 17 18 6 19 7 0-7-12 3-8-5 0-5-8 -0-5-8 3-0-8 3-0-8 5-6-12 9-3-0 6-4-0 15 -7-0 0-3-12 0-3-12 0-6-0 3-8-5 0-1-0 3-9-4 0-7-8 15-7-0 2-10-8 3-2-5 5-5-12 9-3-0 5-8-8 14-11-8 2-7-4 1-2-2 1-10 -0 0-3-9 1-4-6 0-9-4 1-2-14 1-2-14 1-4-6 2-7-4 Scale = 1:41.2 Plate Offsets (X, Y):[7:0-5-4,0-3-4], [8:Edge,0-3-9] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL)-0.13 8-9 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.58 Vert(CT)-0.18 8-9 >769 240 BCLL 0.0 *Rep Stress Incr NO WB 0.56 Horz(CT)0.01 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 9-10 >999 240 Weight: 78 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-15 max.): 3-11, 4-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=0-5-8, 10=0-5-8, 15=0-5-8 Max Horiz 1=-47 (LC 10) Max Uplift 1=-6 (LC 12), 10=-51 (LC 8), 15=-20 (LC 9) Max Grav 1=436 (LC 29), 10=1136 (LC 1), 15=584 (LC 50) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-12=-1/435, 1-2=-69/62, 2-3=-77/144, 3-11=-175/502, 3-4=-242/647, 4-5=-19/76, 5-6=-19/76, 6-7=-816/262, 8-14=0/420, 7-14=0/420 BOT CHORD 12-13=0/0, 11-12=-29/213, 10-11=-76/35, 9-10=-272/816, 8-9=-66/222 WEBS 2-11=-242/83, 6-9=-217/163, 7-9=-223/749, 5-10=-1022/415, 6-10=-915/295, 7-15=-621/177 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 15-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 1 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi, Joint 15 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 1, 51 lb uplift at joint 10 and 20 lb uplift at joint 15. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207 lb down and 71 lb up at 3-7-13, and 207 lb down and 71 lb up at 6-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 2-3=-68, 4-7=-68, 10-13=-30, 8-10=-14 Concentrated Loads (lb) Vert: 3=-195, 17=-195 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031765AC08Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:41 Page: 1 ID:IE6A3y2UwIpcU?s?hDDOslyEZ_R-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x6 =4x5 =5x6 =6x16 =4x12 =5x6=3x6 =4x8 =1.5x4 =3x4 =5x8 =6x12 =6x8 13 128 24 7 25 6 21 11 22 10 23 9 14 15 1 16 2 3 17 18 4 19 20 5 3-6-0 3-6-0 4-9-10 8-3-10 7-8-14 16-0-8 0-0-6 4-0-0 0-1-12 8-3-10 0-7-8 16-0-8 0-9-15 4-9-15 3-3-14 8-1-13 3-11-10 3-11-10 7-1-6 15 -5-0 2-6-15 1-2-0 1-9-11 0-7-4 1-4-1 0-7-4 0-7-4 0-7-10 1-2-14 1-4-1 2-6-15 0-7-4 0-7-4 0-2-0 0-9-4 Scale = 1:39.1 Plate Offsets (X, Y):[2:0-6-8,0-3-0], [3:0-3-8,0-2-0], [5:0-5-0,0-3-4], [10:0-3-0,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL)-0.23 6-7 >609 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.82 Vert(CT)-0.36 6-7 >392 240 BCLL 0.0 *Rep Stress Incr NO WB 0.84 Horz(CT)0.02 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 6-7 >999 240 Weight: 86 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 10-8:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 12-3,3-11:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-13 max.): 2-12, 3-5. Except: 6-0-0 oc bracing: 11-12 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)11=0-5-8, 15=0-5-8 Max Horiz 11=-61 (LC 10) Max Uplift 11=-111 (LC 8), 15=-26 (LC 9) Max Grav 11=1347 (LC 1), 15=590 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-72/403, 1-2=-480/1660, 11-12=-180/359, 2-11=-1049/464, 2-3=-697/302, 3-4=-918/200, 4-5=-257/65, 6-14=-13/503, 5-14=-13/503 BOT CHORD 12-13=-43/103, 10-11=-992/339, 9-10=-937/415, 8-10=-40/55, 7-8=-95/493, 6-7=-179/801 WEBS 4-6=-695/112, 7-9=0/338, 4-9=-444/278, 3-9=-552/1263, 1-12=-1663/524, 5-15=-634/154 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 11 DF No.2 crushing capacity of 625 psi, Joint 15 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 11 and 26 lb uplift at joint 15. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207 lb down and 69 lb up at 3-11-10, and 207 lb down and 69 lb up at 6-0-3, and 114 lb down and 38 lb up at 7-2-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-5=-68, 12-13=-30, 10-11=-14, 6-8=-14 Concentrated Loads (lb) Vert: 2=-195, 17=-195, 18=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031766AC09Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:42 Page: 1 ID:fn?sVqAIMEeFMcb0XYqDIwyEYJg-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =2x6 =4x5 =5x6 =6x16 =4x12 =5x6=3x6 =4x8 =1.5x4 =3x4 =5x8 =6x12 =6x8 24 13 128 7 25 6 21 11 2210 23 9 14 15 1 16 2 3 17 18 4 51920 3-6-0 3-6-0 4-9-8 8-3-8 7-9-0 16-0-8 0-0-6 4-0-0 0-1-12 8-3-8 0-7-8 16-0-8 0-9-15 4-9-15 3-3-13 8-1-12 3-11-10 3-11-10 7-1-8 15-5-0 2-6-10 1-2-0 1-9-6 0-7-4 1-3-12 0-7-4 0-7-4 0-7-10 1-2-14 1-3-12 2-6-10 0-7-4 0-7-4 0-2-0 0-9-4 Scale = 1:39.1 Plate Offsets (X, Y):[2:0-6-8,0-3-0], [3:0-3-8,0-2-0], [5:0-5-0,0-3-4], [10:0-3-0,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL)-0.23 6-7 >606 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.83 Vert(CT)-0.36 6-7 >390 240 BCLL 0.0 *Rep Stress Incr NO WB 0.85 Horz(CT)0.02 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 6-7 >999 240 Weight: 86 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 10-8:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 12-3,3-11:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-6 max.): 2-12, 3-5. Except: 6-0-0 oc bracing: 11-12 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-6 REACTIONS (size)11=0-5-8, 15=0-5-8 Max Horiz 11=-61 (LC 10) Max Uplift 11=-111 (LC 8), 15=-130 (LC 28) Max Grav 11=1347 (LC 1), 15=590 (LC 49) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-72/403, 1-2=-480/1660, 11-12=-180/359, 2-11=-1048/463, 2-3=-733/302, 3-4=-930/202, 4-5=-790/630, 6-14=-182/503, 5-14=-182/503 BOT CHORD 12-13=-375/408, 10-11=-1008/344, 9-10=-953/421, 8-10=-40/86, 7-8=-95/496, 6-7=-668/1264 WEBS 4-6=-1148/690, 7-9=0/337, 4-9=-445/279, 3-9=-559/1327, 1-12=-1663/524, 5-15=-635/155 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 11 DF No.2 crushing capacity of 625 psi, Joint 15 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 11 and 130 lb uplift at joint 15. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 1750 lb. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-0-8 for 109.1 plf. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207 lb down and 69 lb up at 3-11-10, and 207 lb down and 69 lb up at 6-0-3, and 114 lb down and 38 lb up at 7-2-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-5=-68, 12-13=-30, 10-11=-14, 6-8=-14 Concentrated Loads (lb) Vert: 2=-195, 17=-195, 18=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031767AC10Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:42 Page: 1 ID:m__i5Mwk4ML3UAvMkTUSEfyDWEJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x6 =4x6 =5x10 =6x16 =4x12 =M18AHS 8x12 =5x8 =1.5x4 =3x4 =3x4 =3x4 =3x6 =3x4 14 10 25 9 8 27 7 262213 12 24 11 23 1 15 2 3 16 17 4 18 19 5 20 21 6 3-6-0 3-6-0 4-0-12 7-6-12 4-2-0 11-8-12 4-3-12 16 -0-8 0-0-6 4-0-0 0-1-12 7-6-12 0-5-10 3-11-10 0-9-15 4-9-15 2-7-0 7-4-15 3-6-0 3-6-0 4-2-0 11-8-12 4-3-12 16 -0-8 2-6-4 1-2-0 2-6-4 0-7-4 1-3-6 0-7-4 0-7-4 0-7-10 1-2-14 1-3-6 2-6-4 Scale = 1:38.1 Plate Offsets (X, Y):[2:0-10-12,Edge], [3:0-3-8,0-2-0], [6:Edge,0-1-8], [12:0-3-8,0-5-13] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL)-0.07 8-9 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.55 Vert(CT)-0.16 8-9 >934 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.89 Horz(CT)0.03 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 8-9 >999 240 Weight: 88 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G *Except* 3-6:2x4 DF No.2 G BOT CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G *Except* 2-11:2x6 DF No.2 G, 10-7:2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 14-1,3-2:2x6 DF No.2 G, 13-3:2x6 DF 1800F 1.6E G or 2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-15 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)2=0-5-8, 7=0-5-8 Max Horiz 2=71 (LC 9) Max Uplift 2=-95 (LC 8), 7=-29 (LC 9) Max Grav 2=1819 (LC 1), 7=999 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-67/404, 1-2=-425/1905, 2-13=-171/543, 2-3=-858/215, 3-4=-1280/186, 4-5=-1268/243, 5-6=-75/38, 6-7=-557/81 BOT CHORD 13-14=-96/89, 2-12=-933/273, 11-12=-1222/368, 10-12=-4/101, 9-10=-114/811, 8-9=-164/1135, 7-8=-234/1268 WEBS 3-11=-452/1579, 1-13=-1844/446, 5-7=-1397/235, 5-8=-109/271, 9-11=-77/208, 4-11=-767/240, 4-8=-112/384 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)The Fabrication Tolerance at joint 2 = 8% 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for the green lumber members. 8)Bearings are assumed to be: Joint 2 DF No.2 crushing capacity of 625 psi, Joint 7 DF No.2 crushing capacity of 625 psi. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 2 and 29 lb uplift at joint 7. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 44 lb up at 3-11-10, 202 lb down and 44 lb up at 6-0-3, 112 lb down and 24 lb up at 7-2-3, and 78 lb down and 17 lb up at 14-10-10, and 78 lb down and 17 lb up at 10-5-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-116, 3-6=-116, 13-14=-30, 2-12=-14, 7-10=-14 Concentrated Loads (lb) Vert: 2=-195, 16=-195, 17=-108, 19=-76, 21=-76 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031768AC11Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:43 Page: 1 ID:0kx5vxWrUjp4frL9DFRKoByDWIj-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x6 =4x6 =5x6 =6x16 =6x12 =M18AHS 8x12 =5x8 =1.5x4 =3x4 =3x4 =3x4 =3x6 =3x4 22 14 1310 25 9 26 8 27 7 12 24 11 23 1 15 2 18 19316174 5 20 21 6 3-6-0 3-6-0 4-0-9 7-6-9 4-2-2 11-8-11 4-3-13 16-0-8 0-0-6 4-0-0 0-1-12 7-6-9 0-9-15 4-9-15 2-6-13 7-4-12 3-11-10 3-11-10 4-2-2 11-8-11 4-3-13 16-0-8 2-5-12 1-2-0 2-5-12 0-7-4 1-2-14 0-7-4 0-7-4 0-7-10 1-2-14 1-2-14 2-5-12 Scale = 1:35.6 Plate Offsets (X, Y):[2:0-10-8,Edge], [3:0-3-8,0-3-0], [6:Edge,0-1-8], [12:0-3-8,0-5-13] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL)-0.07 8-9 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.56 Vert(CT)-0.16 8-9 >923 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.66 Horz(CT)0.03 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 8-9 >999 240 Weight: 87 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G *Except* 3-6:2x4 DF No.2 G BOT CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G *Except* 2-11:2x6 DF No.2 G, 10-7:2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 14-1,3-2:2x6 DF No.2 G, 13-3:2x6 DF 1800F 1.6E G or 2x6 DF SS G, 4-9:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-6 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)2=0-5-8, 7=0-5-8 Max Horiz 2=-74 (LC 10) Max Uplift 2=-95 (LC 8), 7=-29 (LC 9) Max Grav 2=1819 (LC 1), 7=999 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-70/408, 1-2=-373/1665, 2-13=-173/546, 2-3=-858/212, 3-4=-1320/193, 4-5=-1292/248, 5-6=-77/38, 6-7=-557/81 BOT CHORD 13-14=-79/88, 2-12=-958/273, 11-12=-1243/368, 10-12=-4/100, 9-10=-111/793, 8-9=-165/1153, 7-8=-238/1292 WEBS 1-13=-1629/396, 3-11=-459/1616, 9-11=-77/210, 4-11=-768/239, 5-7=-1417/239, 5-8=-110/269, 4-8=-110/392 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)The Fabrication Tolerance at joint 2 = 16% 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for the green lumber members. 8)Bearings are assumed to be: Joint 2 DF No.2 crushing capacity of 625 psi, Joint 7 DF No.2 crushing capacity of 625 psi. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 2 and 29 lb uplift at joint 7. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 44 lb up at 3-11-10, 202 lb down and 44 lb up at 6-0-3, 112 lb down and 24 lb up at 7-2-3, and 78 lb down and 17 lb up at 14-10-10, and 78 lb down and 17 lb up at 10-5-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 14)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-116, 3-6=-116, 13-14=-30, 2-12=-14, 7-10=-14 Concentrated Loads (lb) Vert: 2=-195, 16=-195, 17=-108, 19=-76 (F), 21=-76 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031769AC12Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:44 Page: 1 ID:oTlqpkTL85kTaWpzf5R?GlyDWNx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x6 =4x6 =5x10 =6x16 =4x12 =M18AHS 8x12 =5x8 =1.5x4 =3x4 =3x4 =3x4 =3x6 =3x4 14 10 26 9 27 8 28 7 23 13 12 25 11 24 1 15 2 3 16 17 4 18 19 20 5 21 22 6 3-5-12 6-11-12 3-6-0 3-6-0 4-5-8 11-5-4 4-7-4 16-0-8 0-0-6 4-0-0 0-1-12 6-11-12 0-5-10 3-11-10 0-9-15 4-9-15 2-0-1 6-10 -0 3-6-0 3-6-0 4-5-8 11-5-4 4-7-4 16-0-8 2-5-7 1-2-0 2-5-7 0-7-4 1-2-9 0-7-4 0-7-4 0-7-10 1-2-14 1-2-9 2-5-7 Scale = 1:37.8 Plate Offsets (X, Y):[2:0-10-0,Edge], [3:0-3-8,0-2-0], [6:Edge,0-1-8], [12:0-3-8,0-5-13] Loading (psf)Spacing 1-7-3 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL)-0.08 8-9 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.55 Vert(CT)-0.15 8-9 >957 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.66 Horz(CT)0.02 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 8-9 >999 240 Weight: 86 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G *Except* 3-6:2x4 DF No.2 G BOT CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G *Except* 2-11:2x6 DF No.2 G, 10-7:2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 14-1,3-2:2x6 DF No.2 G, 13-3:2x6 DF 1800F 1.6E G or 2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-11-2 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)2=0-5-8, 7=0-5-8 Max Horiz 2=56 (LC 9) Max Uplift 2=-79 (LC 8), 7=-24 (LC 9) Max Grav 2=1572 (LC 25), 7=898 (LC 46) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-55/400, 1-2=-344/1813, 2-13=-139/517, 2-3=-772/173, 3-4=-1081/138, 4-5=-1213/216, 5-6=-80/31, 6-7=-537/71 BOT CHORD 13-14=-99/86, 2-12=-956/227, 11-12=-1114/303, 10-12=-8/99, 9-10=-89/701, 8-9=-121/959, 7-8=-209/1213 WEBS 3-11=-371/1352, 5-7=-1308/207, 5-8=-158/221, 1-13=-1748/361, 9-11=-93/227, 4-11=-756/215, 4-8=-97/493 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 2 DF No.2 crushing capacity of 625 psi, Joint 7 DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 2 and 24 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 44 lb up at 3-11-10, 202 lb down and 44 lb up at 6-0-3, 112 lb down and 24 lb up at 7-2-3, and 78 lb down and 17 lb up at 14-10-10, and 78 lb down and 17 lb up at 10-5-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 13)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-93, 3-6=-93, 13-14=-27, 2-12=-11, 7-10=-11 Concentrated Loads (lb) Vert: 2=-195, 4=-108, 17=-195, 20=-76 (F), 22=-76 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031770AC13Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:44 Page: 1 ID:kKOGfExGQL4yOT88ri0INoyER3v-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =1.5x4 =4x5 =5x10 =4x12 =2x6 =4x6 =4x6 =3x4 =3x4 =3x4 =3x6 =3x4 12 20 11 21 10 22 9 23 8 1 13 2 3 4 14 15 5 16 17 6 18 19 7 0-7-13 4-1-13 3-6-0 3-6-0 3-11-0 8-0-12 3-11-0 11-11-12 4-0-12 16-0-8 0-1-4 4-0-0 3-10 -13 3-10 -13 3-11-0 11-11-12 4-0-12 16-0-8 4-0-12 8-0-12 2-4-15 1-2-0 2-4-15 1-2-1 1-2-14 1-2-14 1-2-1 2-4-15 Scale = 1:34.8 Plate Offsets (X, Y):[2:0-4-15,Edge], [11:0-3-12,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL)-0.06 9-10 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.52 Vert(CT)-0.11 9-10 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.58 Horz(CT)0.01 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 9-10 >999 240 Weight: 80 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 11-3:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 9-9-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-8 max.): 2-11, 3-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)8=0-5-8, 11=0-5-8 Max Horiz 11=56 (LC 9) Max Uplift 8=-34 (LC 9), 11=-107 (LC 8) Max Grav 8=997 (LC 48), 11=1862 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-57/381, 1-2=-412/1834, 2-11=-305/396, 2-3=-213/695, 3-4=-254/939, 4-5=-1308/184, 5-6=-1269/230, 6-7=-75/36, 7-8=-551/78 BOT CHORD 11-12=-46/98, 10-11=-646/208, 9-10=-216/1308, 8-9=-246/1269 WEBS 1-11=-1837/443, 6-8=-1400/250, 5-10=-680/227, 5-9=-290/228, 6-9=-58/321, 4-11=-1774/517, 4-10=-372/1484 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 11 and 34 lb uplift at joint 8. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 44 lb up at 3-8-13, 202 lb down and 44 lb up at 6-0-3, 112 lb down and 24 lb up at 7-2-3, and 78 lb down and 17 lb up at 14-10-10, and 78 lb down and 17 lb up at 10-5-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 13)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-116, 3-7=-116, 11-12=-30, 8-11=-14 Concentrated Loads (lb) Vert: 2=-195, 14=-195, 15=-108, 17=-76 (F), 19=-76 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031771AC14Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:45 Page: 1 ID:?Jw1MMmn3O0zSEZOrWYfofyEY6_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =1.5x4 =4x5 =5x10 =4x12 =2x6 =4x6 =4x6 =3x4 =3x4 =3x4 =3x6 =3x4 23 12 20 11 21 10 22 9 8 1 13 2 14 1534 5 16 17 6 18 19 7 0-7-13 4-1-13 3-6-0 3-6-0 3-10-15 11-11-12 3-11-0 8-0-12 4-0-12 16-0-8 0-1-4 4-0-0 3-10 -13 3-10 -13 3-10-15 11-11-12 4-0-12 16-0-8 4-0-12 8-0-12 2-4-7 1-2-0 2-4-71-1-9 1-2-14 1-2-14 1-1-9 2-4-7 Scale = 1:34.8 Plate Offsets (X, Y):[2:0-4-15,Edge], [11:0-3-12,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL)-0.06 9-10 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.52 Vert(CT)-0.11 9-10 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.57 Horz(CT)0.01 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 9-10 >999 240 Weight: 80 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 11-3:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 9-9-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-11-13 max.): 2-11, 3-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)8=0-5-8, 11=0-5-8 Max Horiz 11=55 (LC 11) Max Uplift 8=-33 (LC 9), 11=-103 (LC 8) Max Grav 8=989 (LC 36), 11=1729 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-57/381, 1-2=-412/1835, 2-11=-218/461, 2-3=-197/625, 3-4=-258/957, 4-5=-1299/176, 5-6=-1281/230, 6-7=-77/36, 7-8=-550/78 BOT CHORD 11-12=-46/98, 10-11=-660/210, 9-10=-207/1299, 8-9=-245/1281 WEBS 1-11=-1837/443, 4-11=-1741/515, 6-8=-1406/248, 5-10=-660/220, 4-10=-365/1467, 5-9=-269/256, 6-9=-70/309 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 11 and 33 lb uplift at joint 8. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 24 lb up at 7-2-3, and 78 lb down and 17 lb up at 14-10-10, and 78 lb down and 17 lb up at 10-5-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 13)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-116, 3-14=-214, 7-14=-116, 11-12=-30, 8-11=-14 Concentrated Loads (lb) Vert: 15=-108, 17=-76 (F), 19=-76 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031772AC15Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:45 Page: 1 ID:ndt23_GdbNgmNm6bpoga3uyEXzb-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =5x10 =3x4 =3x4 =4x6 =3x4 14 15 9 8 16 7 17 6 1 11 2 3 12 4 13 5 10 0-5-10 4-5-10 4-0-0 4-0-0 5-7-10 10-1-4 5-11-4 16-0-8 0-2-13 4-2-13 4-0-0 4-0-0 5-10-7 10-1-4 5-11-4 16-0-8 5-6-0 1-2-0 2-3-151-0-15 1-3-0 1-3-0 1-0-15 2-3-15 3-2-1 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-5-0,Edge], [6:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL)-0.15 6-7 >941 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.22 6-7 >633 240 BCLL 0.0 *Rep Stress Incr NO WB 0.70 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 6-7 >999 240 Weight: 82 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-6-13 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 8=170 (LC 9) Max Uplift 6=-70 (LC 9), 8=-153 (LC 8) Max Grav 6=592 (LC 35), 8=1061 (LC 40) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-75/390, 1-2=-588/1902, 2-8=-504/199, 2-3=-292/118, 3-10=0/0, 3-4=-773/964, 4-5=-844/345, 5-6=-551/208 BOT CHORD 8-9=-75/94, 7-8=-375/844, 6-7=-33/99 WEBS 4-7=-223/195, 5-7=-363/861, 4-8=-1076/730, 1-8=-1861/623 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 8 and 70 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 40 lb up at 7-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-5=-68, 9-15=-30, 6-15=-14 Concentrated Loads (lb) Vert: 12=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031773AC16Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:46 Page: 1 ID:vUo5dUS5WU0s7qcQYNRZ1ZyEXy3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =5x10 =3x4 =3x6 =4x6 =3x4 9 15 16 8 7 18 6 17 1 11 2 3 12 4 13 14 5 10 0-5-10 4-5-10 4-0-0 4-0-0 5-7-10 10-1-4 5-11-5 16-0-8 0-2-13 4-2-13 4-0-0 4-0-0 5-10-7 10 -1-4 5-11-5 16-0-8 5-6-0 1-2-0 2-3-81-0-8 1-3-0 1-3-0 1-0-8 2-3-8 3-2-8 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-5-0,Edge], [6:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL)-0.15 6-7 >939 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.22 6-7 >611 240 BCLL 0.0 *Rep Stress Incr NO WB 0.97 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 6-7 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-7-3 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 8=170 (LC 11) Max Uplift 6=-97 (LC 9), 8=-158 (LC 8) Max Grav 6=674 (LC 35), 8=1174 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-75/390, 1-2=-588/1903, 2-8=-498/198, 2-3=-286/114, 3-10=0/0, 3-4=-789/983, 4-5=-1122/490, 5-6=-632/266 BOT CHORD 8-9=-76/94, 7-8=-520/1122, 6-7=-41/112 WEBS 1-8=-1862/624, 4-7=-309/243, 5-7=-507/1112, 4-8=-1477/883 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 8 and 97 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 40 lb up at 7-2-4, and 178 lb down and 53 lb up at 10-3-0, and 178 lb down and 53 lb up at 11-8-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-5=-68, 9-16=-30, 6-16=-14 Concentrated Loads (lb) Vert: 4=-144, 12=-108, 13=-144 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031774AC17Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:46 Page: 1 ID:IQPgw8nXIUCd9KHKoitap2yEXv3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =5x10 =3x4 =3x6 =4x6 =3x4 9 8 17 7 18 6 15 16 1 11 2 3 12 4 13 14 5 10 0-5-10 4-5-10 4-0-0 4-0-0 5-7-11 10-1-5 5-11-4 16-0-8 0-2-13 4-2-13 4-0-0 4-0-0 5-10-8 10-1-5 5-11-4 16-0-8 5-6-0 1-2-0 2-3-41-0-4 1-3-0 1-3-0 1-0-4 2-3-4 3-2-12 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-5-0,Edge], [6:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL)-0.15 6-7 >940 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.22 6-7 >611 240 BCLL 0.0 *Rep Stress Incr NO WB 0.98 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 6-7 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-7-1 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 8=170 (LC 9) Max Uplift 6=-98 (LC 9), 8=-158 (LC 8) Max Grav 6=674 (LC 35), 8=1174 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-75/390, 1-2=-589/1904, 2-8=-498/200, 2-3=-287/115, 3-10=0/0, 3-4=-799/994, 4-5=-1132/495, 5-6=-632/266 BOT CHORD 8-9=-76/94, 7-8=-524/1132, 6-7=-41/114 WEBS 1-8=-1863/625, 4-7=-310/243, 5-7=-511/1121, 4-8=-1490/892 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 8 and 98 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 40 lb up at 7-2-4, and 178 lb down and 53 lb up at 10-3-0, and 178 lb down and 53 lb up at 11-8-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-5=-68, 9-16=-30, 6-16=-14 Concentrated Loads (lb) Vert: 4=-144, 12=-108, 13=-144 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031775AC18Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:47 Page: 1 ID:MOv2LWnbl_frd47H9et2gYyEXtm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =5x10 =3x4 =3x6 =4x6 =3x4 9 15 16 8 17 7 18 6 1 11 2 3 12 4 13 14 5 10 0-5-10 4-5-10 4-0-0 4-0-0 5-7-11 10-1-5 5-11-4 16-0-8 0-2-13 4-2-13 4-0-0 4-0-0 5-10-8 10-1-5 5-11-4 16-0-8 5-6-0 1-2-0 2-2-14 0-11 -14 1-3-0 1-3-0 0-11 -14 2-2-14 3-3-2 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-5-0,Edge], [6:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL)-0.15 6-7 >939 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.22 6-7 >609 240 BCLL 0.0 *Rep Stress Incr NO WB 0.99 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 6-7 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-8 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 8=171 (LC 11) Max Uplift 6=-98 (LC 9), 8=-158 (LC 8) Max Grav 6=674 (LC 35), 8=1175 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-75/390, 1-2=-590/1907, 2-8=-498/203, 2-3=-287/115, 3-10=0/0, 3-4=-815/1012, 4-5=-1149/503, 5-6=-632/266 BOT CHORD 8-9=-76/94, 7-8=-532/1149, 6-7=-41/116 WEBS 1-8=-1865/626, 4-7=-309/243, 5-7=-518/1135, 4-8=-1510/905 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 8 and 98 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 40 lb up at 7-2-4, and 178 lb down and 53 lb up at 10-3-0, and 178 lb down and 53 lb up at 11-8-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-5=-68, 9-16=-30, 6-16=-14 Concentrated Loads (lb) Vert: 4=-144, 12=-108, 13=-144 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031776AC19Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:47 Page: 1 ID:8UPTkDpHbhQqQX608oWJIsyEXQ1-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =5x10 =3x4 =3x6 =4x8 =3x4 17 9 15 16 8 7 18 6 1 11 2 3 12 4 13 14 5 10 0-5-10 4-5-10 4-0-0 4-0-0 5-7-11 10-1-5 5-11-4 16-0-8 0-2-13 4-2-13 4-0-0 4-0-0 5-10-8 10-1-5 5-11-4 16-0-8 5-6-0 1-2-0 2-2-90-11 -9 1-3-0 1-3-0 0-11 -9 2-2-9 3-3-7 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-5-0,Edge], [6:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL)-0.15 6-7 >938 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.22 6-7 >619 240 BCLL 0.0 *Rep Stress Incr NO WB 0.89 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 6-7 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-6 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 8=171 (LC 11) Max Uplift 6=-116 (LC 9), 8=-149 (LC 8) Max Grav 6=730 (LC 34), 8=1109 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-75/390, 1-2=-591/1909, 2-8=-495/203, 2-3=-282/111, 3-10=0/0, 3-4=-832/1032, 4-5=-1004/449, 5-6=-687/306 BOT CHORD 8-9=-76/94, 7-8=-478/1004, 6-7=-54/136 WEBS 4-7=-254/217, 4-8=-1363/858, 5-7=-446/991, 1-8=-1867/627 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint 8 and 116 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 40 lb up at 7-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-13=-68, 5-13=-148, 9-16=-30, 6-16=-14 Concentrated Loads (lb) Vert: 12=-108 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031777AC20Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:47 Page: 1 ID:iMlU24tcnjQouZWr083tbQyEXM3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =3x10 =3x4 =3x4 =3x4 =3x6 =3x4 20 10 18 19 9 8 21 7 1 12 2 3 13 14 4 15 16 5 17 6 11 0-5-10 4-5-10 3-7-9 8-1-3 4-0-0 4-0-0 4-0-3 12-1-6 3-11-2 16 -0-8 0-2-13 4-2-13 4-0-0 4-0-0 5-10 -8 10-1-5 5-11-3 16-0-8 5-6-0 1-2-0 2-2-10-11 -1 1-3-0 1-3-0 0-11 -1 2-2-1 3-3-15 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-5-15,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL)-0.14 7-8 >974 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT)-0.21 7-8 >649 240 BCLL 0.0 *Rep Stress Incr NO WB 0.53 Horz(CT)0.02 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 7-8 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 9-11:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-6-4 max.): 2-9, 3-11, 3-6. Except: 10-0-0 oc bracing: 3-11 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)7=0-5-8, 9=0-5-8 Max Horiz 9=171 (LC 11) Max Uplift 7=-161 (LC 9), 9=-158 (LC 8) Max Grav 7=1002 (LC 19), 9=1204 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-74/389, 1-2=-579/1881, 2-9=-473/175, 2-3=-242/72, 3-11=0/0, 3-4=-858/1060, 4-5=-1146/479, 5-6=-119/42, 6-7=-547/150 BOT CHORD 9-10=-72/96, 8-9=-530/960, 7-8=-562/1279 WEBS 1-9=-1844/616, 4-8=-229/466, 4-9=-1392/775, 5-8=-286/321, 5-7=-1342/586 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 9 and 161 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-14=-68, 14-16=-122, 6-16=-202, 10-19=-30, 7-19=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031778AC21Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:48 Page: 1 ID:CFa7xYytWGzXvr5iXZez1UyEXJO-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =4x12 =3x4 =3x6 =4x8 =3x4 9 15 16 8 7 18 6 17 1 11 2 3 12 4 13 14 5 10 0-5-10 4-5-10 4-0-0 4-0-0 5-7-11 10-1-5 5-11-4 16-0-8 0-2-13 4-2-13 4-0-0 4-0-0 5-10-8 10-1-5 5-11-4 16-0-8 5-6-0 1-2-0 2-1-10 0-10 -10 1-3-0 1-3-0 0-10 -10 2-1-10 3-4-6 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-6-6,Edge], [6:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL)-0.15 6-7 >935 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.22 6-7 >619 240 BCLL 0.0 *Rep Stress Incr NO WB 0.86 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 6-7 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-14 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 8=171 (LC 9) Max Uplift 6=-112 (LC 9), 8=-146 (LC 8) Max Grav 6=716 (LC 34), 8=1052 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-75/390, 1-2=-594/1914, 2-8=-472/195, 2-3=-256/92, 3-10=0/0, 3-4=-880/1091, 4-5=-987/429, 5-6=-674/297 BOT CHORD 8-9=-76/94, 7-8=-457/987, 6-7=-58/146 WEBS 4-7=-234/203, 4-8=-1325/860, 5-7=-419/962, 1-8=-1872/629 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 8 and 112 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-13=-68, 5-13=-148, 9-16=-30, 6-16=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031779AC22Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:48 Page: 1 ID:OGRHD?XPuCL4Wq1h9szSIuyEXHM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x6 =4x5 =5x10 =4x12 =4x12 =3x4 =3x4 =4x6 =3x4 9 14 15 8 16 7 17 6 1 11 2 3 12 4 13 5 10 0-5-10 4-10 -2 4-4-8 4-4-8 5-4-6 10-2-8 5-10-0 16-0-8 0-3-9 4-7-5 4-3-12 4-3-12 5-7-3 10-2-8 5-10-0 16-0-8 5-6-0 1-2-0 2-1-20-10 -1 1-3-2 1-3-2 0-10 -1 2-1-2 3-4-14 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[2:0-4-15,Edge], [3:0-6-6,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL)-0.12 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.58 Vert(CT)-0.18 6-7 >711 240 BCLL 0.0 *Rep Stress Incr NO WB 0.70 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 6-7 >999 240 Weight: 82 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10,5-6:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-7-12 Max Horiz 8=172 (LC 9) Max Uplift 6=-69 (LC 9), 8=-162 (LC 8) Max Grav 6=558 (LC 43), 8=1058 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-82/393, 1-2=-697/2101, 2-8=-484/206, 2-3=-263/95, 3-10=0/0, 3-4=-977/1236, 4-5=-801/286, 5-6=-518/179 BOT CHORD 8-9=-79/108, 7-8=-313/801, 6-7=-39/136 WEBS 1-8=-2054/739, 4-7=-188/191, 4-8=-1111/798, 5-7=-307/793 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-9-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 8 and 69 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-5=-68, 9-15=-30, 6-15=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031780AC23Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:49 Page: 1 ID:l1pR_8CYiPO8ERJSRdzbZiyEXGU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.18 12 =1.5x4 =M18AHS 5x12 =3x4 =4x12 4 10 36 7 5 8 1 9 2 3-0-1 0-0-6 3-0-1 0-5-10 0-5-10 0-9-2 2-11-11 1-8-15 2-2-9 1-2-14 0-5-2 0-5-10 0-9-4 Scale = 1:29.1 Plate Offsets (X, Y):[1:0-3-4,0-3-8], [2:0-5-0,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL)-0.01 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.03 Horz(CT)0.00 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 3-4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x6 DF No.2 G *Except* 5-2:2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)6=75/0-3-8, 8=67/0-7-0 Max Horiz 6=-22 (LC 10) Max Uplift 6=-1 (LC 12), 8=-5 (LC 8) Max Grav 6=348 (LC 25), 8=322 (LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-1/396, 1-6=-1/396, 3-8=-37/341, 2-8=-37/341 WEBS 1-6=-671/97, 2-8=-584/111 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 6, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 6 and 5 lb uplift at joint 8. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-30 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031781AD01Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Mar 9 2023 Print: 8.630 S Mar 9 2023 MiTek Industries, Inc. Wed Dec 27 13:34:11 Page: 1 ID:8babhgmyTkRQVcoyfMFXUiyEXBu-CFQX?vbpSnoqr?0dplxOMtJOq19OyefB30czagy4kUw December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =5x10 =4x5 =6x12 =1.5x4 6 12 5 4 10 8 9 1 11 2 3 7 0-5-10 4-11-10 4-6-0 4-6-0 0-2-9 4-4-5 0-5-10 0-5-10 0-7-5 4-11-10 3-8-2 4-1-12 5-6-0 0-5-7 4-8-12 0-9-40-6-4 1-3-8 4-2-8 5-6-0 Scale = 1:39.2 Plate Offsets (X, Y):[1:0-4-12,0-3-4], [3:0-3-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL)-0.06 5-6 >873 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.10 5-6 >571 240 BCLL 0.0 *Rep Stress Incr NO WB 0.12 Horz(CT)-0.05 9 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.05 4 >999 240 Weight: 29 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)9=0-7-0, 10=0-3-8 Max Horiz 10=184 (LC 11) Max Uplift 9=-71 (LC 9), 10=-91 (LC 8) Max Grav 9=486 (LC 33), 10=433 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-8=-84/349, 1-8=-84/349, 1-2=-479/554, 2-3=-223/223, 3-9=-486/257, 3-7=0/0, 2-5=-3/424 BOT CHORD 5-6=-13/14, 4-5=0/0 WEBS 2-6=-328/457, 1-10=-1068/892 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 9, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 9 and 91 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 2-3=-68, 4-6=-30 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031782AD02Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:49 Page: 1 ID:2X2W3YSmVl4ZI7VssmmM9DyEX9i-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =M18AHS 5x12 =2x6 =7x10 =4x6 =6x16 =1.5x4 =6x8 7 15 16 6 17 511 9 10 12 1 13 2 3 14 4 8 0-5-10 4-11-10 2-0-7 7-0-1 4-6-0 4-6-0 0-5-10 0-5-10 0-9-8 7-0-1 1-5-13 6-2-9 4-3-2 4-8-12 5-6-0 0-5-13 1-3-9 0-8-9 0-9-40-6-10 1-3-14 0-8-9 2-0-7 3-5-9 5-6-0 Scale = 1:42.8 Plate Offsets (X, Y):[1:0-3-4,0-3-4], [3:0-3-0,Edge], [4:0-3-4,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL)-0.05 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT)-0.08 6-7 >705 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)-0.01 12 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.01 6-7 >999 240 Weight: 43 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G *Except* 10-4:2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 11=0-3-8, 12=0-7-12 Max Horiz 11=-155 (LC 10) Max Uplift 6=-225 (LC 8), 11=-5 (LC 12), 12=-226 (LC 11) Max Grav 6=562 (LC 27), 11=432 (LC 25), 12=243 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-9=-2/417, 1-9=-2/417, 1-2=-119/146, 2-6=-438/315, 2-3=-214/204, 3-8=0/0, 3-4=-495/515, 5-10=-209/353, 4-10=-209/353 BOT CHORD 6-7=-262/410, 5-6=-243/224 WEBS 1-6=-374/244, 4-6=-495/503, 1-11=-971/388, 4-12=-658/723 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-7-7 to 6-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 11 DF No.2 crushing capacity of 625 psi, Joint 6 DF No.2 crushing capacity of 625 psi, Joint 12 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 11, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 6, 5 lb uplift at joint 11 and 226 lb uplift at joint 12. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 7-16=-30, 5-16=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031783AD03Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:50 Page: 1 ID:kWr0WjwEb7ZC3rCnzmtuc2yEX3x-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =3x4 =6x12 =4x6 =4x6 =3x10 =3x6 =4x12 =6x8 7 15 6 16 511 9 10 12 1 13 2 3 14 4 8 0-5-10 4-11-10 4-0-7 9-0-1 4-6-0 4-6-0 0-0-1 4-8-13 0-5-10 0-5-10 0-9-8 9-0-1 3-5-12 8-2-9 4-3-2 4-8-12 5-6-0 0-6-3 1-3-9 0-7-14 0-9-40-6-15 1-4-3 0-7-14 2-0-1 3-5-15 5-6-0 Scale = 1:40.4 Plate Offsets (X, Y):[1:0-3-4,0-3-8], [2:0-3-0,Edge], [4:0-5-0,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL)-0.04 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.37 Vert(CT)-0.05 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.15 Horz(CT)-0.01 12 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.01 6-7 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G *Except* 10-4:2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 11=0-3-8, 12=0-7-12 Max Horiz 11=156 (LC 9) Max Uplift 6=-130 (LC 8), 11=-1 (LC 9), 12=-114 (LC 9) Max Grav 6=591 (LC 33), 11=428 (LC 25), 12=371 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-9=-7/421, 1-9=-7/421, 1-2=-181/114, 2-6=-500/454, 2-3=-278/357, 3-8=0/0, 3-4=-154/138, 5-10=-214/327, 4-10=-214/327 BOT CHORD 6-7=-216/260, 5-6=-584/582 WEBS 1-6=-202/175, 3-5=-558/488, 1-11=-704/246, 4-12=-432/381 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-7-7 to 8-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 11 DF No.2 crushing capacity of 625 psi, Joint 6 DF No.2 crushing capacity of 625 psi, Joint 12 DF No.2 crushing capacity of 625 psi. 7)Bearing at joint(s) 11, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 6, 1 lb uplift at joint 11 and 114 lb uplift at joint 12. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031784AD04Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:50 Page: 1 ID:bHAXQbUH7mkLyAFTlDg43FyEX?K-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =3x4 =6x12 =4x6 =5x6 =5x6 =4x6 =5x10 =6x8 7 15 6 16 511 9 10 12 1 13 2 3 14 4 8 0-5-10 4-11-10 4-6-0 4-6-0 6-0-7 11-0-1 0-5-10 0-5-10 0-9-8 11-0-1 4-3-2 4-8-12 5-5-13 10-2-9 5-6-0 0-6-8 1-3-9 0-7-3 0-9-40-7-5 1-4-9 0-7-3 1-11 -12 3-6-4 5-6-0 Scale = 1:41.3 Plate Offsets (X, Y):[1:0-3-4,0-3-4], [2:0-3-0,Edge], [4:0-3-0,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL)-0.08 5-6 >933 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.46 Vert(CT)-0.11 5-6 >671 240 BCLL 0.0 *Rep Stress Incr NO WB 0.26 Horz(CT)-0.01 12 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 6-7 >999 240 Weight: 59 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G *Except* 10-4:2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 11=0-3-8, 12=0-7-12 Max Horiz 11=157 (LC 9) Max Uplift 6=-78 (LC 8), 11=-10 (LC 12), 12=-75 (LC 9) Max Grav 6=632 (LC 33), 11=427 (LC 25), 12=437 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-9=-6/420, 1-9=-6/420, 1-2=-185/201, 2-6=-526/365, 2-3=-293/279, 3-8=0/0, 3-4=-230/127, 5-10=-109/366, 4-10=-109/366 BOT CHORD 6-7=-196/254, 5-6=-541/479 WEBS 1-6=-193/73, 3-5=-494/422, 1-11=-678/188, 4-12=-521/309 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-7-7 to 10-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 11 DF No.2 crushing capacity of 625 psi, Joint 6 DF No.2 crushing capacity of 625 psi, Joint 12 DF No.2 crushing capacity of 625 psi. 7)Bearing at joint(s) 11, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 6, 10 lb uplift at joint 11 and 75 lb uplift at joint 12. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031785AD05Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:51 Page: 1 ID:kCBHGLVP1nfothxNU4f?oFyEWyk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =3x4 =6x12 =4x6 =4x12 =5x6 =4x6 =3x4 7 13 14 6 15 510 9 1 11 2 3 12 4 8 0-5-10 4-11-10 4-6-0 4-6-0 5-8-9 10-8-4 0-0-6 10-8-4 0-5-10 0-5-10 4-3-3 4-8-13 5-11-1 10-7-14 5-6-0 0-6-14 2-0-60-6-8 0-9-40-7-10 1-4-14 0-6-8 1-11 -6 3-6-10 5-6-0 Scale = 1:40.5 Plate Offsets (X, Y):[1:0-3-4,0-3-4], [2:0-3-0,Edge], [3:0-3-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL)-0.09 5-6 >760 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.12 5-6 >547 240 BCLL 0.0 *Rep Stress Incr NO WB 0.30 Horz(CT)0.00 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.01 6-7 >999 240 Weight: 56 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)5=0-7-0, 6=0-5-8, 10=0-3-8 Max Horiz 10=174 (LC 11) Max Uplift 5=-80 (LC 9), 6=-74 (LC 8), 10=-14 (LC 8) Max Grav 5=488 (LC 35), 6=630 (LC 34), 10=436 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-9=-6/423, 1-9=-6/423, 1-2=-209/285, 2-6=-530/323, 2-3=-285/139, 3-8=0/0, 3-4=-446/490, 4-5=-453/276 BOT CHORD 6-7=-205/257, 5-6=-56/116 WEBS 1-6=-166/17, 4-6=-487/517, 1-10=-670/200 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-7-7 to 10-6-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 10 DF No.2 crushing capacity of 625 psi, Joint 6 DF No.2 crushing capacity of 625 psi, Joint 5 DF No.2 crushing capacity of 625 psi. 7)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 6, 80 lb uplift at joint 5 and 14 lb uplift at joint 10. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 7-14=-30, 5-14=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031786AD06Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:51 Page: 1 ID:aXnz3vDTbPXevVogovCIYCyEWwW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =6x12 =2x6 =4x6 =5x8 =4x5 =4x12 =6x8 7 6 14 15 511 10 9 1 12 2 3 13 4 8 0-5-10 4-11-10 3-8-9 8-8-4 4-6-0 4-6-0 0-5-10 0-5-10 0-9-8 8-8-4 3-1-15 7-10 -12 4-3-3 4-8-13 5-6-0 0-7-3 1-6-3 0-5-13 0-8-0 1-5-4 0-5-13 1-11 -1 3-6-15 5-6-0 0-5-8 0-5-8 0-3-12 0-9-4 Scale = 1:40.4 Plate Offsets (X, Y):[1:0-3-4,0-3-4], [4:0-5-0,0-2-8], [5:0-4-0,0-2-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.06 6-7 >915 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.47 Vert(CT)-0.09 6-7 >635 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.01 11 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.01 6-7 >999 240 Weight: 50 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G *Except* 5-4:2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8, 11=0-7-12 Max Horiz 10=-150 (LC 10) Max Uplift 6=-126 (LC 8), 10=-4 (LC 12), 11=-122 (LC 9) Max Grav 6=576 (LC 33), 10=432 (LC 25), 11=369 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-9=-1/417, 1-9=-1/417, 1-2=-83/125, 2-6=-474/382, 2-3=-272/304, 3-8=0/0, 3-4=-169/155, 4-5=-255/335 BOT CHORD 6-7=-255/374, 5-6=-627/523 WEBS 1-6=-343/199, 3-5=-458/509, 1-10=-795/317, 4-11=-406/376 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-7-7 to 7-8-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 10 DF No.2 crushing capacity of 625 psi, Joint 6 DF No.2 crushing capacity of 625 psi, Joint 11 DF No.2 crushing capacity of 625 psi. 7)Bearing at joint(s) 10, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 6, 4 lb uplift at joint 10 and 122 lb uplift at joint 11. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031787AD07Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:51 Page: 1 ID:04FoxtWfrnUhiiKBwpcsFGyEWtY-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =6x12 =3x6 =M18AHS 3x10 =4x8 =3x4 =4x12 =6x8 6 13 5 14 4109 8 1 11 2 12 3 7 0-5-10 3-10 -11 1-8-9 5-7-4 3-5-1 3-5-1 0-9-8 5-7-4 0-9-8 0-9-8 1-1-15 4-9-12 2-10-5 3-7-13 5-6-0 0-7-12 1-5-80-5-1 0-8-6 1-5-10 0-5-1 1-10 -11 3-7-5 5-6-0 0-5-8 0-5-8 0-3-12 0-9-4 Scale = 1:46.1 Plate Offsets (X, Y):[1:0-1-8,0-3-0], [2:0-10-11,Edge], [3:0-5-0,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL)-0.02 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.26 Vert(CT)-0.02 5-6 >999 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.05 Horz(CT)0.00 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 5-6 >999 240 Weight: 38 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 5-7:2x6 DF No.2 G OTHERS 2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-4 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 2-7 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 9=0-7-12, 10=0-7-12 Max Horiz 9=148 (LC 9) Max Uplift 5=-81 (LC 8), 9=-53 (LC 8), 10=-137 (LC 11) Max Grav 5=527 (LC 33), 9=325 (LC 25), 10=253 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 6-8=-2/402, 1-8=-2/402, 1-2=-425/386, 2-5=-426/296, 2-7=0/0, 2-3=-162/151, 3-4=-136/207 BOT CHORD 5-6=-93/173, 4-5=-226/258 WEBS 1-5=-214/128, 2-4=-131/197, 1-9=-516/404, 3-10=-382/357 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-11-5 to 4-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 9 DF No.2 crushing capacity of 625 psi, Joint 5 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 9, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 5, 53 lb uplift at joint 9 and 137 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 2-3=-68, 5-6=-30, 4-5=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031788AD08Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:52 Page: 1 ID:AeS6BWmmk7Efsuphd5Qi6nyEWpM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.18 12 =7x10 =4x5 =1.5x4 =10x16 =3x6 157 65 8 12 13 11 10 21413 4 9 0-3-11 2-9-8 0-5-10 2-5-13 2-0-3 2-0-3 0-4-1 2-5-13 0-1-13 2-0-3 0-1-9 2-1-12 0-9-8 0-9-8 1-0-15 1-10-7 5-6-0 0-8-4 5-0-8 0-4-9 0-8-10 1-5-14 0-4-9 1-10 -7 3-7-9 5-6-0 0-5-8 0-5-8 0-3-12 0-9-4 Scale = 1:53.6 Plate Offsets (X, Y):[1:0-3-0,0-3-8], [2:0-8-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL)0.00 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT)0.00 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.13 Horz(CT)0.00 12 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 5 >999 240 Weight: 23 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G *Except* 3-4:2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 2-6:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-1:2x4 DF No.2 G, 8-9:2x6 DF No.2 G OTHERS 2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)12=0-7-12, 13=0-7-12 Max Horiz 13=-145 (LC 8) Max Uplift 12=-197 (LC 9), 13=-195 (LC 8) Max Grav 12=439 (LC 31), 13=278 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-11=-189/296, 1-11=-189/296, 1-2=-197/189, 3-4=-1/0, 6-10=-107/397, 10-12=-315/290, 8-12=-170/177, 2-10=-413/67, 2-3=-37/30, 3-9=0/0 BOT CHORD 6-7=-416/428, 5-6=0/0 WEBS 7-10=-420/419, 1-13=-402/320 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-11-5 to 2-9-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 13 DF No.2 crushing capacity of 625 psi, Joint 12 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 12, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 12 and 195 lb uplift at joint 13. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 5-7=-30 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031789AD09Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:52 Page: 1 ID:i38JTYVfQZd1t7n1bQSd?SyEWjE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x5 =3x10 =6x8 =5x8 =4x6 =5x8 =4x5 9 20 8 21 7 22 6 23 5 16 17 1 18 2 3 19 4 10 0-5-10 3-11-10 3-6-0 3-6-0 4-10-14 8-10-8 0-5-10 8-10-8 3-8-13 3-8-13 4-8-1 8-4-14 6-6-0 1-2-0 2-1-0 1-7-6 0-9-4 1-2-14 1-2-14 1-7-6 2-10 -4 3-7-12 6-6-0 Scale = 1:46.1 Plate Offsets (X, Y):[3:0-3-12,0-3-0], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.01 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.35 Vert(CT)-0.01 5-6 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.61 Horz(CT)0.01 17 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 7-8 >999 240 Weight: 63 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF No.2 G OTHERS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 16-4:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-8, 3-10, 3-4. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 5-6-2 oc bracing. REACTIONS (size)5=5-4-8, 6=5-4-8, 7=5-4-8, 8=5-4-8, 17=0-3-8 Max Horiz 8=-185 (LC 10) Max Uplift 5=-227 (LC 28), 7=-406 (LC 38), 8=-867 (LC 27), 17=-431 (LC 26) Max Grav 5=510 (LC 46), 6=426 (LC 45), 7=305 (LC 44), 8=1614 (LC 26), 17=360 (LC 27) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-75/369, 1-2=-644/1601, 2-8=-1319/917, 2-3=-1243/938, 3-10=0/0, 3-4=-975/928, 5-16=-570/339, 4-16=-570/339 BOT CHORD 8-9=-808/727, 7-8=-606/762, 6-7=-907/777, 5-6=-1331/1201 WEBS 1-8=-1646/657, 3-5=-1329/1532, 4-17=-380/436 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20% has been applied for the green lumber members. 11)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 17 DF No.2 crushing capacity of 625 psi. 12)Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 867 lb uplift at joint 8, 227 lb uplift at joint 5, 406 lb uplift at joint 7 and 431 lb uplift at joint 17. 14)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15)This truss has been designed for a total seismic drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-10-8 for 225.4 plf. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 17)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-72, 3-4=-128, 8-9=-34, 5-8=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031790AE01Half Hip Structural Gable 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:53 Page: 1 ID:9Lpv23nrCWXuXEcSa6WvjpyEQBI-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =1.5x4 =1.5x4 =3x4 =5x8 =4x5 7 15 6 16 5 11 12 1 13 2 3 14 4 8 0-5-10 3-11-10 1-3-12 8-10-8 3-6-0 3-6-0 3-7-2 7-6-12 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 2-0-8 1-6-14 0-9-4 1-2-14 1-2-14 1-6-14 2-9-12 3-8-4 6-6-0 Scale = 1:45.8 Plate Offsets (X, Y):[3:0-1-12,0-3-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL)-0.08 5-6 >725 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.48 Vert(CT)-0.11 5-6 >560 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)0.01 12 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 58 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 12=0-3-8 Max Horiz 6=-185 (LC 10) Max Uplift 6=-219 (LC 8), 12=-252 (LC 36) Max Grav 6=1001 (LC 29), 12=365 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-92/384, 1-2=-692/1645, 2-6=-561/658, 2-3=-382/554, 3-8=0/0, 3-4=-131/101, 5-11=-341/449, 4-11=-341/449 BOT CHORD 6-7=-11/12, 5-6=-636/815 WEBS 1-6=-1692/706, 3-5=-857/708, 4-12=-383/279 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 12 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 6 and 252 lb uplift at joint 12. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031791AE02Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:53 Page: 1 ID:rSqPR2I7swNi7xzah?HHZAyEQBx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =3x4 =5x8 =4x5 7 13 6 14 5 9 10 1 11 2 3 412 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 2-0-6 1-6-12 0-9-4 1-2-14 1-2-14 1-6-12 2-9-10 3-8-6 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-1-12,0-3-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL)-0.08 5-6 >725 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.48 Vert(CT)-0.11 5-6 >560 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 55 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-185 (LC 10) Max Uplift 6=-219 (LC 8), 10=-252 (LC 29) Max Grav 6=1001 (LC 29), 10=365 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-92/384, 1-2=-692/1645, 2-6=-561/658, 2-3=-382/554, 3-8=0/0, 3-4=-131/101, 5-9=-341/449, 4-9=-341/449 BOT CHORD 6-7=-11/12, 5-6=-637/817 WEBS 1-6=-1692/706, 3-5=-859/710, 4-10=-383/279 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 6 and 252 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031792AE03Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:54 Page: 1 ID:Gl_6VG7L9cchRovus21?_DyEQC9-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =3x4 =5x8 =4x5 7 13 6 14 5 9 10 1 11 2 3 12 4 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 2-0-0 1-6-6 0-9-4 1-2-14 1-2-14 1-6-6 2-9-4 3-8-12 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-1-12,0-3-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL)-0.08 5-6 >726 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.48 Vert(CT)-0.11 5-6 >560 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 55 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-186 (LC 10) Max Uplift 6=-220 (LC 8), 10=-252 (LC 36) Max Grav 6=1001 (LC 29), 10=365 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-92/384, 1-2=-692/1646, 2-6=-561/660, 2-3=-382/556, 3-8=0/0, 3-4=-133/103, 5-9=-340/450, 4-9=-340/450 BOT CHORD 6-7=-11/12, 5-6=-646/830 WEBS 1-6=-1693/707, 3-5=-870/717, 4-10=-384/281 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 lb uplift at joint 6 and 252 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031793AE04Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:54 Page: 1 ID:8FiCnpzBDdzXNoPObqIyzTyEQCM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =3x4 =5x8 =4x5 7 13 6 14 5 9 10 1 11 2 123 4 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 1-11 -8 1-5-14 0-9-4 1-2-14 1-2-14 1-5-14 2-8-12 3-9-4 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-1-12,0-3-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL)-0.08 5-6 >726 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.48 Vert(CT)-0.11 5-6 >559 240 BCLL 0.0 *Rep Stress Incr NO WB 0.39 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 55 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-187 (LC 10) Max Uplift 6=-220 (LC 8), 10=-252 (LC 29) Max Grav 6=1001 (LC 29), 10=365 (LC 38) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-92/385, 1-2=-693/1648, 2-6=-561/661, 2-3=-382/557, 3-8=0/0, 3-4=-135/105, 5-9=-339/450, 4-9=-339/450 BOT CHORD 6-7=-11/12, 5-6=-657/846 WEBS 1-6=-1695/707, 3-5=-883/725, 4-10=-385/284 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 lb uplift at joint 6 and 252 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031794AE05Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:54 Page: 1 ID:NShlXGfV6xp4ty?ae4L5SCyEQCl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =3x4 =6x8 =3x4 7 13 6 14 5 9 10 1 11 2 3 12 4 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-3-9 8-10 -8 3-6-0 3-6-0 4-10-2 8-6-15 6-6-0 1-2-0 1-11 -0 1-5-6 0-9-4 1-2-14 1-2-14 1-5-6 2-8-4 3-9-12 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-1-12,0-3-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL)-0.09 5-6 >654 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.51 Vert(CT)-0.12 5-6 >500 240 BCLL 0.0 *Rep Stress Incr NO WB 0.42 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-187 (LC 10) Max Uplift 6=-221 (LC 8), 10=-245 (LC 29) Max Grav 6=1002 (LC 29), 10=385 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-93/385, 1-2=-695/1649, 2-6=-561/665, 2-3=-383/561, 3-8=0/0, 3-4=-114/82, 5-9=-329/448, 4-9=-329/448 BOT CHORD 6-7=-11/12, 5-6=-662/860 WEBS 1-6=-1696/710, 3-5=-916/739, 4-10=-393/274 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-5-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF Stud or No.2 or Std crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 lb uplift at joint 6 and 245 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031795AE06Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:55 Page: 1 ID:nlrSbUVjPe23Cowup75ptFyEQCz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =3x4 =5x8 =4x5 7 13 6 14 5 9 10 1 11 2 3 12 4 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 1-10 -8 1-4-14 0-9-4 1-2-14 1-2-14 1-4-14 2-7-12 3-10 -4 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-1-12,0-3-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.08 5-6 >726 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.11 5-6 >559 240 BCLL 0.0 *Rep Stress Incr NO WB 0.39 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 55 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-188 (LC 10) Max Uplift 6=-221 (LC 8), 10=-252 (LC 36) Max Grav 6=1001 (LC 29), 10=365 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-92/386, 1-2=-693/1651, 2-6=-562/664, 2-3=-383/560, 3-8=0/0, 3-4=-139/109, 5-9=-338/452, 4-9=-338/452 BOT CHORD 6-7=-11/12, 5-6=-679/880 WEBS 1-6=-1698/708, 3-5=-910/743, 4-10=-387/289 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 lb uplift at joint 6 and 252 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031796AE07Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:55 Page: 1 ID:fFZXs1KZTeQv8oROYvMmsVyEQDA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x12 =5x10 =5x10 =1.5x4 =4x5 7 13 14 6 15 5 9 10 1 11 2 3 12 4 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 1-10 -0 1-4-6 0-9-4 1-2-14 1-2-14 1-4-6 2-7-4 3-10 -12 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-5-0,Edge], [4:0-2-4,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.07 5-6 >775 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.47 Vert(CT)-0.10 5-6 >604 240 BCLL 0.0 *Rep Stress Incr NO WB 0.40 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-4-7 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-188 (LC 10) Max Uplift 6=-232 (LC 8), 10=-287 (LC 29) Max Grav 6=1035 (LC 29), 10=352 (LC 34) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-95/388, 1-2=-736/1732, 2-6=-459/207, 2-3=-250/138, 3-8=0/0, 3-4=-919/738, 5-9=-17/398, 4-9=-17/398 BOT CHORD 6-7=-11/12, 5-6=-121/140 WEBS 1-6=-1777/749, 4-6=-808/971, 4-10=-414/288 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 lb uplift at joint 6 and 287 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 7-14=-30, 5-14=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031797AE08Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:56 Page: 1 ID:7AbUVZ8XEkPBDLCJcY40C7yEQDQ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =3x4 =5x8 =4x5 7 13 6 14 5 9 10 1 11 2 3 12 4 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 1-9-12 1-4-2 0-9-4 1-2-14 1-2-14 1-4-2 2-7-0 3-11 -0 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-1-12,0-3-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.08 5-6 >727 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.11 5-6 >559 240 BCLL 0.0 *Rep Stress Incr NO WB 0.40 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-189 (LC 10) Max Uplift 6=-222 (LC 8), 10=-252 (LC 29) Max Grav 6=1001 (LC 29), 10=365 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-92/386, 1-2=-694/1653, 2-6=-562/666, 2-3=-383/562, 3-8=0/0, 3-4=-143/113, 5-9=-336/452, 4-9=-336/452 BOT CHORD 6-7=-11/12, 5-6=-697/907 WEBS 1-6=-1700/709, 3-5=-932/757, 4-10=-388/293 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 6 and 252 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031798AE09Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:56 Page: 1 ID:b5dR85yV?pOSIt_FgBnFZlyEQDg-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =4x5 =3x10 =4x6 =5x6 =3x4 =5x8 =4x5 7 13 6 14 5 9 10 1 11 2 3 12 4 8 0-5-10 3-11-10 3-6-0 3-6-0 4-10 -14 8-10-8 0-2-13 3-8-13 0-5-10 8-10-8 3-6-0 3-6-0 4-8-1 8-4-14 6-6-0 1-2-0 1-9-8 1-3-14 0-9-4 1-2-14 1-2-14 1-3-14 2-6-12 3-11 -4 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[3:0-1-12,0-3-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.08 5-6 >727 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.11 5-6 >559 240 BCLL 0.0 *Rep Stress Incr NO WB 0.40 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.02 5-6 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-3-8 Max Horiz 6=-189 (LC 10) Max Uplift 6=-222 (LC 8), 10=-252 (LC 29) Max Grav 6=1001 (LC 29), 10=365 (LC 38) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-92/386, 1-2=-694/1654, 2-6=-562/667, 2-3=-383/563, 3-8=0/0, 3-4=-144/114, 5-9=-336/453, 4-9=-336/453 BOT CHORD 6-7=-11/12, 5-6=-703/916 WEBS 1-6=-1701/709, 3-5=-939/762, 4-10=-389/295 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-3-1 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi, Joint 10 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 6 and 252 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031799AE10Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:57 Page: 1 ID:30fOndlSmuNjOQmAkqVVvOyEQDw-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =4x5 7 12 6 13 5 1 9 2 3 41011 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 6-6-0 1-2-0 2-6-71-3-9 1-2-14 1-2-14 1-3-9 2-6-7 3-11 -9 6-6-0 Scale = 1:44.6 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-3-12,0-3-8], [4:Edge,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL)-0.13 5-6 >565 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >416 240 BCLL 0.0 *Rep Stress Incr NO WB 0.76 Horz(CT)0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.03 5-6 >999 240 Weight: 58 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=204 (LC 11) Max Uplift 5=-147 (LC 9), 6=-205 (LC 8) Max Grav 5=529 (LC 33), 6=1054 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-83/383, 1-2=-542/1558, 2-6=-668/694, 2-3=-488/585, 3-8=0/0, 3-4=-117/68, 4-5=-530/215 BOT CHORD 6-7=-62/82, 5-6=-639/934 WEBS 1-6=-1538/581, 3-5=-999/721 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 6 and 147 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-11=-128, 4-11=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031800AE11Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:57 Page: 1 ID:MqXB7OQX7bzYeHC_ffWAJhyEQEL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 103 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 3-8-0 1-2-0 2-6-61-3-8 1-2-14 1-2-14 1-3-8 2-6-6 1-1-10 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL)-0.13 5-6 >565 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >412 240 BCLL 0.0 *Rep Stress Incr NO WB 0.36 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=104 (LC 9) Max Uplift 5=-134 (LC 29), 6=-121 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-539/1558, 2-6=-573/426, 2-3=-332/314, 3-8=0/0, 3-4=-96/55, 4-5=-466/146 BOT CHORD 6-7=-62/82, 5-6=-671/458 WEBS 1-6=-1539/581, 3-5=-480/732 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031801AE12Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:57 Page: 1 ID:Ix7WzGF6f?4hLzY5H?lfCXyEQEa-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 3 10 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 3-8-0 1-2-0 2-5-14 1-3-0 1-2-14 1-2-14 1-3-0 2-5-14 1-2-2 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL)-0.13 5-6 >567 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >412 240 BCLL 0.0 *Rep Stress Incr NO WB 0.37 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=104 (LC 9) Max Uplift 5=-134 (LC 29), 6=-121 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 36) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-539/1558, 2-6=-573/426, 2-3=-332/314, 3-8=0/0, 3-4=-99/54, 4-5=-466/146 BOT CHORD 6-7=-62/82, 5-6=-684/468 WEBS 1-6=-1539/581, 3-5=-490/745 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031802AE13Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:58 Page: 1 ID:3xYhWNxpn?oNDzZ5lYHZ92yEQF_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 103 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 3-8-0 1-2-0 2-5-61-2-8 1-2-14 1-2-14 1-2-8 2-5-6 1-2-10 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL)-0.13 5-6 >568 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >413 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=105 (LC 11) Max Uplift 5=-134 (LC 29), 6=-121 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-539/1559, 2-6=-573/427, 2-3=-333/315, 3-8=0/0, 3-4=-101/54, 4-5=-466/146 BOT CHORD 6-7=-62/82, 5-6=-697/477 WEBS 1-6=-1539/581, 3-5=-500/758 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031803AE14Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:58 Page: 1 ID:?280NFlOJOvVwgwDNuW22tyEQFD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 3 10 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 3-8-0 1-2-0 2-4-14 1-2-0 1-2-14 1-2-14 1-2-0 2-4-14 1-3-2 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >569 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >413 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=105 (LC 9) Max Uplift 5=-134 (LC 36), 6=-121 (LC 8) Max Grav 5=462 (LC 38), 6=959 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-539/1559, 2-6=-573/427, 2-3=-333/315, 3-8=0/0, 3-4=-103/54, 4-5=-466/146 BOT CHORD 6-7=-61/82, 5-6=-711/487 WEBS 1-6=-1539/581, 3-5=-510/771 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031804AE15Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:59 Page: 1 ID:2OVqNlWUoZWB8lzZmPgantyEQFW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 103 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 3-8-0 1-2-0 2-4-61-1-8 1-2-14 1-2-14 1-1-8 2-4-6 1-3-10 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >570 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >414 240 BCLL 0.0 *Rep Stress Incr NO WB 0.39 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=105 (LC 9) Max Uplift 5=-134 (LC 36), 6=-121 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-539/1559, 2-6=-573/428, 2-3=-333/316, 3-8=0/0, 3-4=-106/54, 4-5=-466/146 BOT CHORD 6-7=-61/82, 5-6=-726/497 WEBS 1-6=-1540/582, 3-5=-521/785 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031805AE16Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:59 Page: 1 ID:eYHGBvHxVP?1lgRjbCJuzfyEQFq-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =4x8 =4x5 =4x12 =6x8 16 8 14 15 7 65 10 11 1 12 2 3 13 4 9 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-12 9-8-0 0-2-13 3-8-13 0-6-8 10 -2-8 3-6-0 3-6-0 5-8-6 9-5-3 3-8-0 1-2-0 1-10 -6 1-1-0 0-5-8 1-2-14 1-2-14 1-1-0 2-3-14 1-4-2 3-8-0 Scale = 1:39.6 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-4-0,Edge], [10:0-4-0,0-2-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL)-0.07 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.09 6-7 >760 240 BCLL 0.0 *Rep Stress Incr NO WB 0.51 Horz(CT)0.00 11 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 6-7 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-9:2x6 DF No.2 G, 10-4:2x8 DF No.2 G, 6-4:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (8-3-10 max.): 2-7, 3-9, 3-4. Except: 10-0-0 oc bracing: 3-9 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)7=0-5-8, 11=0-5-8 Max Horiz 7=-91 (LC 10) Max Uplift 7=-124 (LC 8), 11=-196 (LC 29) Max Grav 7=997 (LC 29), 11=392 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-85/385, 1-2=-585/1651, 2-7=-484/190, 2-3=-269/134, 3-9=0/0, 3-4=-512/823, 6-10=0/414, 4-10=0/414 BOT CHORD 7-8=-71/77, 6-7=-41/186, 5-6=0/0 WEBS 1-7=-1619/624, 4-7=-836/542, 4-11=-419/197 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-5-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 7 DF No.2 crushing capacity of 625 psi, Joint 11 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 7 and 196 lb uplift at joint 11. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 8-15=-30, 5-15=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031806AE17Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:55:59 Page: 1 ID:iue5BP20_ackzlU3_iTRifyEQG7-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =4x8 =4x5 =4x12 =6x8 8 14 15 7 16 65 10 11 1 12 2 3 13 4 9 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-12 9-8-0 0-2-13 3-8-13 0-6-8 10 -2-8 3-6-0 3-6-0 5-8-6 9-5-3 3-8-0 1-2-0 1-9-14 1-0-8 0-5-8 1-2-14 1-2-14 1-0-8 2-3-6 1-4-10 3-8-0 Scale = 1:39.6 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-4-0,Edge], [10:0-4-0,0-2-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL)-0.07 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.09 6-7 >764 240 BCLL 0.0 *Rep Stress Incr NO WB 0.52 Horz(CT)0.00 11 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 6-7 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-9:2x6 DF No.2 G, 10-4:2x8 DF No.2 G, 6-4:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (8-2-4 max.): 2-7, 3-9, 3-4. Except: 10-0-0 oc bracing: 3-9 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)7=0-5-8, 11=0-5-8 Max Horiz 7=-91 (LC 10) Max Uplift 7=-125 (LC 8), 11=-197 (LC 29) Max Grav 7=997 (LC 29), 11=391 (LC 34) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-85/385, 1-2=-586/1653, 2-7=-484/191, 2-3=-269/134, 3-9=0/0, 3-4=-526/842, 6-10=0/414, 4-10=0/414 BOT CHORD 7-8=-71/77, 6-7=-42/190, 5-6=0/0 WEBS 1-7=-1621/626, 4-7=-853/555, 4-11=-420/198 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-5-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 7 DF No.2 crushing capacity of 625 psi, Joint 11 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 7 and 197 lb uplift at joint 11. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 8-15=-30, 5-15=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031807AE18Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:00 Page: 1 ID:oLxbK9bhVpSMWrEdFGPSbFyEQOS-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =4x8 =4x12 =4x5 =6x8 16 8 14 15 7 65 10 11 1 12 2 133 4 9 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-12 9-8-0 0-2-13 3-8-13 0-6-8 10 -2-8 3-6-0 3-6-0 5-8-6 9-5-3 3-8-0 1-2-0 1-9-61-0-0 0-5-8 1-2-14 1-2-14 1-0-0 2-2-14 1-5-2 3-8-0 Scale = 1:39.6 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-4-0,Edge], [10:0-4-0,0-2-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL)-0.07 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.09 6-7 >767 240 BCLL 0.0 *Rep Stress Incr NO WB 0.52 Horz(CT)0.00 11 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 6-7 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-9:2x6 DF No.2 G, 10-4:2x8 DF No.2 G, 4-6:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (8-0-15 max.): 2-7, 3-9, 3-4. Except: 10-0-0 oc bracing: 3-9 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)7=0-5-8, 11=0-5-8 Max Horiz 7=-92 (LC 10) Max Uplift 7=-125 (LC 8), 11=-198 (LC 29) Max Grav 7=998 (LC 38), 11=391 (LC 34) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-85/385, 1-2=-587/1656, 2-7=-484/193, 2-3=-269/134, 3-9=0/0, 3-4=-542/862, 6-10=0/414, 4-10=0/414 BOT CHORD 7-8=-71/77, 6-7=-43/194, 5-6=0/0 WEBS 1-7=-1623/627, 4-7=-871/569, 4-11=-421/199 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-5-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 7 DF No.2 crushing capacity of 625 psi, Joint 11 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 7 and 198 lb uplift at joint 11. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 8-15=-30, 5-15=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031808AE19Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:00 Page: 1 ID:OVj17KM8CgxB7min432mn1yEQOm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 103 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 3-8-0 1-2-0 2-2-60-11 -8 1-2-14 1-2-14 0-11 -8 2-2-6 1-5-10 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >575 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >416 240 BCLL 0.0 *Rep Stress Incr NO WB 0.42 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=107 (LC 9) Max Uplift 5=-134 (LC 29), 6=-121 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-540/1560, 2-6=-574/430, 2-3=-334/318, 3-8=0/0, 3-4=-117/54, 4-5=-466/146 BOT CHORD 6-7=-61/82, 5-6=-789/542 WEBS 1-6=-1541/582, 3-5=-569/847 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031809AE20Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:01 Page: 1 ID:9V9CgR2qKgft?njoZcafkYyEQPA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 103 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 3-8-0 1-2-0 2-1-140-11 -0 1-2-14 1-2-14 0-11 -0 2-1-14 1-6-2 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >577 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >417 240 BCLL 0.0 *Rep Stress Incr NO WB 0.43 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=107 (LC 11) Max Uplift 5=-134 (LC 29), 6=-122 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 36) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-540/1560, 2-6=-574/430, 2-3=-334/319, 3-8=0/0, 3-4=-120/54, 4-5=-466/146 BOT CHORD 6-7=-61/82, 5-6=-807/554 WEBS 1-6=-1541/582, 3-5=-582/865 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031810AE21Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:01 Page: 1 ID:K4GVrZmPlcl8lETNjHgGIiyEQPX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 3 10 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10 -2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 3-8-0 1-2-0 2-1-60-10 -8 1-2-14 1-2-14 0-10 -8 2-1-6 1-6-10 3-8-0 Scale = 1:35.5 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >578 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >417 240 BCLL 0.0 *Rep Stress Incr NO WB 0.44 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=107 (LC 9) Max Uplift 5=-134 (LC 29), 6=-122 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-81/382, 1-2=-540/1560, 2-6=-574/430, 2-3=-334/319, 3-8=0/0, 3-4=-123/54, 4-5=-466/146 BOT CHORD 6-7=-61/82, 5-6=-825/567 WEBS 1-6=-1541/582, 3-5=-595/882 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031811AE22Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:02 Page: 1 ID:1SpRpMTLPEkYsYdlJEEeKeyEQPv-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x12 =3x6 =3x4 7 11 6 12 5 1 9 2 103 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 6-6-0 1-2-0 2-0-14 0-10 -0 1-2-14 1-2-14 0-10 -0 2-0-14 4-5-2 6-6-0 Scale = 1:44.6 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-6-6,0-3-0], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >579 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >418 240 BCLL 0.0 *Rep Stress Incr NO WB 0.91 Horz(CT)0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 57 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 9-11-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=207 (LC 9) Max Uplift 5=-134 (LC 29), 6=-199 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-85/381, 1-2=-543/1561, 2-6=-574/609, 2-3=-334/503, 3-8=0/0, 3-4=-127/44, 4-5=-466/155 BOT CHORD 6-7=-61/82, 5-6=-844/1210 WEBS 1-6=-1542/582, 3-5=-1253/901 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031812AE23Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:02 Page: 1 ID:0BH0FYGhP0bzKxqUpARf82yEQQA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x12 =3x6 =3x4 7 11 6 12 5 1 9 2 103 4 8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 6-6-0 1-2-0 2-0-60-9-8 1-2-14 1-2-14 0-9-8 2-0-6 4-5-10 6-6-0 Scale = 1:44.6 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-6-8,0-3-0], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >581 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >419 240 BCLL 0.0 *Rep Stress Incr NO WB 0.93 Horz(CT)0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.02 5-6 >999 240 Weight: 57 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 9-8-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=208 (LC 9) Max Uplift 5=-134 (LC 29), 6=-199 (LC 8) Max Grav 5=462 (LC 33), 6=959 (LC 36) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-85/381, 1-2=-543/1561, 2-6=-574/608, 2-3=-335/503, 3-8=0/0, 3-4=-130/43, 4-5=-466/155 BOT CHORD 6-7=-61/83, 5-6=-864/1238 WEBS 1-6=-1542/582, 3-5=-1280/920 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 6 and 134 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031813AE24Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:03 Page: 1 ID:YB8LKme3f12L5ysVmFVS15yEQR_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x8 =6x16 =5x6 =5x8 =2x6 8 13 7 6 14 5 4 10 1 11 2 12 3 9 0-6-7 5-10-15 1-7-12 5-4-8 3-8-12 3-8-12 0-3-10 5-10-15 0-6-10 3-6-0 1-1-3 5-7-5 1-0-2 4-6-2 2-11-6 2-11-6 6-6-0 1-2-0 0-7-4 0-3-9 0-3-9 0-11 -12 1-3-5 5-2-11 6-6-0 Scale = 1:47.2 Plate Offsets (X, Y):[3:0-3-4,0-3-4], [6:0-1-12,0-2-8], [7:0-3-8,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL)0.00 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.32 Vert(CT)0.00 5-6 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.51 Horz(CT)0.00 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 5-6 >999 240 Weight: 38 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 2-7,2-6:2x6 DF No.2 G, 9-5:2x6 DF 1800F 1.6E G or 2x6 DF SS G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-6-7, 10=0-5-8 Max Horiz 10=214 (LC 9) Max Uplift 5=-841 (LC 29), 10=-444 (LC 8) Max Grav 5=377 (LC 8), 10=1470 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-109/408, 1-2=-516/1278, 2-3=-1334/1143, 3-5=-814/830, 3-9=0/0 BOT CHORD 7-8=-45/85, 5-6=-665/1297, 4-5=0/0 WEBS 7-10=-890/320, 2-10=-491/320, 6-10=-408/826, 1-7=-1300/576, 3-6=-1311/1259 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 10 DF No.2 crushing capacity of 625 psi, Joint 5 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 841 lb uplift at joint 5 and 444 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 7-8=-30, 5-6=-30, 4-5=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031814AF03Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:03 Page: 1 ID:PxHRKSF68pFYIB8tfLKjIVyDZV2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x8 =6x16 =4x6 =4x6 =2x6 =3x10 =3x4 =1.5x4 10 18 9 8 19 7 20 6 12 1 13 14 2 15 16 3 4 17 5 11 0-5-10 5-10-2 1-8-13 5-4-8 2-0-13 7-10-15 3-7-11 3-7-11 0-2-11 5-10-0 0-6-10 3-6-0 0-10-1 4-4-1 1-3-4 5-7-5 2-0-15 7-10-15 2-11-6 2-11-6 6-6-0 1-2-0 1-11 -6 0-2-11 0-8-0 0-7-4 1-3-5 1-3-5 0-8-0 1-11 -6 4-6-10 6-6-0 Scale = 1:45.9 Plate Offsets (X, Y):[9:0-3-8,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL)-0.01 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT)-0.01 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 7-8 >999 240 Weight: 48 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 7-11,2-9:2x6 DF No.2 G, 2-12:2x8 DF No.2 G, 2-8:2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-7, 4-11, 4-5. Except: 8-4-0 oc bracing: 4-11 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)2=0-5-8, 6= Mechanical, 7=0-5-8 Max Horiz 2=209 (LC 9) Max Uplift 2=-38 (LC 8), 6=-316 (LC 11), 7=-339 (LC 8) Max Grav 2=1123 (LC 42), 6=369 (LC 36), 7=426 (LC 44) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-85/400, 1-2=-434/1263, 2-3=-814/1404, 3-7=-518/793, 3-4=-478/904, 4-11=0/0, 4-5=-31/25, 5-6=-408/92, 2-9=-822/843, 8-12=-821/534 BOT CHORD 9-10=-37/72, 7-8=-705/584, 6-7=-512/1057 WEBS 3-8=-854/508, 4-6=-1275/655, 1-9=-1282/480 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 7-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 2 DF No.2 crushing capacity of 625 psi, Joint 7 DF No.2 crushing capacity of 625 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 lb uplift at joint 7, 316 lb uplift at joint 6 and 38 lb uplift at joint 2. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 14)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 15)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 2-3=-68, 4-5=-68, 9-10=-30, 7-8=-30 (F=-16), 6-7=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031815AF04Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:03 Page: 1 ID:VEOPx3FcNEH2GHTZQgjTu7yDa_2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =7x10 =4x6 =6x8 =3x4 14 7 13 6 5 9 10 1 11 2 123 4 8 0-5-10 3-11-10 3-6-0 3-6-0 5-11-5 9-10-15 0-2-13 3-8-13 0-3-9 9-10 -15 3-6-0 3-6-0 5-10-9 9-7-6 6-6-0 1-2-0 1-4-10 0-9-0 0-7-4 1-2-14 1-2-14 0-9-0 1-11 -14 4-6-2 6-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[2:0-5-15,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL)-0.10 5-6 >764 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.50 Vert(CT)-0.13 5-6 >558 240 BCLL 0.0 *Rep Stress Incr NO WB 0.75 Horz(CT)0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 56 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 9-4-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-1-15 Max Horiz 6=-197 (LC 10) Max Uplift 6=-201 (LC 8), 10=-163 (LC 29) Max Grav 6=964 (LC 29), 10=418 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-86/381, 1-2=-550/1562, 2-6=-575/613, 2-3=-341/507, 3-8=0/0, 3-4=-183/104, 5-9=-242/386, 4-9=-242/386 BOT CHORD 6-7=-61/83, 5-6=-897/1255 WEBS 1-6=-1543/590, 3-5=-1254/918, 4-10=-441/281 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-5-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 6 and 163 lb uplift at joint 10. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031816AF05Half Hip 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:04 Page: 1 ID:MjL3BxTrGYxzaBW284ny8ryEQSU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =1.5x4 =3x4 =4x5 =6x12 =3x6 =6x8 7 15 6 5 16 4 9 8 10 1 13 2 14 3 0-1-5 3-10 -15 1-0-15 3-9-11 2-8-12 2-8-12 0-5-10 2-11-9 0-11-6 3-10-15 2-5-15 2-5-15 1-3-0 1-2-0 1-3-0 Scale = 1:34.7 Plate Offsets (X, Y):[3:0-2-8,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL)0.00 5 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT)0.00 5 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.53 Horz(CT)-0.01 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 5 >999 240 Weight: 17 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 6-2,5-2:2x4 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 8=0-5-8 Max Horiz 8=-16 (LC 10) Max Uplift 3=-953 (LC 29), 8=-95 (LC 8) Max Grav 3=259 (LC 37), 4=388 (LC 42), 8=1495 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-82/404, 1-11=-293/907, 2-11=-832/2183, 2-12=-830/2177, 3-12=-309/822 BOT CHORD 6-7=-12/13, 4-5=0/0 WEBS 3-5=-1280/480, 1-6=-974/307, 2-8=-401/117, 6-8=-195/447, 8-11=-195/447, 5-8=-369/989, 8-12=-369/989 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: , Joint 8 DF No.2 crushing capacity of 625 psi. 8)Refer to girder(s) for truss to truss connections. 9)Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 953 lb uplift at joint 3 and 95 lb uplift at joint 8. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 6-7=-30, 4-5=-30 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031817AF06Jack-Open 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:04 Page: 1 ID:E6vpC4LWoaQ2RO0IftuPjQyE8mu-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =4x5 =6x8=2x6 =7x8 =7x10 =4x5 =3x6 =4x6 =1.5x4 =3x4 =5x6 =1.5x4 22 15 21 14 139 268 27 7 12 11 25102423 1 17 2 18 3 4 19 5 20 6 16 0-6-7 0-8-3 2-6-0 0-5-10 2-11-10 1-0-2 3-11-12 1-9-13 1-9-13 1-11-3 5-10-15 0-1-12 3-11-12 0-1-12 1-11-9 0-2-13 2-8-13 0-0-14 2-6-0 0-5-9 2-5-2 0-6-0 3-9-15 0-7-2 3-3-15 1-9-13 1-9-13 1-11-3 5-10-15 6-6-0 1-2-0 1-10 -14 0-0-2 0-7-40-7-8 0-7-4 0-7-4 0-7-6 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:64.9 Plate Offsets (X, Y):[2:0-1-8,0-2-12], [3:0-3-0,0-3-6], [11:0-2-8,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL)-0.01 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.64 Vert(CT)-0.01 7-8 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.64 Horz(CT)0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 7-8 >999 240 Weight: 41 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 11-9:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 12-16:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, except end verticals. Except: 6-9-0 oc bracing: 4-16 BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. Except: 3-6-0 oc bracing: 2-12 REACTIONS (size)7= Mechanical, 12=0-5-8 Max Horiz 12=212 (LC 11) Max Uplift 7=-320 (LC 25), 12=-252 (LC 8) Max Grav 7=384 (LC 31), 12=973 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-223/460, 1-2=-19/130, 2-3=-931/2627, 3-12=-502/1010, 3-4=-551/982, 4-16=0/0, 4-5=-794/498, 5-6=-29/19, 6-7=-398/42 BOT CHORD 14-15=-124/12, 13-14=0/0, 2-12=-2696/982, 11-12=-1136/1981, 10-11=-849/1514, 9-11=-165/200, 8-9=-308/466, 7-8=-447/695 WEBS 5-7=-875/558, 8-10=-225/270, 5-10=-436/594, 4-10=-1431/800, 2-15=-131/152, 2-14=-59/588 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 5-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 12 DF No.2 crushing capacity of 625 psi. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 12 and 320 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-6=-68, 13-15=-30, 2-24=-30, 11-24=-14, 7-9=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031818AF07Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:05 Page: 1 ID:c?T6vh_JTrVhE4_?SCdm94yE8Xt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =4x5 =6x8=2x6 =7x8 =5x10 =4x5 =2x6 =4x6 =1.5x4 =3x4 =3x6 =2x4 21 22 26 15 14 139 8 27 7 12 11 25 102423 1 17 2 18 3 4 19 5 20 6 16 0-6-7 0-8-3 2-6-0 0-5-10 2-11-10 1-9-13 1-9-13 1-10-0 4-9-10 3-1-5 7-10-15 0-1-12 4-9-10 0-1-12 1-11-9 0-2-13 2-8-13 0-0-14 2-6-0 0-5-9 2-5-2 0-7-2 3-3-15 1-3-14 4-7-13 1-9-13 1-9-13 3-1-5 7-10-15 6-6-0 1-2-0 1-11 -6 0-0-2 0-7-4 0-7-8 0-7-4 0-7-4 0-7-6 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:62.3 Plate Offsets (X, Y):[2:0-1-8,0-2-12], [3:0-3-0,0-3-6], [11:0-2-8,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL)-0.02 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.54 Vert(CT)-0.03 7-8 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.52 Horz(CT)0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.01 7-8 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 11-9:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 12-16:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 7-9-0 oc bracing: 4-16 BOT CHORD Rigid ceiling directly applied or 5-10-0 oc bracing. Except: 3-6-0 oc bracing: 2-12 REACTIONS (size)7= Mechanical, 12=0-5-8 Max Horiz 12=214 (LC 9) Max Uplift 7=-127 (LC 9), 12=-173 (LC 8) Max Grav 7=450 (LC 31), 12=862 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-224/460, 1-2=-17/130, 2-3=-844/2627, 3-12=-513/589, 3-4=-373/571, 4-16=0/0, 4-5=-655/546, 5-6=-57/19, 6-7=-418/71 BOT CHORD 14-15=-124/11, 13-14=0/0, 2-12=-2696/888, 11-12=-1085/1801, 10-11=-856/1419, 9-11=-72/71, 8-9=-304/382, 7-8=-476/576 WEBS 5-7=-624/503, 8-10=-60/276, 5-10=-281/421, 4-10=-1214/780, 2-15=-131/152, 2-14=-52/588 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 7-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 12 DF No.2 crushing capacity of 625 psi. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 12 and 127 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-6=-68, 13-15=-30, 2-24=-30, 11-24=-14, 7-9=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031819AF08Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:06 Page: 1 ID:rqHPvSxFScf1h8YnWt81iVyDWyn-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =4x5 =6x8 =2x6 =6x8 =4x12 =3x6 =2x4 =4x6 =1.5x4 =3x4 =3x6 =3x4 15 21 14 139 26 8 27 7 22 12 11 25 102423 1 17 2 18 3 4 19 5 20 6 16 0-6-7 0-8-3 2-6-0 0-5-10 2-11-10 1-9-13 1-9-13 2-4-10 5-4-4 4-2-3 9-6-7 0-1-12 5-4-4 0-1-12 1-11-9 0-2-13 2-8-13 0-0-14 2-6-0 0-5-9 2-5-2 0-7-2 3-3-15 1-9-13 1-9-13 1-10-8 5-2-7 4-2-3 9-6-7 6-6-0 1-2-0 1-11 -12 0-0-2 0-7-4 0-7-8 0-7-4 0-7-4 0-7-6 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:62.3 Plate Offsets (X, Y):[2:0-1-8,0-2-12], [3:0-3-0,0-2-10], [4:0-6-7,0-2-0], [11:0-3-0,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL)-0.05 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.08 7-8 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.45 Horz(CT)0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 7-8 >999 240 Weight: 58 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 11-9:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 12-16:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 8-4-0 oc bracing: 4-16 BOT CHORD Rigid ceiling directly applied or 5-10-5 oc bracing. Except: 3-6-0 oc bracing: 2-12 REACTIONS (size)7= Mechanical, 12=0-5-8 Max Horiz 12=215 (LC 9) Max Uplift 7=-101 (LC 9), 12=-146 (LC 8) Max Grav 7=493 (LC 46), 12=840 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-223/460, 1-2=-16/130, 2-3=-784/2627, 3-12=-532/461, 3-4=-400/447, 4-16=0/0, 4-5=-561/612, 5-6=-84/27, 6-7=-433/91 BOT CHORD 14-15=-124/10, 13-14=0/0, 2-12=-2696/824, 11-12=-1076/1683, 10-11=-873/1352, 9-11=-52/60, 8-9=-324/331, 7-8=-526/497 WEBS 5-7=-517/523, 8-10=-16/293, 5-10=-288/366, 4-10=-1151/824, 2-15=-131/152, 2-14=-47/588 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-4-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 12 DF No.2 crushing capacity of 625 psi. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 12 and 101 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-6=-68, 13-15=-30, 2-24=-30, 11-24=-14, 7-9=-14 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031820AF09Roof Special 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:06 Page: 1 ID:CI0rQEBYiSngDba8IyvH9WyDWqi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =2x6 =5x6 =4x5 =M18AHS 5x12 7 6 11 5 4 8 9 1 2 10 3 0-3-8 -0-3-8 5-8-0 5-8-0 0-3-13 5-2-8 0-3-14 0-3-14 0-5-8 5-8-0 4-6-13 4-10-12 1-3-8 1-2-1 0-6-4 0-3-9 0-9-4 Scale = 1:28.4 Plate Offsets (X, Y):[3:0-5-0,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL)-0.13 5-6 >529 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.67 Vert(CT)-0.20 5-6 >343 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.14 Horz(CT)0.01 9 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.03 5-6 >999 240 Weight: 24 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-3-8, 9=0-5-8 Max Horiz 1=22 (LC 9) Max Uplift 1=-10 (LC 12), 9=-8 (LC 8) Max Grav 1=516 (LC 25), 9=485 (LC 36) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-6=-4/465, 1-2=-41/34, 2-3=-560/233, 5-8=-50/401, 3-8=-50/401 BOT CHORD 6-7=0/0, 5-6=-12/13, 4-5=0/0 WEBS 2-5=-253/568, 3-9=-1439/603 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 1 DF No.2 crushing capacity of 625 psi, Joint 9 DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 1 and 8 lb uplift at joint 9. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 2-3=-68, 4-7=-30 Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031821AG01Monopitch91M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:07 Page: 1 ID:K7_OqomhYp1wsUYcHRoohEyEnwD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.18 12 =4x5 =4x5 =4x6 =6x16 =5x6 =4x5 =2x4 =3x6 =3x4 =3x4 =6x8 =6x16 =6x8 NAILED Special MP3 MP3 Special Special MP3 12 11 10 22 9 23 24 8 25 26 72113 14 15 1 16 2 17 18 3 4 19 5 20 6 2-3-3 7-5-11 2-11-3 10-4-14 3-10-8 14-3-6 5-2-9 5-2-9 0-2-14 7-10-6 0-0-14 4-10 -10 0-8-10 5-7-5 0-9-8 14 -3-6 2-0-3 7-7-8 2-6-9 10-4-14 3-1-0 13 -5-14 4-9-13 4-9-13 1-11 -14 1-2-0 1-4-10 0-7-6 0-7-4 1-3-5 1-3-5 0-7-6 1-10 -11 Scale = 1:37.3 Plate Offsets (X, Y):[6:0-7-0,0-3-4] Loading (psf)Spacing 1-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL)-0.02 7-8 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.58 Vert(CT)-0.04 7-8 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.69 Horz(CT)0.00 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 7-8 >999 240 Weight: 67 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G *Except* 11-2,10-2:2x6 DF No.2 G OTHERS 2x10 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 8-3-8 oc bracing: 7-8. REACTIONS (size)9=0-7-12, 13=0-7-12, 15=0-7-7 Max Horiz 13=16 (LC 9) Max Uplift 9=-488 (LC 25), 13=-153 (LC 8), 15=-382 (LC 9) Max Grav 9=577 (LC 36), 13=1480 (LC 25), 15=673 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-68/413, 1-2=-498/2074, 2-3=-444/1686, 3-9=-484/549, 3-4=-471/342, 4-5=-592/475, 5-6=-307/200, 7-14=-379/657, 6-14=-379/657 BOT CHORD 11-12=-60/159, 9-10=-343/138, 8-9=-168/61, 7-8=-480/592 WEBS 1-11=-2048/547, 3-10=-1533/448, 11-13=-1047/210, 10-13=-873/264, 2-13=-509/191, 5-7=-427/318, 5-8=-194/209, 4-8=-612/735, 6-15=-764/467 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 13-4-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 13 DF No.2 crushing capacity of 625 psi, Joint 9 DF No.2 crushing capacity of 625 psi, Joint 15 DF No.2 crushing capacity of 625 psi. 7)Bearing at joint(s) 13, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 488 lb uplift at joint 9, 153 lb uplift at joint 13 and 382 lb uplift at joint 15. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Use MiTek MP3 (With 3-10d x 1-1/2 nails into Girder & 3-10d x 1-1/2 nails into Truss) or equivalent at 8-5-6 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 11)Use MiTek MP3 (With 3-10d nails into Girder & 3-10d nails into Truss) or equivalent at 11-3-5 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 12)Use MiTek MP3 (With 3-10d x 1-1/2 nails into Girder & 3-10d x 1-1/2 nails into Truss) or equivalent at 11-3-5 from the left end to connect truss(es) to back face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. 13)Fill all nail holes where hanger is in contact with lumber. 14)"NAILED" indicates Girder: 3-16d (0.162" x 3.5") toe- nails per NDS guidelines. 15)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down at 5-10-2, and 214 lb down and 109 lb up at 13-4-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 17)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031822CG01Roof Special Girder 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:07 Page: 1 ID:qEBGAnqIMRFlN5E24kqO_UyDWnI-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-34, 4-6=-34, 11-12=-23, 9-10=-23, 7-9=-7 Concentrated Loads (lb) Vert: 7=-213 (F), 10=-3 (F), 17=60 (F=141, B=-81), 23=-6 (F), 25=-144 (F=-128, B=-16) Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031822CG01Roof Special Girder 1 1M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:07 Page: 2 ID:qEBGAnqIMRFlN5E24kqO_UyDWnI-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-10 -8 2-10 -1 Scale = 1:28.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-69 (LC 8) Max Uplift 3=-495 (LC 28), 4=-489 (LC 27) Max Grav 3=548 (LC 25), 4=541 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-537/502 BOT CHORD 3-4=-282/282 WEBS 2-4=-597/597 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 3 and 489 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031825SP01Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:09 Page: 1 ID:QE5l1Z8mDWjKkkfmBKuTuOyEW8G-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-2-6 1-2-6 2-10 -0 2-9-11 Scale = 1:33.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=0-3-15, 4= Mechanical Max Horiz 3=-67 (LC 8) Max Uplift 3=-495 (LC 28), 4=-492 (LC 27) Max Grav 3=526 (LC 25), 4=522 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-393/28, 1-2=-163/162, 2-3=-519/499 BOT CHORD 3-4=-163/163 WEBS 2-4=-534/534 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 3 DF No.2 crushing capacity of 625 psi. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 3 and 492 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 200.0 plf. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031826SP02Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:09 Page: 1 ID:HAr?F?5plUTi?EJfUZGhnryEW4S-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-9-11 2-9-3 Scale = 1:28.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-67 (LC 8) Max Uplift 3=-481 (LC 28), 4=-475 (LC 27) Max Grav 3=534 (LC 25), 4=527 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-523/488 BOT CHORD 3-4=-282/282 WEBS 2-4=-586/586 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 481 lb uplift at joint 3 and 475 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031827SP03Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:09 Page: 1 ID:K_8y7tSZECnE85mTtxqF8gyEW5H-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-9-3 2-8-11 Scale = 1:28.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-66 (LC 8) Max Uplift 3=-473 (LC 28), 4=-466 (LC 27) Max Grav 3=526 (LC 25), 4=519 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-515/480 BOT CHORD 3-4=-282/282 WEBS 2-4=-579/579 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 473 lb uplift at joint 3 and 466 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031828SP04Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:10 Page: 1 ID:KAZgQRqaFXMTXFMgOjPIZvyEW64-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-8-11 2-8-3 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-64 (LC 8) Max Uplift 3=-465 (LC 28), 4=-458 (LC 27) Max Grav 3=517 (LC 25), 4=511 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-506/471 BOT CHORD 3-4=-282/282 WEBS 2-4=-572/572 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 465 lb uplift at joint 3 and 458 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031829SP05Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:10 Page: 1 ID:Y50oc4KE8d3QUo9bxvfSs3yEW6k-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-6-5 1-6-5 2-8-3 2-7-13 Scale = 1:30 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-5, 4=1-6-5 Max Horiz 4=-63 (LC 8) Max Uplift 3=-461 (LC 28), 4=-455 (LC 27) Max Grav 3=502 (LC 25), 4=497 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-397/37, 1-2=-221/221, 2-3=-493/466 BOT CHORD 3-4=-221/221 WEBS 2-4=-531/531 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 461 lb uplift at joint 3 and 455 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-5 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031830SP06Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:10 Page: 1 ID:n0Uwnjpu1jnNSLxWT4vb9CyEW7O-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-5-6 1-5-6 2-10 -4 Scale = 1:29.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-5-6, 4=1-5-6 Max Horiz 4=-68 (LC 8) Max Uplift 3=-497 (LC 28), 4=-497 (LC 27) Max Grav 3=535 (LC 25), 4=535 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-527/502, 1-2=-207/207, 2-3=-396/35 BOT CHORD 3-4=-207/207 WEBS 1-3=-561/561 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 4 and 497 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031831SP07Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:11 Page: 1 ID:Jm0Mb?BnloBeyxR_Hnu0VDyEBMM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-5-6 1-5-6 2-6-10 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-5-6, 4=1-5-6 Max Horiz 4=60 (LC 9) Max Uplift 3=-437 (LC 28), 4=-437 (LC 27) Max Grav 3=475 (LC 25), 4=475 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-467/442, 1-2=-207/207, 2-3=-396/35 BOT CHORD 3-4=-207/207 WEBS 1-3=-507/507 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 lb uplift at joint 4 and 437 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031832SP08Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:11 Page: 1 ID:AIxldcmKsL_0yC8YZnJ6P1yEBPU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-10 -4 2-9-12 Scale = 1:27.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4=0-3-15 Max Horiz 4=-68 (LC 8) Max Uplift 3=-491 (LC 28), 4=-484 (LC 27) Max Grav 3=544 (LC 25), 4=537 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-533/497 BOT CHORD 3-4=-282/282 WEBS 2-4=-594/594 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Bearings are assumed to be: Joint 4 DF No.2 crushing capacity of 625 psi. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 491 lb uplift at joint 3 and 484 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031833SP09Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:11 Page: 1 ID:bOVzI2WiINLu?LnClnxIi5yEAqM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-6-14 1-6-14 2-10 -10 Scale = 1:28 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-14, 4=1-6-14 Max Horiz 4=69 (LC 9) Max Uplift 3=-501 (LC 28), 4=-501 (LC 27) Max Grav 3=544 (LC 25), 4=544 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-535/507, 1-2=-230/230, 2-3=-398/38 BOT CHORD 3-4=-230/230 WEBS 1-3=-577/577 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 501 lb uplift at joint 4 and 501 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-14 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031834SP10Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:12 Page: 1 ID:_EiKy3In9oC7CUFN7WiXnJyEVf4-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-6-14 1-6-14 2-9-11 Scale = 1:26.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=67 (LC 9) Max Uplift 3=-486 (LC 28), 4=-486 (LC 27) Max Grav 3=529 (LC 25), 4=529 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-520/491, 1-2=-230/230, 2-3=-398/38 BOT CHORD 3-4=-230/230 WEBS 1-3=-563/563 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 486 lb uplift at joint 4 and 486 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-14 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031835SP11Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:12 Page: 1 ID:fHhXk?6QjTwqXMvImPmFIqyEVTi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-5-13 1-5-13 2-2-1 2-1-11 Scale = 1:27.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-5-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-5-13, 4=1-5-13 Max Horiz 4=-50 (LC 8) Max Uplift 3=-359 (LC 28), 4=-354 (LC 27) Max Grav 3=405 (LC 31), 4=405 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-397/36, 1-2=-214/214, 2-3=-397/364 BOT CHORD 3-4=-214/214 WEBS 2-4=-439/439 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 lb uplift at joint 3 and 354 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-13 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031836SP12Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:12 Page: 1 ID:ppvmlSnKgp4Clq6XtO4104yEWOD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-1-4 2-0-13 Scale = 1:24.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-48 (LC 8) Max Uplift 3=-341 (LC 28), 4=-335 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/348 BOT CHORD 3-4=-282/282 WEBS 2-4=-473/473 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 3 and 335 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031837SP13Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:13 Page: 1 ID:aUeL1qz1XVZuhmutPwTQx7yEVyt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-2-6 1-2-6 2-0-12 2-0-7 Scale = 1:31 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.15 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-2-6, 4=1-2-6 Max Horiz 4=-47 (LC 8) Max Uplift 3=-341 (LC 28), 4=-337 (LC 27) Max Grav 3=399 (LC 31), 4=399 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-393/27, 1-2=-163/162, 2-3=-393/345 BOT CHORD 3-4=-163/163 WEBS 2-4=-393/393 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 3 and 337 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031838SP14Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:13 Page: 1 ID:2DGaNoO_IG_wO83byncdsVyEVyK-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-0-7 1-11 -15 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-46 (LC 8) Max Uplift 3=-327 (LC 28), 4=-321 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/334 BOT CHORD 3-4=-282/282 WEBS 2-4=-463/463 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint 3 and 321 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031839SP15Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:13 Page: 1 ID:AFcLFtyTDivFXN9dC8yfGQyEVxb-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-10-6 1-10-6 1-11 -15 1-11 -7 Scale = 1:24.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-45 (LC 8) Max Uplift 3=-319 (LC 28), 4=-312 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/325 BOT CHORD 3-4=-282/282 WEBS 2-4=-457/457 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 lb uplift at joint 3 and 312 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031840SP16Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:14 Page: 1 ID:?hV14kEupmo?ovQ22Us2hGyEVxE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 1-11 -7 1-10 -15 Scale = 1:23.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-44 (LC 8) Max Uplift 3=-310 (LC 28), 4=-304 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/317 BOT CHORD 3-4=-282/282 WEBS 2-4=-451/451 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 310 lb uplift at joint 3 and 304 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031841SP17Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:14 Page: 1 ID:MBLnF4iMdliSzuuYqA3BnUyEVwd-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-6-5 1-6-5 1-10 -15 1-10 -9 Scale = 1:24.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.15 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-5, 4=1-6-5 Max Horiz 4=-43 (LC 8) Max Uplift 3=-306 (LC 28), 4=-301 (LC 27) Max Grav 3=406 (LC 34), 4=406 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-397/37, 1-2=-221/221, 2-3=-397/312 BOT CHORD 3-4=-221/221 WEBS 2-4=-401/401 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 306 lb uplift at joint 3 and 301 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-5 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031842SP18Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:14 Page: 1 ID:0mblL_3YofMLyMc61m4_ScyEVwA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-10-6 1-10-6 1-10 -8 1-10 -0 Scale = 1:23.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-42 (LC 8) Max Uplift 3=-295 (LC 28), 4=-289 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/302 BOT CHORD 3-4=-282/282 WEBS 2-4=-440/440 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 295 lb uplift at joint 3 and 289 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031843SP19Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:14 Page: 1 ID:okqc82?Yt7eVm5Q3z4TlTZyEVtf-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-2-6 1-2-6 1-9-11 1-9-7 Scale = 1:29.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.13 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 8 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-2-6, 4=1-2-6 Max Horiz 4=-40 (LC 8) Max Uplift 3=-291 (LC 28), 4=-287 (LC 27) Max Grav 3=399 (LC 31), 4=399 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-393/27, 1-2=-162/162, 2-3=-393/294 BOT CHORD 3-4=-162/162 WEBS 2-4=-348/348 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 291 lb uplift at joint 3 and 287 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031844SP20Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:15 Page: 1 ID:_O2daQYmHyJ6f0Mi50nIo2yEVsy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-6-4 2-5-12 Scale = 1:27.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-59 (LC 8) Max Uplift 3=-424 (LC 28), 4=-417 (LC 27) Max Grav 3=477 (LC 25), 4=470 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-466/431 BOT CHORD 3-4=-282/282 WEBS 2-4=-538/538 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 424 lb uplift at joint 3 and 417 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031845SP21Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:15 Page: 1 ID:HH17BS2UdYUI4J?b?80vyhyEVsJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x5 =2x6 =5x10 =6x8 =1.5x4 4 7 3 5 261 0-5-4 1-6-0 0-5-10 0-5-10 1-0-6 1-6-0 2-6-10 1-9-6 2-6-4 0-9-4 Scale = 1:39.8 Plate Offsets (X, Y):[1:0-2-4,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.07 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-0, 4=1-6-0 Max Horiz 4=-60 (LC 8) Max Uplift 3=-530 (LC 28), 4=-524 (LC 27) Max Grav 3=554 (LC 25), 4=556 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-552/528, 1-2=-159/159, 2-3=-392/27 BOT CHORD 3-4=-198/197 WEBS 1-3=-578/582 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 524 lb uplift at joint 4 and 530 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-0 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031846SP22Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:15 Page: 1 ID:PKMu2WczZ_PdDX5dFVMxMcyEVra-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 3 6 251 1-10-6 1-10-6 2-5-7 2-4-15 Scale = 1:27.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-57 (LC 8) Max Uplift 3=-411 (LC 28), 4=-404 (LC 27) Max Grav 3=463 (LC 25), 4=457 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-452/417 BOT CHORD 3-4=-282/282 WEBS 2-4=-527/527 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 3 and 404 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031847SP23Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:16 Page: 1 ID:pR5tpA3ArM3N9DQkwnWcMPyEVr?-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-4-15 2-4-7 Scale = 1:27 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-56 (LC 8) Max Uplift 3=-402 (LC 28), 4=-396 (LC 27) Max Grav 3=455 (LC 25), 4=448 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-444/409 BOT CHORD 3-4=-282/282 WEBS 2-4=-521/521 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 402 lb uplift at joint 3 and 396 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031848SP24Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:16 Page: 1 ID:EZrsaqWO7kk75vlrb2hHMCyEVqQ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-1-10 2-1-3 Scale = 1:24.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-49 (LC 8) Max Uplift 3=-347 (LC 28), 4=-341 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/354 BOT CHORD 3-4=-282/282 WEBS 2-4=-478/478 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 3 and 341 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031849SP25Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:16 Page: 1 ID:eyD9?8mxZhWmjrbQmKHp2fyEW3a-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-3-4 1-3-4 2-1-2 2-0-13 Scale = 1:29.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.15 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-3-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-3-4, 4=1-3-4 Max Horiz 4=-48 (LC 8) Max Uplift 3=-347 (LC 28), 4=-343 (LC 27) Max Grav 3=400 (LC 31), 4=400 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-394/30, 1-2=-176/175, 2-3=-394/351 BOT CHORD 3-4=-175/175 WEBS 2-4=-405/405 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 3 and 343 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-4 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031850SP26Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:17 Page: 1 ID:xZgE1M3_w3YMcXQ1ANiR1jyEW3C-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 =3x4 =3x4 =1.5x4 7 10 6 5 11 4 39281 0-5-4 0-10-9 2-6-2 1-7-9 1-7-9 0-8-13 2-6-2 1-9-6 1-9-6 2-0-6 1-6-4 0-5-8 Scale = 1:42 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL)0.00 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)-0.01 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 5 >999 240 Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 6-2:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)4=2-6-2, 6=2-6-2, 7=2-6-2 Max Horiz 7=-43 (LC 10) Max Uplift 4=-273 (LC 28), 6=-114 (LC 28), 7=-305 (LC 27) Max Grav 4=395 (LC 38), 6=428 (LC 35), 7=411 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-395/38, 1-2=-267/296, 2-3=-152/146, 3-4=-334/276 BOT CHORD 6-7=-254/258, 5-6=-320/111, 2-5=-370/300, 4-5=-132/132 WEBS 3-5=-313/324, 2-7=-437/431 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 6, 273 lb uplift at joint 4 and 305 lb uplift at joint 7. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-6-2 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031851SP27Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:17 Page: 1 ID:yBroREIzuPOurCDe9oXM9DyEW1c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 2-6-2 2-6-2 1-6-3 1-5-9 Scale = 1:22.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL)-0.01 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT)-0.02 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=2-6-2, 4=2-6-2 Max Horiz 4=-32 (LC 8) Max Uplift 3=-215 (LC 28), 4=-206 (LC 27) Max Grav 3=427 (LC 31), 4=427 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-411/67, 1-2=-399/398, 2-3=-411/224 BOT CHORD 3-4=-399/399 WEBS 2-4=-501/501 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint 3 and 206 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-6-2 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031852SP28Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:17 Page: 1 ID:4sL7jA5RpBAlD56GNajJieyEW?H-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-8-1 1-8-1 1-5-7 1-5-1 Scale = 1:22.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.15 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.14 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-1, 4=1-8-1 Max Horiz 4=-31 (LC 8) Max Uplift 3=-214 (LC 28), 4=-208 (LC 27) Max Grav 3=409 (LC 31), 4=409 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-399/42, 1-2=-248/247, 2-3=-399/219 BOT CHORD 3-4=-247/247 WEBS 2-4=-355/355 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 lb uplift at joint 3 and 208 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-1 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031853SP29Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:18 Page: 1 ID:O0r2u0op80TWA0YQnmlv2tyEW_N-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-3-4 1-3-4 1-10 -10 1-10 -6 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.14 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-3-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-3-4, 4=1-3-4 Max Horiz 4=-42 (LC 8) Max Uplift 3=-305 (LC 28), 4=-302 (LC 27) Max Grav 3=400 (LC 31), 4=400 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-394/29, 1-2=-175/175, 2-3=-394/309 BOT CHORD 3-4=-175/175 WEBS 2-4=-369/369 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 305 lb uplift at joint 3 and 302 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-4 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031854SP30Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:18 Page: 1 ID:9cUFFfC9WZanXibMiNEJCSyEWQG-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 1-10 -15 1-10 -10 Scale = 1:23.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-43 (LC 8) Max Uplift 3=-303 (LC 28), 4=-298 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-282/282, 2-3=-402/310 BOT CHORD 3-4=-282/282 WEBS 2-4=-447/447 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 3 and 298 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031855SP31Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:19 Page: 1 ID:zDofN4sa6z2lAOSz3Vjl3YyEWQi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 1-11 -5 1-11 -0 Scale = 1:23.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-44 (LC 8) Max Uplift 3=-309 (LC 28), 4=-304 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-282/282, 2-3=-402/316 BOT CHORD 3-4=-282/282 WEBS 2-4=-451/451 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 3 and 304 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031856SP32Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:19 Page: 1 ID:rBSuW0I6AX7Q1AMxp7NkfeyEWRR-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-8-14 1-8-14 1-11 -10 1-11 -5 Scale = 1:25 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-14, 4=1-8-14 Max Horiz 4=-45 (LC 8) Max Uplift 3=-316 (LC 28), 4=-312 (LC 27) Max Grav 3=410 (LC 31), 4=410 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/44, 1-2=-260/260, 2-3=-400/322 BOT CHORD 3-4=-260/260 WEBS 2-4=-438/438 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 3 and 312 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031857SP33Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:19 Page: 1 ID:Ugc9KgpeMYDyrAtR1RBaaQyEWS2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-0-0 1-11 -11 Scale = 1:24.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-45 (LC 8) Max Uplift 3=-320 (LC 28), 4=-316 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-282/282, 2-3=-402/327 BOT CHORD 3-4=-282/282 WEBS 2-4=-459/459 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 320 lb uplift at joint 3 and 316 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031858SP34Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:20 Page: 1 ID:jKXryV6dFPnKG6s64YdlhzyEWSz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-0-6 2-0-0 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-46 (LC 8) Max Uplift 3=-326 (LC 28), 4=-322 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-282/282, 2-3=-402/333 BOT CHORD 3-4=-282/282 WEBS 2-4=-464/464 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 3 and 322 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031859SP35Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:20 Page: 1 ID:lVgFQVEPmoFKAIWJVVLPvHyEWVO-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =3x4 =1.5x4 =5x8 =6x8 =1.5x4 4 7 3 5 261 1-10-6 0-3-9 0-3-9 1-6-13 1-10-6 2-0-11 1-3-7 2-0-6 0-9-4 Scale = 1:35.5 Plate Offsets (X, Y):[1:0-1-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-47 (LC 8) Max Uplift 3=-376 (LC 28), 4=-369 (LC 27) Max Grav 3=418 (LC 25), 4=455 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-448/375, 1-2=-255/256, 2-3=-400/43 BOT CHORD 3-4=-293/290 WEBS 1-3=-502/507 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at joint 4 and 376 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031860SP36Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:20 Page: 1 ID:G9uSffZT1i?mEEY_zDOHsOyEWXX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 3 6 1 5 2 1-10-1 1-10-1 2-10 -10 Scale = 1:24.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.17 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-1, 4=1-10-1 Max Horiz 4=-69 (LC 8) Max Uplift 3=-498 (LC 28), 4=-498 (LC 27) Max Grav 3=550 (LC 25), 4=550 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-539/505, 1-2=-277/277, 2-3=-402/46 BOT CHORD 3-4=-277/277 WEBS 1-3=-602/602 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 4 and 498 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-1 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031861SP37Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:21 Page: 1 ID:cektVU?fMwjIs1ZpMYHRylyEVgl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-10-6 1-10-6 2-10 -10 Scale = 1:24.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=69 (LC 9) Max Uplift 3=-498 (LC 28), 4=-498 (LC 27) Max Grav 3=550 (LC 25), 4=550 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-539/504, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-605/605 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 4 and 498 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031862SP38Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:21 Page: 1 ID:vXjN5VVNiWtUHKChFfW36OyEVg6-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 3 6 1 5 2 1-10-6 1-10-6 2-10 -10 Scale = 1:24.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-69 (LC 8) Max Uplift 3=-498 (LC 28), 4=-498 (LC 27) Max Grav 3=550 (LC 25), 4=550 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-539/504, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-605/605 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 4 and 498 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031863SP39Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:21 Page: 1 ID:_EiKy3In9oC7CUFN7WiXnJyEVf4-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-2-6 1-2-6 2-10 -10 Scale = 1:31.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-2-6, 4=1-2-6 Max Horiz 4=69 (LC 9) Max Uplift 3=-506 (LC 28), 4=-506 (LC 27) Max Grav 3=536 (LC 25), 4=536 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-530/510, 1-2=-162/162, 2-3=-393/27 BOT CHORD 3-4=-162/162 WEBS 1-3=-548/548 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 506 lb uplift at joint 4 and 506 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031864SP40Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:22 Page: 1 ID:SzJYI1jkwYc9usQ6gNqlihyEVeX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 51 2 1-10-1 1-10-1 2-9-11 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.17 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-67 (LC 8) Max Uplift 3=-482 (LC 28), 4=-482 (LC 27) Max Grav 3=534 (LC 25), 4=534 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-523/489, 1-2=-277/277, 2-3=-402/46 BOT CHORD 3-4=-277/277 WEBS 1-3=-589/589 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 lb uplift at joint 4 and 482 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-1 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031865SP41Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:22 Page: 1 ID:HCoXqLc9UHwfmE4K?v95iIyEVdN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 6 4 3 1 5 2 1-10-6 1-10-6 2-9-11 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=67 (LC 9) Max Uplift 3=-482 (LC 28), 4=-482 (LC 27) Max Grav 3=535 (LC 25), 4=535 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-524/489, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-592/592 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 lb uplift at joint 4 and 482 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031866SP42Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:22 Page: 1 ID:G3eXy15sPfFBNyA2aeEUd7yEVSQ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 3 6 1 25 1-10-6 1-10-6 2-9-11 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-67 (LC 8) Max Uplift 3=-482 (LC 28), 4=-482 (LC 27) Max Grav 3=535 (LC 25), 4=535 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-524/489, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-592/592 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 482 lb uplift at joint 4 and 482 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031867SP43Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:23 Page: 1 ID:fHhXk?6QjTwqXMvImPmFIqyEVTi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 25 1-2-6 1-2-6 2-9-11 Scale = 1:30.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-67 (LC 8) Max Uplift 3=-490 (LC 28), 4=-490 (LC 27) Max Grav 3=521 (LC 25), 4=521 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-514/494, 1-2=-162/162, 2-3=-393/27 BOT CHORD 3-4=-162/162 WEBS 1-3=-533/533 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 490 lb uplift at joint 4 and 490 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031868SP44Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:23 Page: 1 ID:BlV1hb3Uz241D8KmkLD5phyEVV2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-4-15 1-4-15 2-6-10 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-4-15, 4=1-4-15 Max Horiz 4=60 (LC 9) Max Uplift 3=-437 (LC 28), 4=-437 (LC 27) Max Grav 3=475 (LC 25), 4=475 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-467/442, 1-2=-201/201, 2-3=-396/33 BOT CHORD 3-4=-201/201 WEBS 1-3=-503/503 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 437 lb uplift at joint 4 and 437 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-15 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031869SP45Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:23 Page: 1 ID:sc3BqRSr1d1ZcfwpT5Pou5yEUSi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-8-14 1-8-14 2-6-10 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-14, 4=1-8-14 Max Horiz 4=60 (LC 9) Max Uplift 3=-433 (LC 28), 4=-433 (LC 27) Max Grav 3=482 (LC 25), 4=482 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-471/439, 1-2=-260/260, 2-3=-400/43 BOT CHORD 3-4=-260/260 WEBS 1-3=-536/536 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 lb uplift at joint 4 and 433 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031870SP46Blocking51M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:23 Page: 1 ID:MUCcCdjuFdxpwLhkhtDe6iyEBOF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 51 2 1-2-6 1-2-6 2-6-10 Scale = 1:30.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-2-6, 4=1-2-6 Max Horiz 4=60 (LC 9) Max Uplift 3=-440 (LC 28), 4=-440 (LC 27) Max Grav 3=470 (LC 25), 4=470 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-464/444, 1-2=-162/162, 2-3=-393/27 BOT CHORD 3-4=-162/162 WEBS 1-3=-486/486 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 4 and 440 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031871SP47Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:24 Page: 1 ID:CDDx25Ugs2yw0MpRnHz1fDyEUTy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 3 6 1 5 2 1-10 -6 1-10 -6 2-10 -4 Scale = 1:24.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-68 (LC 8) Max Uplift 3=-492 (LC 28), 4=-492 (LC 27) Max Grav 3=544 (LC 25), 4=544 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-533/498, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-600/600 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 492 lb uplift at joint 4 and 492 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031872SP48Blocking61M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:24 Page: 1 ID:cOTQeCUr5ADEqdGchqKeUHyEBM_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 3 6 1 5 2 1-3-6 1-3-6 2-6-10 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-3-6, 4=1-3-6 Max Horiz 4=60 (LC 9) Max Uplift 3=-439 (LC 28), 4=-439 (LC 27) Max Grav 3=472 (LC 25), 4=472 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-465/443, 1-2=-177/177, 2-3=-394/30 BOT CHORD 3-4=-177/177 WEBS 1-3=-492/492 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 lb uplift at joint 4 and 439 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031873SP49Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:24 Page: 1 ID:5WWJ04xVwjkXaCjk?GexBEyEUTM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-8-9 1-8-9 2-6-10 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-9, 4=1-8-9 Max Horiz 4=60 (LC 9) Max Uplift 3=-433 (LC 28), 4=-433 (LC 27) Max Grav 3=481 (LC 25), 4=481 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-471/439, 1-2=-255/255, 2-3=-400/43 BOT CHORD 3-4=-255/255 WEBS 1-3=-533/533 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 lb uplift at joint 4 and 433 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-9 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031874SP50Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:25 Page: 1 ID:t1o1ymIq?eJsTA7DwjegbMyEUQJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-2-12 1-2-12 2-10 -4 Scale = 1:31.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-2-12, 4=1-2-12 Max Horiz 4=-68 (LC 8) Max Uplift 3=-500 (LC 28), 4=-500 (LC 27) Max Grav 3=531 (LC 25), 4=531 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-524/503, 1-2=-168/168, 2-3=-393/28 BOT CHORD 3-4=-168/168 WEBS 1-3=-544/544 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 lb uplift at joint 4 and 500 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-12 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031875SP51Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:25 Page: 1 ID:O5AssRD9BQMp5lHH63vPJeyEBJk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 3 6 1 5 2 1-10-6 1-10-6 2-6-10 Scale = 1:23.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=60 (LC 9) Max Uplift 3=-431 (LC 28), 4=-431 (LC 27) Max Grav 3=484 (LC 25), 4=484 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-473/438, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-549/549 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 431 lb uplift at joint 4 and 431 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031876SP52Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:25 Page: 1 ID:q8j8HLKB0UnVTGfOFR8vGkyEBOm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 51 2 1-3-1 1-3-1 2-6-10 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-3-1, 4=1-3-1 Max Horiz 4=60 (LC 9) Max Uplift 3=-439 (LC 28), 4=-439 (LC 27) Max Grav 3=471 (LC 25), 4=471 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-465/443, 1-2=-172/172, 2-3=-393/29 BOT CHORD 3-4=-172/172 WEBS 1-3=-490/490 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 lb uplift at joint 4 and 439 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-1 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031877SP54Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:26 Page: 1 ID:QSj_d?kyi7P1O5Xh2oD6zCyEBMy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-1-0 2-0-8 Scale = 1:24.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-47 (LC 8) Max Uplift 3=-337 (LC 28), 4=-330 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/343 BOT CHORD 3-4=-282/282 WEBS 2-4=-470/470 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint 3 and 330 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031878SP55Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:26 Page: 1 ID:3kMn7OiBVtGAL6VSpgcf2LyEAjg-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-6-6 1-6-6 2-0-6 2-0-0 Scale = 1:25.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-6, 4=1-6-6 Max Horiz 4=-46 (LC 8) Max Uplift 3=-331 (LC 28), 4=-326 (LC 27) Max Grav 3=406 (LC 31), 4=406 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-397/37, 1-2=-223/222, 2-3=-397/336 BOT CHORD 3-4=-222/222 WEBS 2-4=-421/421 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 lb uplift at joint 3 and 326 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031879SP56Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:26 Page: 1 ID:rpvfxlDXcnZCOZjXHUNWlCyEAj0-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-0-0 1-11 -8 Scale = 1:24.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-45 (LC 8) Max Uplift 3=-320 (LC 28), 4=-314 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/327 BOT CHORD 3-4=-282/282 WEBS 2-4=-458/458 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 320 lb uplift at joint 3 and 314 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031880SP57Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:27 Page: 1 ID:vFMADWoG4rkFm5zyfHl?EXyEAiF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 1-11 -8 1-11 -0 Scale = 1:24 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-44 (LC 8) Max Uplift 3=-312 (LC 28), 4=-305 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/318 BOT CHORD 3-4=-282/282 WEBS 2-4=-452/452 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 3 and 305 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031881SP58Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:27 Page: 1 ID:dWb59?yri1ingijCjkyHaZyEAgm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-10-6 1-10-6 1-11 -0 1-10 -8 Scale = 1:23.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-43 (LC 8) Max Uplift 3=-303 (LC 28), 4=-297 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/310 BOT CHORD 3-4=-282/282 WEBS 2-4=-446/446 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 3 and 297 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031882SP59Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:27 Page: 1 ID:pjtyk?vP5IfZerGOrqtpHEyEAfX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 3 6 251 1-10-6 1-10-6 2-6-6 2-5-15 Scale = 1:27.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-59 (LC 8) Max Uplift 3=-426 (LC 28), 4=-420 (LC 27) Max Grav 3=479 (LC 25), 4=473 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-468/433 BOT CHORD 3-4=-282/282 WEBS 2-4=-540/540 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426 lb uplift at joint 3 and 420 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031883SP60Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:28 Page: 1 ID:eyLxGJpqg1z3WCwcAMC9HqyEAeN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-5-14 2-5-7 Scale = 1:27.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-58 (LC 8) Max Uplift 3=-418 (LC 28), 4=-412 (LC 27) Max Grav 3=471 (LC 25), 4=464 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-460/425 BOT CHORD 3-4=-282/282 WEBS 2-4=-533/533 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 418 lb uplift at joint 3 and 412 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031884SP61Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:28 Page: 1 ID:6hy9cHEnQoO5Db5LkDKMCDyEAdq-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-5-6 2-4-15 Scale = 1:27.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-57 (LC 8) Max Uplift 3=-410 (LC 28), 4=-403 (LC 27) Max Grav 3=462 (LC 25), 4=456 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-452/416 BOT CHORD 3-4=-282/282 WEBS 2-4=-527/527 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 3 and 403 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031885SP62Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:28 Page: 1 ID:yONH0yjt04QQ0k914d2lqeyEAdC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-4-14 2-4-7 Scale = 1:27 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-56 (LC 8) Max Uplift 3=-401 (LC 28), 4=-395 (LC 27) Max Grav 3=454 (LC 25), 4=448 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-443/408 BOT CHORD 3-4=-282/282 WEBS 2-4=-520/520 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401 lb uplift at joint 3 and 395 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031886SP63Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:29 Page: 1 ID:Qf2NUYY9mH7eoLwHccnw7CyEAc7-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =4x6 =3x4 =2x6 7 6 5 9 4 3821 0-6-2 0-6-2 1-4-3 1-10-6 0-7-15 0-7-15 1-2-7 1-10 -6 2-4-6 1-10 -7 0-5-8 Scale = 1:43.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 4-5 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT)0.00 4-5 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 5 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 6-2:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)4=1-10-6, 5=1-10-6, 6=1-10-6, 7=1-10-6 Max Horiz 7=-52 (LC 10) Max Uplift 4=-425 (LC 28), 5=-350 (LC 27), 6=-44 (LC 28), 7=-88 (LC 31) Max Grav 4=464 (LC 25), 5=409 (LC 26), 6=383 (LC 35), 7=383 (LC 34) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-323/91, 1-2=-74/74, 2-3=-311/310, 3-4=-455/431 BOT CHORD 6-7=-66/68, 5-6=-46/46, 2-5=-338/64, 4-5=-217/217 WEBS 3-5=-551/551 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 7, 44 lb uplift at joint 6, 350 lb uplift at joint 5 and 425 lb uplift at joint 4. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031887SP64Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:29 Page: 1 ID:?x51YrL1kbtNqn6a5uNmwSyE9L2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 1-10 -6 1-9-15 Scale = 1:23.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-42 (LC 8) Max Uplift 3=-293 (LC 28), 4=-287 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/300 BOT CHORD 3-4=-282/282 WEBS 2-4=-438/438 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 3 and 287 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031888SP65Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:29 Page: 1 ID:C12t6YkD6RqHaCFdhTwCyCyE9Hy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-10 -6 1-10 -6 1-9-14 1-9-7 Scale = 1:23.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-41 (LC 8) Max Uplift 3=-285 (LC 28), 4=-278 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/291 BOT CHORD 3-4=-282/282 WEBS 2-4=-433/433 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 3 and 278 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031889SP66Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:30 Page: 1 ID:dcc7ejAQF_DZI1G?Mfr14nyE91v-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =1.5x4 =3x4 =3x4 =3x4 =1.5x4 5 11 4 7 10 6 39281 0-5-5 0-11-11 0-11-11 0-10-11 1-10-6 0-9-15 0-9-15 1-0-7 1-10-6 2-2-14 1-9-6 2-2-7 0-5-8 0-5-8 Scale = 1:41.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL)0.00 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.17 Vert(CT)0.00 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.15 Horz(CT)0.00 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 2 >999 240 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 2-5:2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)4=1-10-6, 5=1-10-6, 6=1-10-6, 7=1-10-6 Max Horiz 7=47 (LC 11) Max Uplift 4=-318 (LC 28), 5=-268 (LC 27), 6=-367 (LC 28), 7=-334 (LC 27) Max Grav 4=395 (LC 38), 5=273 (LC 26), 6=415 (LC 25), 7=397 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-379/24, 1-2=-163/165, 2-3=-109/107, 3-4=-337/321 BOT CHORD 6-7=-182/183, 5-6=-46/46, 2-6=-363/325, 4-5=-133/133 WEBS 2-7=-406/403, 3-5=-338/341 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 367 lb uplift at joint 6, 268 lb uplift at joint 5, 318 lb uplift at joint 4 and 334 lb uplift at joint 7. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 12)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031890SP67Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:30 Page: 1 ID:scAy6cUk7zUtP1F?t7J77GyE91V-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-10 -6 1-10 -6 2-2-6 2-1-15 Scale = 1:25.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-51 (LC 8) Max Uplift 3=-360 (LC 28), 4=-353 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/366 BOT CHORD 3-4=-282/282 WEBS 2-4=-487/487 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 3 and 353 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031891SP68Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:30 Page: 1 ID:KP5aassynzBXCh1?IDijMTyEAZ8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-1-14 2-1-7 Scale = 1:24.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-49 (LC 8) Max Uplift 3=-351 (LC 28), 4=-345 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/358 BOT CHORD 3-4=-282/282 WEBS 2-4=-481/481 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 3 and 345 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031892SP69Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:31 Page: 1 ID:5D51qP9eueK_iXRoGzfatlyEAYl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-1-6 2-0-15 Scale = 1:24.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-48 (LC 8) Max Uplift 3=-343 (LC 28), 4=-337 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/350 BOT CHORD 3-4=-282/282 WEBS 2-4=-475/475 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 lb uplift at joint 3 and 337 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031893SP70Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:31 Page: 1 ID:Hboci_VCIFs03qaBvs980fyEAYJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-0-14 2-0-7 Scale = 1:24.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-47 (LC 8) Max Uplift 3=-335 (LC 28), 4=-328 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/341 BOT CHORD 3-4=-282/282 WEBS 2-4=-468/468 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 335 lb uplift at joint 3 and 328 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031894SP71Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:31 Page: 1 ID:6ICk5f_ItXvLt_etFFtXd5yEAXh-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10 -6 1-10 -6 2-10 -4 2-9-12 Scale = 1:28.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-68 (LC 8) Max Uplift 3=-491 (LC 28), 4=-484 (LC 27) Max Grav 3=544 (LC 25), 4=537 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-533/497 BOT CHORD 3-4=-282/282 WEBS 2-4=-594/594 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 491 lb uplift at joint 3 and 484 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031895SP72Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:31 Page: 1 ID:JbdAyHrexgl3kULOqywdInyEApx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-6-6 1-6-6 2-9-10 2-9-4 Scale = 1:30.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-6, 4=1-6-6 Max Horiz 4=-67 (LC 8) Max Uplift 3=-485 (LC 28), 4=-480 (LC 27) Max Grav 3=527 (LC 25), 4=522 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-397/38, 1-2=-223/222, 2-3=-518/491 BOT CHORD 3-4=-222/222 WEBS 2-4=-554/554 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 485 lb uplift at joint 3 and 480 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031896SP73Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:32 Page: 1 ID:ONkr45TiOrd2p4b8g5K2j1yEAnr-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-9-4 2-8-12 Scale = 1:28.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-66 (LC 8) Max Uplift 3=-474 (LC 28), 4=-468 (LC 27) Max Grav 3=527 (LC 25), 4=520 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-516/481 BOT CHORD 3-4=-282/282 WEBS 2-4=-580/580 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 474 lb uplift at joint 3 and 468 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031897SP74Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:32 Page: 1 ID:ZlQQygpGoR94ANkXJzqcsxyEAnP-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 2-8-12 2-8-4 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-65 (LC 8) Max Uplift 3=-466 (LC 28), 4=-459 (LC 27) Max Grav 3=519 (LC 25), 4=512 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-508/472 BOT CHORD 3-4=-282/282 WEBS 2-4=-573/573 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 466 lb uplift at joint 3 and 459 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031898SP75Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:33 Page: 1 ID:HyYddv8CRkZFwXIjP8pySeyEAn_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 3 6 251 1-10-6 1-10-6 2-8-4 2-7-12 Scale = 1:28.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-64 (LC 8) Max Uplift 3=-458 (LC 28), 4=-451 (LC 27) Max Grav 3=510 (LC 25), 4=504 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-499/464 BOT CHORD 3-4=-282/282 WEBS 2-4=-566/566 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 458 lb uplift at joint 3 and 451 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031899SP76Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:33 Page: 1 ID:swwL7VWe7GSr8IAgj9tDCAyEAmV-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 3 6 251 1-10-6 1-10-6 2-7-12 2-7-4 Scale = 1:28 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-62 (LC 8) Max Uplift 3=-449 (LC 28), 4=-443 (LC 27) Max Grav 3=502 (LC 25), 4=495 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-491/456 BOT CHORD 3-4=-282/282 WEBS 2-4=-559/559 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 449 lb uplift at joint 3 and 443 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031900SP77Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:33 Page: 1 ID:2a8Mau3tX57T1D6Js6AmXfyEAlo-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =1.5x4 4 3 6 251 1-10-6 1-10-6 2-4-6 2-3-15 Scale = 1:26.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-55 (LC 8) Max Uplift 3=-393 (LC 28), 4=-387 (LC 27) Max Grav 3=446 (LC 25), 4=439 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-435/400 BOT CHORD 3-4=-282/282 WEBS 2-4=-513/513 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 lb uplift at joint 3 and 387 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031901SP78Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:34 Page: 1 ID:F4x3JPqaLL0N3tBiTxhKY2yEAbm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10 -6 1-10 -6 2-3-14 2-3-7 Scale = 1:26.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-54 (LC 8) Max Uplift 3=-385 (LC 28), 4=-378 (LC 27) Max Grav 3=437 (LC 25), 4=431 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-427/391 BOT CHORD 3-4=-282/282 WEBS 2-4=-507/507 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 3 and 378 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031902SP79Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:34 Page: 1 ID:C5DN8z4prI7cXs8hYnZim_yEAa8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-10 -6 1-10 -6 2-3-6 2-2-15 Scale = 1:26.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-53 (LC 8) Max Uplift 3=-376 (LC 28), 4=-370 (LC 27) Max Grav 3=429 (LC 25), 4=423 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-418/383 BOT CHORD 3-4=-282/282 WEBS 2-4=-500/500 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift at joint 3 and 370 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031903SP80Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:34 Page: 1 ID:1W64zrMERN0LoOO6P6T6CqyEAZn-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-2-14 2-2-7 Scale = 1:26.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-52 (LC 8) Max Uplift 3=-368 (LC 28), 4=-362 (LC 27) Max Grav 3=421 (LC 25), 4=414 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-410/375 BOT CHORD 3-4=-282/282 WEBS 2-4=-494/494 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint 3 and 362 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031904SP81Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:35 Page: 1 ID:SMJeAgcnjWXWBTwyaJqo02yEAZT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-10-6 1-10-6 2-0-6 1-11 -15 Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-46 (LC 8) Max Uplift 3=-326 (LC 28), 4=-320 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/333 BOT CHORD 3-4=-282/282 WEBS 2-4=-462/462 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 3 and 320 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031905SP82Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:35 Page: 1 ID:4CB1vvhAM3?i7FBkpbNqA6yEAUC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 1 5 2 1-3-1 1-3-1 1-10 -0 Scale = 1:24.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.14 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-3-1, 4=1-3-1 Max Horiz 4=-41 (LC 8) Max Uplift 3=-295 (LC 28), 4=-295 (LC 27) Max Grav 3=400 (LC 34), 4=400 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-393/299, 1-2=-172/172, 2-3=-393/29 BOT CHORD 3-4=-172/172 WEBS 1-3=-362/362 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 295 lb uplift at joint 4 and 295 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-1 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031906SP84Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:35 Page: 1 ID:jmW03KZu?NJIWRfEZo6s8byEAPC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 1 5 2 1-10-6 1-10-6 1-10 -0 Scale = 1:21.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-41 (LC 8) Max Uplift 3=-288 (LC 28), 4=-288 (LC 27) Max Grav 3=413 (LC 31), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/294, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-439/439 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 4 and 288 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031907SP85Blocking81M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:36 Page: 1 ID:j12Rd8mZ?bSt22SV3swrKByEAOx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 1 5 2 1-9-13 1-9-13 1-10 -0 Scale = 1:21.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.17 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-9-13, 4=1-9-13 Max Horiz 4=-41 (LC 8) Max Uplift 3=-288 (LC 28), 4=-288 (LC 27) Max Grav 3=412 (LC 31), 4=412 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-401/295, 1-2=-274/274, 2-3=-401/46 BOT CHORD 3-4=-274/274 WEBS 1-3=-433/433 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 4 and 288 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-13 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031908SP86Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:36 Page: 1 ID:BV7EPI_rl7jKDpqy6eF33_yEAOf-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-8-14 1-8-14 2-10 -4 Scale = 1:25.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-14, 4=1-8-14 Max Horiz 4=-68 (LC 8) Max Uplift 3=-493 (LC 28), 4=-493 (LC 27) Max Grav 3=542 (LC 25), 4=542 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-531/499, 1-2=-260/260, 2-3=-400/43 BOT CHORD 3-4=-260/260 WEBS 1-3=-587/587 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 493 lb uplift at joint 4 and 493 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031909SP87Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:36 Page: 1 ID:cwWHmqu95dVPvrt8gzxcsRyEBLS-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =1.5x4 4 6 3 1 5 2 1-4-9 1-4-9 2-10 -4 Scale = 1:29.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-4-9, 4=1-4-9 Max Horiz 4=-68 (LC 8) Max Uplift 3=-498 (LC 28), 4=-498 (LC 27) Max Grav 3=534 (LC 25), 4=534 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-526/502, 1-2=-195/195, 2-3=-395/33 BOT CHORD 3-4=-195/195 WEBS 1-3=-555/555 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 4 and 498 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-9 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031910SP89Blocking11M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:37 Page: 1 ID:OHba9?cAClw2UvtTdsVSluyEBKX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =2x6 4 6 3 251 1-10 -6 1-10 -6 2-4-7 2-3-15 Scale = 1:26.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-55 (LC 8) Max Uplift 3=-394 (LC 28), 4=-387 (LC 27) Max Grav 3=447 (LC 25), 4=440 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-436/401 BOT CHORD 3-4=-282/282 WEBS 2-4=-514/514 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 3 and 387 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031911SP91Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:37 Page: 1 ID:tXz8GDik?Gs4abe4HYno6VyEWA6-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =6x8 =3x4 =1.5x4 4 6 3 251 1-6-6 1-6-6 2-3-15 2-3-9 Scale = 1:30.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-6, 4=1-6-6 Max Horiz 4=-54 (LC 8) Max Uplift 3=-390 (LC 28), 4=-385 (LC 27) Max Grav 3=431 (LC 25), 4=426 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-397/37, 1-2=-223/222, 2-3=-423/395 BOT CHORD 3-4=-222/222 WEBS 2-4=-470/470 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 3 and 385 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031912SP92Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:37 Page: 1 ID:lD6yrKxb4bo9vmlnX5dnW0yEWB6-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-5-6 1-5-6 2-3-4 2-2-15 Scale = 1:30.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-5-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-5-6, 4=1-5-6 Max Horiz 4=-53 (LC 8) Max Uplift 3=-380 (LC 28), 4=-375 (LC 27) Max Grav 3=419 (LC 25), 4=414 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-396/35, 1-2=-208/207, 2-3=-411/385 BOT CHORD 3-4=-207/207 WEBS 2-4=-453/453 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380 lb uplift at joint 3 and 375 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031913SP93Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:38 Page: 1 ID:1Uwu1TCKRs6p4Oa3Sn1UY8yEWC3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 6 3 251 1-2-6 1-2-6 2-2-14 2-2-9 Scale = 1:31.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-2-6, 4=1-2-6 Max Horiz 4=-52 (LC 8) Max Uplift 3=-377 (LC 28), 4=-373 (LC 27) Max Grav 3=407 (LC 25), 4=403 (LC 26) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-393/27, 1-2=-162/162, 2-3=-400/380 BOT CHORD 3-4=-162/162 WEBS 2-4=-424/424 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 377 lb uplift at joint 3 and 373 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031914SP94Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:38 Page: 1 ID:72WPBXJM_XyJsBklGsLa7fyEWMF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =1.5x4 =3x4 =3x4 =1.5x4 4 3 6 251 1-10 -6 1-10 -6 2-2-9 2-2-1 Scale = 1:26 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF No.2 G or 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-51 (LC 8) Max Uplift 3=-363 (LC 28), 4=-356 (LC 27) Max Grav 3=415 (LC 25), 4=413 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-404/369 BOT CHORD 3-4=-282/282 WEBS 2-4=-489/489 NOTES 1)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20% has been applied for the green lumber members. 6)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 3 and 356 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)This truss is designed for a creep factor of 2.01, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39558- TOMS JR SANTA ANA R80031915SP95Blocking21M39885- TOMS JR Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Wed Dec 27 09:56:38 Page: 1 ID:TCk0XplVqOArL7DvZCWoFyyEWMz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f December 27,2023 1430 E Edinger Ave 3/27/2025 LA T E R A L B R A C I N G L O C A T I O N In d i c a t e s l o c a t i o n w h e r e b e a r i n g s (s u p p o r t s ) o c c u r . I c o n s v a r y b u t re a c t i o n s e c t i o n i n d i c a t e s j o i n t nu m b e r / l e t t e r w h e r e b e a r i n g s o c c u r . Mi n s i z e s h o w n i s f o r c r u s h i n g o n l y . In d i c a t e d b y s y m b o l s h o w n a n d / o r by t e x t i n t h e b r a c i n g s e c t i o n o f t h e ou t p u t . U s e T o r I b r a c i n g if i n d i c a t e d . Th e f i r s t d i m e n s i o n i s t h e p l a t e wi d t h m e a s u r e d p e r p e n d i c u l a r to s l o t s . S e c o n d d i m e n s i o n i s th e l e n g t h p a r a l l e l t o s l o t s . Ce n t e r p l a t e o n j o i n t u n l e s s x , y of f s e t s a r e i n d i c a t e d . Di m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . Ap p l y p l a t e s t o b o t h s i d e s o f t r u s s an d f u l l y e m b e d t e e t h . 1. A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2. T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3. N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4. P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5. C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6. P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7. D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8. U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9. U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 10 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 11 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 12 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 13 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 14 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 15 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 16 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 17 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 18 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 19 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 20 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . 21 . T h e d e s i g n d o e s n o t t a k e i n t o a c c o u n t a n y d y n a m i c o r o t h e r l o a d s o t h e r t h a n t h o s e e x p r e s s l y s t a t e d . Fa i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y Da m a g e o r P e r s o n a l I n j u r y ( D r a w i n g s n o t t o s c a l e ) © 2 0 2 3 M i T e k ® A l l R i g h t s R e s e r v e d Mi T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 / 2 / 2 0 2 3 ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 IC C - E S R e p o r t s : ES R - 1 9 8 8 , E S R - 2 3 6 2 , E S R - 2 6 8 5 , E S R - 3 2 8 2 ES R - 4 7 2 2 , E S L - 1 3 8 8 JO I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E AR O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O TH E L E F T . CH O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T NU M B E R S / L E T T E R S . W4-6 W3-6 W3- 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G 4 x 4 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - 2/1 PL A T E L O C A T I O N A N D O R I E N T A T I O N * Pl a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . DS B - 2 2 : D e s i g n S t a n d a r d f o r B r a c i n g . BC S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g , R e s t r a i n i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6- 4 - 8 WE B S Tr u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e tr u s s u n l e s s o t h e r w i s e s h o w n . Lu m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 se c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s es t a b l i s h e d b y o t h e r s . di m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s L Jo i n t I D ty p . 1430 E Edinger Ave 3/27/2025 California Truss Details & Repairs Use the QR Code or Link to Access the following: Roof Truss Details Roof Truss Repairs Floor Truss Details Floor Truss Repairs 1430 E Edinger Ave 3/27/2025 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments · Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. · Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. · If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. · In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. · Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( ) Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM 1430 E Edinger Ave 3/27/2025 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs 1430 E Edinger Ave 3/27/2025 GREASE INTERCEPTOR MEMORANDUM To: Spiro Politis – Applicant Date: May 2, 2024 From: Hector Medina – Assistant Engineer, PWA Water Resources Division Location: 1430 E. EDINGER AVE. – TOM’S JR. RESTAURANT The above referenced food service establishment (FSE) must comply with the Fats, Oils, and Grease (FOG) Control Program Rules and Regulations as identified in Ordinance NS-2921 and as follows: A Gravity Grease Interceptor (GGI) is required at this FSE ☒ This FSE shall install a Gravity Grease Interceptor (GGI). ☐ This FSE shall maintain the existing Gravity Grease Interceptor (GGI). This FSE qualifies for at least one of the following condition(s): This is a new FSE, or; This is an existing FSE undergoing remodeling, or; This is an existing FSE involving a change (of operation, ownership, and/or name) that is likely to continue discharging a high level of FOG or has the potential to increase the amount of FOG discharged to the sewer system. C/c: Water Resources Division Planning & Building Agency OC Health Care Agency Public Works Agency (Development) EEC Environmental Applicant 1430 E Edinger Ave 3/27/2025 Generated Date/Time:Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101 Compliance ID: EnergyPro-30340-0125-0324 Report Generated: 2025-01-07 14:33:44 STATE OF CALIFORNIA Domestic Water Heating System CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-PLB-E This document is used to demonstrate compliance for nonresidential occupancies with requirements in 110.1, 110.3, 120.3, and 140.5, and with requirements in 141.0 for additions and alterations, for domestic water heating scopes using the prescriptive path. For high-rise residential and hotel/motel occupancies compliance is demonstrated with requirements in 110.1, 110.3, 160.4 and 170.2(d), and with requirements 180.1 for additions and 180.2 for alterations. Project Name: Tom's JR Report Page: (Page 1 of 6) Project Address: 1430 Edinger Ave.Date Prepared: 1/7/2025 A. GENERAL INFORMATION 01 Project Location (city)Santa ana 02 Climate Zone 8 03 Occupancy Types Within Project (select all that apply): ● Restaurant B. PROJECT SCOPE This table includes domestic water heating systems that are within the scope of the permit application and are demonstrating compliance using the prescriptive paths outlined in 140./ 170.2(d) and 141.0(a)/ 180.1, or 141.0(b)2N / 180.2 for additions or alterations. Solar water heating systems are documented on the NRCC-SAB compliance document. Combined hydronic water heating systems are documented on the NRCC-MCH compliance document. 01 02 03 My project consists of (check all that apply):System Type1,2 System Components New system (DHW system being installed for the first time)Individual System (serving nonresidential spaces)Equipment Distribution Controls System Alteration (equipment, distribution or controls)Equipment Distribution Controls 1FOOTNOTES: Point of use water heaters, or other non-central systems used to serve nonresidential spaces, are considered individual systems. 2 Dwelling units refers to hotel/motel guest rooms and units in a multifamily residential occupancy. 3 DHW systems serving 2 or more dwelling units are considered "Central Systems" for multifamily occupancies C. COMPLIANCE RESULTS Table C will indicate if the project data input into the compliance document is compliant with water heating requirements. If this table says "DOES NOT COMPLY" or "COMPLIES with Exceptional Conditions" refer to Table D. or the table indicated as not compliant for guidance. 01 02 03 04 Domestic Hot Water Equipment Distribution Systems Controls Compliance ResultsTable F Table G Table H Yes Yes Yes COMPLIES D. EXCEPTIONAL CONDITIONS This table is auto-filled with uneditable comments because of selections made or data entered in tables throughout the form. 1430 E Edinger Ave 3/27/2025 STATE OF CALIFORNIA Domestic Water Heating System CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-PLB-E Project Name: Tom's JR Report Page: (Page 2 of 6) Date Prepared: 1/7/2025 Generated Date/Time:Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101 Compliance ID: EnergyPro-30340-0125-0324 Report Generated: 2025-01-07 14:33:44 E. ADDITIONAL REMARKS This table includes remarks made by the permit applicant to the Authority Having Jurisdiction. F. DOMESTIC HOT WATER EQUIPMENT This table is used to demonstrate compliance with mandatory equipment requirements in 110.1 and 110.3. Compliance with prescriptive requirements in 140.5(c) / 170.2(d) must also be demonstrated and with 141.0 / 180.1/ 180.2 for addition and alteration scopes. Equipment Schedule: Water Heating Efficiency and Standby Loss 03 04 05 06 System Name Standard Gas Tankless Exception to 140.5(c)/ 170.2(d)3   Gas Service Water Heating System >= 1MMBtu/h1 Capacity-weighted Average Efficiency %  07 08 09 10 11 12 13 14 15 Name or Item Tag Equipment Type Volume (gal) Rated Input Capacity (Btu/h) Max GPM/ First Hour Rating (FHR) Rated Efficiency Minimum Efficiency Required Efficiency Unit Designed Standby Loss Maximum Standby Loss Standard Gas Tankless Commercial Gas Instantaneous Water Heater 1 199,000 FHR >=75 0.81 0.81 UEF    1FOOTNOTE: In systems >= 1MMBtu/h with multiple units, gas water heaters with input capacity > 100,000 Btu/h may meet 90% Et requirements via an input capacity-weighted average. Water Heating Equipment All Occupancies Yes No Not Applicable Requirement 18 Unfired storage tank insulation shall have Internal + External >=R-16 OR External >=R-3.5. Label required per 110.3(c)3 19 New state buildings 60% of energy for service water heating from site solar energy or recovered energy per 110.3(c)5 20 Isolation valves for instantaneous water heater with input rating >6.8 kBTUH or 2 kW has been specified per 110.3(c)6 21 School buildings < 25,000 ft2 and < 4 stories must install a heat pump water heating system per 140.5(a)1. Water heating systems serving an individual bathroom space may be an instantaneous electric water heater. 1430 E Edinger Ave 3/27/2025 STATE OF CALIFORNIA Domestic Water Heating System CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-PLB-E Project Name: Tom's JR Report Page: (Page 3 of 6) Date Prepared: 1/7/2025 Generated Date/Time:Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101 Compliance ID: EnergyPro-30340-0125-0324 Report Generated: 2025-01-07 14:33:44 G. DOMESTIC HOT WATER DISTRIBUTION SYSTEM This table is used to demonstrate compliance for nonresidential occupancies with distribution requirements in 120.3 and 140.5. For multifamily and hotel/motel occupancies, compliance is demonstrated with requirements 110.3(c), 160.4, 170.2(d). Mandatory Pipe Insulation All Occupancies 13 For systems serving dwelling units, pipe insulation must meet the minimum insulation requirements in Table 160.4-A (see blow) except: •Piping that penetrates framing members shall not be required to have pipe insulation for the distance of the framing penetration. Piping that penetrates metal framing shall use grommets, plugs, wrapping or other insulating material to assure that no contact is made with the metal framing. Insulation shall abut securely against all framing members •Piping installed in interior or exterior walls shall not be required to have pipe insulation if all of the requirements are met for compliance with Quality Insulation Installation (QII) as specified in the Reference Residential Appendix RA3.5. •Piping surrounded with a minimum of 1 inch of wall insulation, 2 inches of crawlspace insulation, or 4 inches of attic insulation, shall not be required to have pipe insulation. 14 For systems serving nonresidential spaces, pipe insulation for the following applications is specified to comply with Table 120.3-A (see below) per 120.3: •Recirculating system piping, including supply and return piping of the water heater •The first 8 ft of hot and cold outlet piping, including between storage tank and heat trap, for a nonrecirculating storage system •Pipes that are externally heated 15 Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall be installed with a cover suitable for outdoor service per 120.3(b) / 160.4(f). Pipe insulation buried below grade must be installed in a water proof and non-crushable casing or sleeve. TABLE 120.3-A / 160.4-A PIPE INSULATION THICKNESS Fluid Temperature Range ( °F) Conductivity Range (Btu-in per hour per ft2 per °F) Insulation Mean Rating Temp ( °F) Nominal Pipe Diameter (in) < 1 1 to < 1.5 1.5 to < 4 1.5 to < 4 Multifamily & Hotel/Motel Minimum Insulation Required 105-140 0.22 - 0.28 100 1.0 in or R-7.7 1.5 in or R-12.5 1.5 in or R-11 2.0 in or R-16 1430 E Edinger Ave 3/27/2025 STATE OF CALIFORNIA Domestic Water Heating System CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-PLB-E Project Name: Tom's JR Report Page: (Page 4 of 6) Date Prepared: 1/7/2025 Generated Date/Time:Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101 Compliance ID: EnergyPro-30340-0125-0324 Report Generated: 2025-01-07 14:33:44 H. DOMESTIC HOT WATER CONTROLS This table is used to demonstrate compliance with control requirements in 110.3 for all occupancies. For multifamily residential and hotel/motel occupancies, compliance is also demonstrated with requirements in 160.4(e) / 170.2(d). Yes No Not Applicable Requirement 01 Construction documents require manufacturer certification that service water-heating systems are equipped with automatic temperature controls capable of adjusting temperature settings per 110.3(a). 02 Systems with capacity > 167,000 BTUH equipped with outlet temperature controls per 110.3(c)1 unless covered by California Plumbing Code 613.0. 03 Controls for circulating pumps or electrical heat trace systems are capable of automatically turning off the system per §110.3(c)2  unless systems serves healthcare facility. 04 For recirculation systems serving multiple dwelling units, design includes automatic pump controls per 170.2(d) or 180.1(b)3 for additions. 05 For recirculation systems serving individual dwelling units, design includes manual on/off controls as specified in Reference Appendix RA4.4.9 per 170.2(d). 06 Combustion air positive shut-off shall be provided per 160.4(3).on all newly installed commercial boilers as follows: •Boilers with input capacity >= 2.5 MMBtu/h, in which the boiler is designed to operate with a nonpositive vent static pressure •Boilers where one stack serves two or more boilers with a total combined input capacity per stack of 2.5 MMBtu/h. 07 Boiler combustion air fans with motor >= 10 hp shall meet one of the following •The fan motor shall be driven by a variable speed drive OR •The fan motor shall include controls that limit the fan motor demand to <=30% of the total design wattage at 50% of the design air volume. 08 Newly installed boilers with an input capacity {d:gte/] 5MMBtu/h and a steady state full-load combustion efficiency < 90% shall maintain excess (stack-gas) oxygen concentrations <= 5% by volume on a dry basis over firing rates of 20-100%. Combustion air volume shall be controlled with respect to firing rate or flue gas oxygen concentration. Use of a common gas and combustion air control linkage or jack shaft is prohibited. 1430 E Edinger Ave 3/27/2025 STATE OF CALIFORNIA Domestic Water Heating System CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-PLB-E Project Name: Tom's JR Report Page: (Page 5 of 6) Date Prepared: 1/7/2025 Generated Date/Time:Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101 Compliance ID: EnergyPro-30340-0125-0324 Report Generated: 2025-01-07 14:33:44 I. DECLARATION OF REQUIRED CERTIFICATES OF INSTALLATION Selections have been made based on information provided in this document. If any selection have been changed by permit applicant, an explanation should be included in Table E. Additional Remarks. These documents must be provided to the building inspector during construction and can be found online Form/Title NRCI-PLB-E - Must be submitted for all buildings J. DECLARATION OF REQUIRED CERTIFICATES OF ACCEPTANCE There are no forms required for this project. K. DECLARATION OF REQUIRED CERTIFICATES OF VERIFICATION There are no forms required for this project. 1430 E Edinger Ave 3/27/2025 STATE OF CALIFORNIA Domestic Water Heating System CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-PLB-E Project Name: Tom's JR Report Page: (Page 6 of 6) Project Address: 1430 Edinger Ave.Date Prepared: 1/7/2025 Generated Date/Time:Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101 Compliance ID: EnergyPro-30340-0125-0324 Report Generated: 2025-01-07 14:33:44 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Ron Edward Provido Documentation Author Signature: Company: Century Engineers, Inc. Signature Date: 2025-01-07 Address: 6970 Aragon Cir. #5 CEA/ HERS Certification Identification (if applicable): City/State/Zip: Buena Park CA 90620 Phone: 2138201010 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.The information provided on this Certificate of Compliance is true and correct. 2.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer) 3.The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5.I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: 2025-01-07 Address:License: City/State/Zip:Phone: 1430 E Edinger Ave 3/27/2025 1430 E Edinger Ave 3/27/2025 Tom’s Jr – Santa Ana Restaurant 1-16-2024 116 S Catalina Ave, Suite 122 Redondo Beach CA 90277 Office 310.709.4476 Page 1 Tom’s Jr Santa Ana – Detailed Letter of Explanation To: City of Santa Ana Planning Department Project: Tom’s Jr Santa Ana Restaurant Detailed Narrative – Item #4 Dear City of Santa Ana Planning Department, My name is Darian, representing Novum Architecture, Inc. Enclosed, please find a detailed description of the proposed operator and the management plan for the drive-through lane during peak hours. In the event of car stacking during peak hours that may impede on the maximum allowable stacking, the operator has devised a proactive solution. A dedicated staff member, comprising two individuals, will collaborate with the restaurant order and kitchen crew. Their role will be to address the drive-through concerns directly in the drive aisle. Using a portable ordering tablet system, the staff will efficiently handle orders and payments and then direct the customers to allocated numbered parking stalls. This approach aims to eliminate the possibility of cars backing into drive aisles or driveways. Moreover, the kitchen staff member will personally deliver the food to the awaiting clients parked in designated stalls: Pickup #A, Pickup #B, Pickup #C, and Pickup #D. This strategy is designed to minimize traffic congestion in the driveways. It's worth noting that Tom's Jr. staff and the operator bring extensive experience in owning and operating restaurants with drive-throughs. Their expertise, coupled with a knowledgeable staff and a robust training curriculum, positions them well to manage and mitigate any potential issues. 1430 E Edinger Ave 3/27/2025 Tom’s Jr – Santa Ana Restaurant 1-16-2024 116 S Catalina Ave, Suite 122 Redondo Beach CA 90277 Office 310.709.4476 Page 2 If you have any questions or require further information, please feel free to reach out. We appreciate your time and consideration in reviewing this memo. Detailed Narrative – Item #5 Careful design was given to Site Circulation. Our project with contain the help of City of Santa Ana Public Works to incorporate (3) detailed signages which will be posted at various locations (see Site Plan A-0.0) to prevent and discourage drivers from making an illegal left turn at South Grand Avenue. Best regards, Darian Novum Architecture, Inc. Please call or email us if you have any questions. Thank you, Darian Radac Architect / Alberto Juarez Novum Architecture, Inc 310.709.4476 1430 E Edinger Ave 3/27/2025 FD FD FD E EDINGER AVE S G R A N D A V E PROPERTY LINE SEE SURVEY PR O P E R T Y L I N E S E E S U R V E Y PR O P E R T Y L I N E S E E S U R V E Y 1 4 2 ' PROPERTY LINE SEE SURVEY 140' 2' - 0" 16' - 0"23' - 0"16' - 0" 2' - 6" 9' - 5" 21 ' - 0 " DE D I C A T I O N Ir r e v o c a b l e 8' - 0 " 12' - 0"10' - 0"10' - 0" 20 ' - 0 " (E ) D R I V E W A Y 24 ' - 0 " (E) DRIVEWAY 23' - 6" PROPOSED LANDSCAPE PR O P O S E D LA N D S C A P E THE EXISTING POLE SIGN IS NON-CONFORMING AND IS TO BE DEMOLISHED. REFER TO SEPARATE DEFERRED SIGN SUBMITTAL PACKAGE FOR ALL NEW PROJECT SIGNS. ENTRY 84.85 FS KITCHEN BACK OF HOUSE DINING ENTRY DRIVE -THRU TRASH ENCLOSURE 19 ' - 4 " 23 ' - 0 " 26 ' - 6 " DRIVE -THRU SIGNAGE UNDER SEPARATE DEFFERED PERMIT DRIVE -THRU SIGNAGE "Enter from EDINGER" PARKING 1 PARKING 2 PARKING 3 PARKING 4 PARKING 5PARKING 10 PARKING 9 PARKING 8 PARKING 7 PARKING 6 TOTAL PARKING 21 STALLS NOTE: 20 STALLS REQUIRED BY CODE EXISTING DRIVEWAY BU I L D I N G S E T B A C K 30 ' - 0 " PICK UP WINDOW ORDER / MENU BOARD PROPOSED LANDSCAPE DRIVE -THRU 10' x 25' LOADING AREA OU T D O O R D I N I N G N PROPOSED LANDSCAPE GREASE INTERCEPTOR SEE CIVIL PLANS 4' - 0" PRE MENU BOARD SIDE YARD SETBACK 67' - 5" RE A R Y A R D S E T B A C K 68 ' - 1 0 " 10' - 0" 73 ' - 0 " 25 ' - 0 " 8' - 0 " 115' - 0"25' - 0"10' - 0" S EW ACCESSIBLE PATH OF TRAVEL FROM PUBLIC RIGHT OF WAY. SEE LANDSCAPE FOR SPECIAL PAVING. DEDICATION Irrevocable 10' - 0" 25 ' - 0 " 10' - 0" 35' - 4 " 24' - 0" 19' - 0" 10 ' - 0 " 22.5' 33.5' 29' 35.5' 10.5' CLEAR 15'32' 12' CLEAR 10 ' - 0 " 10' - 0" 10 ' - 0 " 12' D RIVE W A Y 80' ORDER MENU STACKING 80 ' O R D E R P I C K U P S T A C K I N G 16' x 40' STAGING AREA 40 ' - 0 " 16' - 0" PARKING 11 PARKING 12PARKING 13PARKING 14PARKING 15PARKING 16 PARKING 17PARKING 18PARKING 19PARKING 20PARKING 21 18 ' - 6 " PR O P O S E D L A N D S C A P E - C A R O V E R H A N G ANY PROPOSED DEFERRED SUBMITTAL SIGNAGE SHALL BE KEPT CLEAR OF 15'X15' AREA AS SHOWN. 15' - 0" 15 ' - 0 " ANY PROPOSED DEFERRED SUBMITTAL SIGNAGE SHALL BE KEPT CLEAR OF 15'X15' AREA AS SHOWN. 15' - 0" 15 ' - 0 " 15 ' - 0 " 5' - 6 " 4 BIKE PARK SPACES 17 ' - 2 " 16' - 0" 8' - 6 " 8' - 6 " 8' - 6 " 8' - 6 " 8' - 6 " 8' - 6 " 4' - 0" AC C E S S I B L E W A L K W A Y ACCE S S I B L E W A L K W A Y 9' - 3"8' - 6"8' - 6"8' - 6"8' - 6"8' - 6"8' - 6"8' - 6"8' - 6"8' - 6"8' - 6" 40 ' - 5 " 5' - 0 " 1' - 3 " 8' - 6 " 8' - 6 " 8' - 6 " 8' - 6 " 8' - 0 " 9' - 0 " 24' - 8" PROPOSED LANDSCAPE - CAR OVERHANG PROPOSED LANDSCAPE - CAR OVERHANG PR O P O S E D L A N D S C A P E - C A R O V E R H A N G ACCESSIBLE ROUTE PER 2022 CBC SITE PLAN LEGEND 10' x 25' LOADING AREA 16' x 40' STAGING AREA DRIVE-THRU CIRCULATION 25'X25' RIGHT OF WAY IRREVOCABLE OFFER OF DEDICATION CORNER FOR THE CITY OF SANTA ANA FOR "FUTURE STREET PURPOSES” WITH 2.5' HEIGHT LIMIT FOR STRUCTURES AND OTHER VISUAL OBSTRUCTIONS SEE CIVIL PLANS AND LANDSCAPE PLANS PROPOSED REMOVAL OF THE EXISTING CURB RAMP WITH A 30-FOOT RADIUS RETURN, AND REPLACEMENT WITH THE CONSTRUCTION OF A NEW CURB RAMP WITH 25-FOOT RADIUS RETURN AT THE CORNER OF EDINGER AND GRAND AVENUES. SEE CIVIL ENGINEER PLANS. 6X5 BIN TRASH 2CY 6X5 BIN ORG 2CY 6X5 BIN RECYC 2CY CMU BLOCK WALL "SPLIT FACE" TRASH ENCLOSURE WITH SOLID MTL ROOF PR O P E R T Y L I N E 1 1 7 ' EX I S T I N G P R O P E R T Y L I N E EXISTING PROPERTY LINE PROPERTY LINE 115'FUTURE PROPERTY LINE 10 ' - 0 " 10' - 6"10' - 0" 646 S.F. GROSS BUILDING DEMO AREA 6" HIGH CONCRETE CURB DINING ENTRY RESTAURANT GROSS 2,450 S.F. WALK UP WINDOW 34" A.F.F. DRIVE -THRU SIGNAGE UNDER SEPARATE DEFFERED PERMIT PROPOSED NEW NEXX BURGER MONUMENT SIGN. ALL SIGNS SHALL BE DEFFERED SUBMITTALS ACCESSIBLE PATH OF TRAVEL FROM PUBLIC RIGHT OF WAY. SEE LANDSCAPE FOR SPECIAL PAVING. A-016 2 66" WIDE CONGREGATION 48 " W I D E C O N G R E G A T I O N ELEC BIO FILTRATION PLANTER SEE CIVIL PLANS FF=84.87 PROP E R T Y L I N E 3 5 . 3 7 ' EX I S T I N G DR I V E W A Y EA S E M E N T SE E C I V I L EXIT ENTER ENTER EXIT DRIVE-THRU ENTER DRIVE-THRU ENTER SIGN 10 " 4" All driveway and staging areas must be able to sustain a minimum gross weight of 60,000 lbs. per vehicle. WQMP NOTE: “This site will be designed and constructed in accordance with the California Regional Water Quality Control Board Santa Ana Region Order No. R8-2009-0030 discharge requirements (MS4 Permit).” Refer to Civil Engineer for WQMP BUILDING SETBACK 22' - 0" OPEN AIR DINING 195 S.F. = 8% & LESS THAN 25% OF GROSS FLOOR AREA 11 7 ' - 0 " 22' - 7 " 22'-7" -12' DRIVEWAY = 10'-7" CLEAR (E) DRIVEWAY 20' - 0" 21' - 0" EXISTING STREET CURB EXISTING CURB CUT SEE SURVEY Sign S e t back 4' - 0 " SIGNS #1,#2 & #3: NO LEFT TURN ON S GRAND AVE. PROPOSED SIGNAGE 14' - 9"15 ' - 1 1 " A B C D TAKE OUT & PICK-UP TAKE OUT & PICK-UP TAKE OUT & PICK-UP TAKE OUT & PICK-UP PROPOSED SIGNAGE UNDER SEPARATE PERMIT 10’-0” RIGHT-OF-WAY IRREVOCABLE OFFER OF DEDICATION FOR FUTURE STREET PURPOSES TO THE CITY OF SANTA ANA, ALONG THE PROPERTY FRONTAGE ON GRAND AVENUE AND AN 8’-0” RIGHT-OF-WAY IRREVOCABLE OFFER OF DEDICATION ALONG THE PROPERTY FRONTAGE ON EDINGER AVENUE FOR THE CITY OF SANTA ANA FOR "FUTURE STREET PURPOSES”. PROPOSED LIGHT POLE SEE ELECTRICAL PLANS PROPOSED LIGHT POLE SEE ELECTRICAL PLANS PROPOSED LIGHT POLE SEE ELECTRICAL PLANS PROPOSED LIGHT POLE SEE ELECTRICAL PLANS A-024 1 1' - 8 " 3 A-024 TYP. 0" Curb 0" Curb 5 A-024 0" Curb 0" Curb FLUSH TACTILE WARNING 84.57 FS SEE CIVIL PLANS FLUSH TACTILE WARNING 84.37 FL SEE CIVIL PLANS 2% 6' - 8" PICK UP WINDOW Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 1" = 10'-0" A-000 Checker Author 7-22-2025 NX25-SA Si t e P l a n & C o v e r S h e e t NEXX BURGER - SANTA ANA 1430 E EDINGER AVE, SANTA ANA, CA 92705 • 2022 CALIFORNIA BUILDING CODE (CBC) • 2022 CALIFORNIA FIRE CODE (CFC) • 2022 CALIFORNIA ELECTRICAL CODE (CEC) • 2022 CALIFORNIA PLUMBING CODE (CPC) • 2022 CLAIFORNIA MECHANICAL CODE (CMC) • 2022 CALIFORNIA ENERGY CODE • 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE (ENERGY STANDARDS) • Santa Ana Municipal Code (SAMC) CODE COMPLIANCE CONSULTANT LIST PROJECT INFORMATION APN: 403-011-006 ZONING: LIGHT INDUSTRIAL (M1). (LOT > 22,366.16 SQ.FEET 0.51 ACRES) OCCUPANCY: A2 OCCUPANCY MAX. OCCUPANT LOAD: 64 OCCUPANTS GENERAL PLAN DESIGNATION: GENERAL COMMERCIAL (GC) ZONING DISTRICT: LIGHT INDUSTRIAL (M1) # OF STORIES: 1 STORIES FRONT SETBACK: 24'-8" (EXISTING TO REMAIN) SIDE YARD SETBACKS: 25'-8" (EXISTING TO REMAIN) REAR YARD SETBACK: 68'-10" (EXISTING TO REMAIN) LOT SQUARE FOOTAGE: 22,366.16 S.F. BUILDING CONSTRUCTION TYPE: TYPE V-B FIRE SPRINKLERS: NONE NOT REQUIRED FIRE DEPARTMENT APPROVAL OCFA SR# 548005 7-9-2024 (NO FIRE SPRINKLER) BLDG. HT.: 19'-0" SEE EXTERIOR ELEVATIONS OWNER / TENANT:SPIROS POLITIS EMAIL: SPIROS@NEXXBURGER.COM 1430 E EDINGER AVE, SANTA ANA, CA 92705 TEL: 562-355-5322 ARCHITECT:NOVUM ARCHITECTURE DARIAN RADAC ARCHITECT 116 S. CATALINA AVE STE. 122 REDONDO BEACH, CA, 90277 TEL: 310-709-4476 CIVIL ENGINEER:MFKESSLER 1 VENTURE STE 130, IRVINE, CA 92618 TEL: 877-635-3775 LANDSCAPE ARC :STUDIO PAD, INC 23195 LA CADENA DR., STE. 103 / LAGUNA HILLS / CA 92653 TEL: 949-770-8530 SURVEYOR:T&M SURVEYING 531 E. TRENTON AVE. ORANGE CA TEL: 714-912-4042 DRIVE-THRU TJW ENGINEERING INC TRAFFIC & QUEUE:9841 IRVINE CTR DRIVE, IRVINE CA TEL:949-879-3509 SITE LIGHTING:CENTURY ENGINEERS, INC 6970 ARAGON CIR. SUITE 5 BUENA PARK CA TEL: 323-847-2668 PROJECT SITE VICINITY MAP 1. PROPOSED EXTERIOR & INTERIOR RENOVATION TO EXISTING 3,075 S.F. RESTAURANT. PARTIAL DEMO 646 S.F. OF AREA RESULTING INTO PROPOSED 2,450 S.F. RESTAURANT. 2. INCLUDES NEW EXTERIOR LANDSCAPE, NEW TRASH ENCLOSURE, NEW PARKING STRIPING SITE WORK, NEW DRIVE-THRU, NEW ROOF MOUNTED EQUIPMENT WITH SCREENING, NEW AWNINGS, NEW (4) PARKING LOT LIGHTING POLES & EXTERIOR FACADE IMPROVEMENTS. 3. EXISTING FREESTANDING POLE SIGN TO BE DEMOLOSHED. 4. PROPOSED RENOVATION TO INCLUDE NEW NEXX BURGER SIGNAGE AND LOGO UNDER DEFERRED SUBMITTAL *NO ALCOHOL SALES ON PREMISES. 1" = 10'-0"1 Site Plan SCOPE OF WORK CITY OF SANTA ANA CODE STANDARD TABULATION PROPOSED BUILDING AREA = 2,450 GROSS S.F. 2,450 S.F. @ 8/1000 = 20 PARKING STALLS REQUIRED. REFER TO SITE PLAN A-0.0 : 21 PARKING STALLS PROVIDED PARKING TABULATION DIVISION 3. - COMMERCIAL AND OFFICE STANDARDS Sec. 41-1340. - Retail stores and service uses. The minimum off-street parking requirements for retail and service uses not otherwise specified in this division are as follows: five (5) spaces for each one thousand (1,000) square feet of gross floor area. (Ord. No. NS-2091, § 1, 11-19-90) Sec. 41-1341. - Restaurants, cafes, etc. (a)The minimum off-street parking requirements for restaurants, cafes and other eating establishments are as follows: eight (8) spaces for each one thousand (1,000) square feet of gross floor area and open-air dining area except that an open-air dining area no greater than twenty-five (25) per cent of the gross floor area of the restaurant, or one thousand (1,000) square feet, whichever is smaller, is exempt from a parking requirement.(b)Each drive-through eating establishment shall have vehicular stacking lanes of at least eighty (80) feet from the center of the pick-up window or pay window, whichever is closer to the menu board; and eighty (80) feet from the order point or menu board to the beginning of the drive- through lane. Such stacking lanes shall be located so that they do not serve as entries to parking spaces. (Ord. No. NS-2091, § 1, 11-19-90; Ord. No. NS-2340, § 12, 12-15-97; Ord. No. NS-2923, § 13, 9-16-17 ; Ord. No. NS-2987 , § 8, 4-21-20) NOTE: OUTDOOR DINING "OPEN AIR" IS NOT CALCULATED TOWARDS PARKING. SEPARATE LOADING PARKING SPACE IS PROVIDED LOT COVERAGE 2,474 S.F. TOTAL ROOF AREA + 756 S.F. TOTAL AWNING AREA = 3,230 S.F. LOT SQUARE FOOTAGE: 22,366.16 S.F. 3,230 / 22,366.16 = 14% LOT COVERAGE LEGAL DESCRIPTION LEGAL DESCRIPTION PARCEL 1 OF PARCEL MAP P.M.B. 22/41 IN THE CITY OF SANTA ANA, COUNTY OF ORANGE, STATE OF CALIFORNIA AS RECORDED IN THE COUNTY OF ORANGE RECORDERS OFFICE LIGHT INDUSTRIAL M1 ZONING DISTRICT TABULATION PERMITTED USES: (K) EATING ESTABLISHMENTS NOT SPECIFIED IN SECTION 41-472.5 SEC. 41-472.5. - USES SUBJECT TO A CONDITIONAL USE PERMIT IN THE M1 DISTRICT. (F) EATING ESTABLISHMENTS PERMITTED IN SECTION 41-472 WHICH OPERATE BETWEEN 12:00 AND 5:00 A.M. AND WHICH ARE WITHIN ONE HUNDRED FIFTY (150) FEET OF A RESIDENTIAL USE. (G) EATING ESTABLISHMENTS WITH DRIVE-THROUGH WINDOW SERVICE. Civil Engineering Sheet List Sheet Number Sheet Name C-001 Precise Grading Plan C-002 Quantities Sections Details ITEM CODE STANDARD PROPOSED Proposed Uses(s)Eating Establishment with Drive Through and After Hours Operation Eating Establishment with Drive Through and After Hours Operation Allowed USES M1 District (g) Eating establishments with drive-through window service (Subject to CUP) Eating establishment (RESTAURANT) with drive- through window service. YARD WIDTH @ E Eddinger Ave 10'-0" MIN. Building Height Allowed 35' Proposed 19'-0" Proposed 10'-0" YARD WIDTH @ Grand Ave 10'-0" MIN. Proposed 10'-0" YARD Area REQ: @ E Eddinger Ave Required YARD Area 10' by Frontage 127.5' = Approximately 2,550 s.f. required Proposed YARD Area = 2,618 s.f. with proposed Landscape Provided = 797 s.f. YARD Area REQ: @ Grand Ave Parking 8 spaces/1,000 square fee of floor area Open-air dining over 25% of gross floor area: 1 space/1,000 square feet (20 required) Proposed Parking = 21 Stalls Note: OPEN AIR DINING 195 S.F. = 8% & LESS THAN 25% OF GROSS FLOOR AREA. no parking provided for open-air dining Drive-Thru Requirement 80 feet from center of pick up window or pay window to menu board + 80 feet from order point to beginning of drive through Landscaping Tree Requirement 115' @ Eddinger = (4) Trees Provided 117' @ Eddinger = (4) Trees Provided Note: Refer to landscape plans for tabulation we exceed the (5) Gal shrub requirements Provided 80 feet from center of pick up window or pay window to menu board + 80 feet from order point to beginning of drive through (1) 24-inch box canopy tree for every 25 linear feet of front yard (7) (6) five-gallon size shrubs for every 25 linear feet of front yard (42) Required Landscape Area 20 by Frontage 129.5' = Approximately 2,590 s.f. required Proposed YARD Area = 2,767 s.f. with proposed Landscape Provided = 1,033 s.f. PROJECT GROSS AREA TABULATION TOTAL PROPOSED RESTAURANT BUILDING AREA 2,450 S.F. EXISTING FIRST FLOOR RESTAURANT BUILDING AREA 3,075 S.F. PROPOSED DEMOLITION 646 S.F. PROPOSED ADDITION "ENTRY ARTICULATION" 21 S.F. City Approval Stamp Area Architectural Sheet List Sheet Number Sheet Name A-000 Site Plan & Cover Sheet A-001 General Notes & Specifications A-002 Survey A-003 Accessible Codes & Standards A-004 Accessible Codes & Standards A-005 Project Specifications A-006 FMP - Site Plan A-007 Proposed Landscape Calculation A-008 Existing / Demolition Floor Plan A-009 Proposed Floor Plan A-010 Roof Plan A-011 Equipment Plan & Schedule A-011.1 Interior Kitchen Elevations A-012 Detail Restroom Floor Plans A-013 Elevations A-014 Elevations A-015 Building Sections Architectural Sheet List Sheet Number Sheet Name A-016 Mechanical Screen & Trash Enclosure A-017 Door & Window Schedules A-018 Reflected Ceiling Plan A-019 Architectural Details A-020 Architectural Details A-021 Architectural Details A-022 Architectural Details A-023 Architectural Details A-024 Accessible Details A-025 3D Views A-026 3D Views A-027 3D Views A-028 3D Views A-029 3D Views A-030 3D Views A-031 Color & Material Board Cont, PROPOSED AWNING AREAS (SEE ROOF PLAN) 756 S.F. C-000 Topographic Map C-003 Underground Utilities Plan C-004 Precise Grading Plan C-005 Precise Grading Plan C-006 Erosion Sediment Plan Structural Sheet List S0.1 General Notes Requirements S0.2 General Notes Requirements S0.3 Typical Details S0.4 Foundation Plan S0.5 Roof Framing Plan S0.6 Foundation Details S0.7 Structural Details S0.8 Structural Details Title 24 Sheet List T-001 Title 24 Sheet 1 T-002 Title 24 Sheet 2 T-003 Title 24 Sheet 3 Electrical Sheet List E-101 General Notes and Index E-102 Symbols & Abreviation E-103 Single Line Diagram E-104 Luminaire Schedulle E-105 Panel Schedules E-106 Interior Lighting Title 24 E-107 Outdoor Lighting Title 24 E-108 Electrical Site Plan E-109 Site Lighting Photometric E-110 Lighting Plan E-111 Emergency Photometric Calcs E-112 Power Plan E-113 Electrical Roof Plan E-114-118 Electrical Details (5 total sheets) M-200 Mechanical Notes and Index List Mechanical Sheet List M-201 General Notes and Symbols M-202 Schedule M-203 Mechanical Floor Plan M-204 Mechanical Roof Plan M-205 Hood 1 and 2 Elevations M-206 Hood 3 Elevations M-207 Mechanical Details M-208 Mechanical Details M-209-221 Hood Details (13 total sheets) P-100 Plumbing Notes and Details P-101 Plumbing Schedule P-102 Plumbing Site Plan P-103 Plumbing Floor Plan Water and Gas P-104 Plumbing Floor Plan Waste and Vent P-105 Plumbing Lighting Plan P-106 Plumbing Details L-101 Cover Sheet Plumbing Sheet List L-102 Irrigation Notes Schedules Calculations L-103 Irrigation Plan L-104 Irrigation Details L-105 Irrigation Specifications L-106 Planting Schedules L-107 Planting Plan L-108 Planting Details L-109 Planting Specifications L-110 Planting Specifications L-111 Planting Specifications Landscape Sheet List S0.9 Structural Details S1.0 Structural Details 1 No. Description Date 1 Nexx Burger Rev 6-13-2025 FD FD FD E EDINGER AVE GR A N D A V E N S EW ACCESSIBLE PATH OF TRAVEL FROM PUBLIC RIGHT OF WAY. SEE LANDSCAPE FOR SPECIAL PAVING. 22.5' 33.5' 29' 35.5' 10.5' CLEAR 15'32' 12' CLEAR 9' - 1 1 " 10' - 0" 10 ' - 0 " 12' C L E A R 80' ORDER MENU STACKING 80 ' O R D E R P I C K U P S T A C K I N G PROPOSED LANDSCAPE - CAR OVERHANG PROPOSED LANDSCAPE - CAR OVERHANG FU T U R E P R O P E R T Y L I N E EX I S T I N G P R O P E R T Y L I N E EXISTING PROPERTY LINE FUTURE PROPERTY LINEFUTURE PROPERTY LINE WALK UP WINDOW ACCESSIBLE PATH OF TRAVEL FROM PUBLIC RIGHT OF WAY 185 S.F. SEE LANDSCAPE FOR SPECIAL PAVING. EXISTING PROPERTY LINE EX I S T I N G P R O P E R T Y L I N E SE T B A C K LA N D S C A P E 10 ' - 0 " DE D I C A T I O N 8' - 0 " 20 ' - 0 " (E ) D R I V E W A Y 24 ' - 0 " (E) DRIVEWAY 23' - 6" EXISTING DRIVEWAY PROPOSED LANDSCAPE PROPOSED LANDSCAPE 22' - 0" DEDICATION 10' - 0" 15' - 0" PROPOSED LANDSCAPE - CAR OVERHANG PROPOSED LANDSCAPE - CAR OVERHANG 25'X25' CORNER SEE SITE PLAN SHEET A-0.0 & CIVIL PLANS RESTAURANT GROSS 2,458 S.F. PR O P O S E D LA N D S C A P E GRAND TOTAL PROJECT LANDSCAPE = 5,477 S.F. TOTAL LANDSCAPE = 797 S.F. at E EDINGER AVE. within the YARD AREA Sec. 41-475. - Yards abutting streets—Generally. (a) A yard is required along any lot line which abuts a public street which, except as provided in section 41-476 or section 41-476.5, shall be of an area not less than the length of such lot line in feet multiplied by: (i)Twenty (20) feet, if the street is designated in the general plan of the city as an arterial street; or (ii)Ten (10) feet, if the street is not so designated as an arterial street. (b)The yard required by paragraph (a) shall include a strip immediately adjacent to the street and shall be of a width not less than: (i)Ten (10) feet, if the street is designated in the general plan of the city as an arterial street; or (ii)Five (5) feet, if the street is not so designated as an arterial street. (c)The area of any one (1) vehicular driveway shall be considered part of the area of any yard required by paragraph (a) to the extent that: (i)The driveway is approximately perpendicular to the street; and (ii)The driveway does not exceed thirty (30) feet in width. (d)Except as provided in paragraph (c), any yard required by this section shall be landscaped. Signs are permitted in such yards provided they are in compliance with the Sign Ordinance of the City of Santa Ana. (Code 1952, § 9230.284; Ord. No. NS-455, § 1, 6-20-60; Ord. No. NS-1301, § 1, 4-5-76; Ord. No. NS-2275, § 12, 12-18-95) 115' - 0"12' - 6" 17' - 8 1 / 8 " 17' - 8 1 / 8 " 11 7 ' - 0 " 12 ' - 6 " LENGTH OF LOT = 115' + 12.5' X 20 = 2,550 S.F. OF YARD AREA REQUIRED. PROVIDED = 2,618 S.F. LE N G T H O F L O T = 1 1 7 ' + 1 2 . 5 ' X 2 0 = 2 , 5 9 0 S. F . O F Y A R D - L A N D S C A P E A R E R E Q U I R E D . 2, 7 6 7 O F Y A R D A R E A P R O V I D E D EXISTING DRIVEWAY = 387 S.F. at E EDINGER AVE. within the YARD AREA TOTAL LANDSCAPE = 1,033 S.F. at GRAND AVE within the YARD AREA EXISTING DRIVEWAY = 230 S.F. at GRAND AVE. within the YARD AREA TOTAL LANDSCAPE OUTSIDE OF PROPERTY IN THE 10' DEDICATION = 1,238 S.F. at GRAND AVE TOTAL LANDSCAPE OUTSIDE OF PROPERTY IN THE 10' DEDICATION = 858 S.F. at E EDDINGER AVE YARD AREA = 2,618 s.f. YARD AREA FROM PL TO BUILDING 22' - 0" YAR D A R E A 22' - 6 3 / 4 " YA R D A R E A F R O M P L T O B U I L D I N G 21 ' - 0 " YA R D A R E A = 2 , 7 6 7 s . f . TOTAL DRIVEWAY = 1,742 S.F TO T A L D R I V E W A Y = 1 , 3 9 0 S . F 22'- 7 " CLR 22'-7" -12' DRIVEWAY = 10'-7" CLEAR @ 45 DEG PL (E) DRIVEWAY 20' - 0" 180 120 21.0 ft 25.4 ft 7.0 ft CLEAR 12' - 2" 90.00° (E) DRIVEWAY 20' - 0" ENTER EXIT EXISTING ADJACENT DRIVEWAY AT (E) PROPERTY SEE SURVEY SEE SURVEY 40' DRIVEWAY WIDTH 5'-6" CLEAR EXISTING DRIVEWAY PICK UP WINDOW 1 YARD AREAS & LANDSCAPE LEGEND TOTAL LANDSCAPE = 797 S.F. at E EDINGER AVE. EXISTING DRIVEWAYS TOTAL LANDSCAPE = 1,033 S.F. at GRAND AVE TOTAL LANDSCAPE OUTSIDE OF PROPERTY IN THE 10' DEDICATION = 1,238 S.F. at GRAND AVE TOTAL LANDSCAPE OUTSIDE OF PROPERTY IN THE 10' DEDICATION = 858 S.F. at E EDDINGER AVE YARD AREA @ E. EDDINGER AVE 2,618 S.F. YARD AREA @ GRAND AVE 2,767 S.F. DRIVEWAY AREA @ EDINGER AVE 1,742 S.F. DRIVEWAY AREA @ GRAND AVE 1,390 S.F. Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 As indicated A-007 Checker Author 7-22-2025 NX25-SA Pr o p o s e d L a n d s c a p e Ca l c u l a t i o n 1" = 10'-0"1 Landscape Calculation 1/4" = 1'-0" Landscape Legend No. Description Date 1 Nexx Burger Rev 6-13-2025 FD FD FD 1 A-015 A-0141 A-013 2 A-014 2 A-013 1 2 A-015 HALLWAY RESTROOM ALL GENDER FREEZER W.I.C. RESTROOM ALL GENDER SERVICE AREA COUNTER FOOD PREP/DISH WASH MAIN ENTRANCE SECONDARY ENTRANCE DRY STORAGE RACKS MAX 7' HIGH OFFICE WAITING AREA 5'x7'8'x13' 10'x7' PICK UP WINDOW WITH AIR CURTAIN CLERESTORY WINDOW 3 A-015 DRIVE THROUGH 646 S.F. GROSS BUILDING DEMO AREA PROPOSED METAL LADDER TO ROOF TRASH 5' - 9 " 1' - 6" 42 " D O O R 36" DOOR EXIT A-012 1 TO GREASE INTERCEPTOR TRAP. SEE A-0.0 SITE PLAN 1 8 32 6 4 G H A B C DE EXIT EXIT NEW SWITCHBOARD AT PROPOSED ELECTRICAL ROOM. SEE ELEC PLANSEXISTING SWITCH GEAR TO BE DEMOLISHED. TABLE SEATING 44" clea r DRIVE-THRU DRIVE THROUGH DRIVE THROUGH 9' - 0" 8' - 0 " 9' - 4"6' - 2"8' - 8" 8' - 0 " H.S. 18 ' - 4 " 14' - 2"5' - 6"9' - 0"1' - 8"9' - 3"8' - 0" 10' - 0" 7' - 0 " LOCKERS WALK UP WINDOW WITH 34" A.F.F COUNTER & AIR CURTAIN ABOVE. RESTAURANT GROSS 2,450 S.F. TOTAL PROPOSED ADDITION 21 S.F. "ARTICULATION" 6' - 0 " 8' - 6 " 7' - 6 " 7' - 0 " 10 ' - 1 " 11 ' - 1 " 44" CLEAR 3' - 0 " 5' - 0 " BOOTH SEATING 50' - 7" 4' - 0 " 4' - 6 " 5' - 6 " 21 ' - 8 " 5' - 6 " 51 ' - 8 " 3' - 8"6' - 6"4' - 6"22' - 4"2' - 4"3' - 0"9" 49' - 1" 51 ' - 2 " JC0042P JADE RANGE BE V . D I S P . SAND PREP GRIDDLE BU R N E R FRYERS FRY DUMP SS. TABLE 3 COMP SINK PREP SINK ICE MACHINE S. S . P R E P T A B L E H.S. H.S. MOP SINK SS. TABLE LOCKERS POS POSPOS BE V D I S P . SS. TABLE SS. TABLE SHEET METAL STUD CONSTRUCTION SH E E T M E T A L S T U D C O N S T R U C T I O N SHEET METAL STUD CONSTRUCTION COOKING SODA/CO2 ELECTRICAL 1' - 10" MENU BOARD E F CLEARSTORY WINDOW ORDER / MENU BOARD A-023 5 DRY STORAGE RACKS MAX 7' HIGH LIQUID CO2 LESS THAN 100lbs A-011.1 3 5 A-011.1 2 4 A-011.1 6 A-011.1 8 7 1 SERVICE AREA WITH MIN. 5' LONG COUNTER @ 34" A.F.F60"x60" Maneuvering Space 60"x60" Maneuvering Space 60"x60" Maneuvering Space 60"x60" Maneuvering Space 60"x60" Maneuvering Space 4 A-021 4 A-021 4 A-021 4 A-019 4 A-019 1 A-019 4 A-019 9 A-011.1 5 A-019 2 A-019 5 A-020 4 A-020 4 A-020 4 A-020 H.S. 6 A-022 1 A-020 2 A-020 48" HIGH PONY WALL 2 A-019 2 A-019 2 A-019 2 A-019 3' - 11"2' - 6"18' - 5"12' - 10"12' - 11" 12 ' - 1 1 " 38 ' - 3 " 6' - 6 " SAND PREP GRIDDLE CO N D I M E N T S T A B L E SOFT SERVE 5' - 0 " 60"x60" Maneuvering Space PANEL BOARDS 1' - 6" 18' - 3 " 3' - 2 " 11' - 1 0 " DI A. WALL SIGN 3' - 2 " 1' - 7" 2' - 6"8' - 5"7' - 6" 1' - 1 0 " 4' - 8 " 31 ' - 9 " 10 " 6' - 0 " 12 ' - 0 " 7' - 0 " D I A . W A L L S I G N 17 ' - 4 " 4' - 0"4' - 0"4' - 4" 6' - 0" 1' - 0"4' - 0"1' - 0"1' - 0"4' - 1" 3' - 2"6' - 9" 13' - 7" 3' - 0 " 5' - 7 " 3' - 9 " 2' - 0 " 1 = TACTILE EXIT SIGN (VISIBLE FROM ANY DIRECTION OF EGRESS TRAVEL. (SEE 12/A-0.5) BUILDING SIGNAGE LEGEND AND NOTES: 2 = ACCESSIBLE ENTRANCE SIGN (SEE 5/A-0.6) 3 = OCCUPANCY SIGNAGE TO BE POSTED PER (CBC 1004.3) EXIT = EXIT LIGHT W/ EMERGENCY LIGHTING AND BATTERY 90 MINUTE BACKUP (REFER TO PERMITTED ELECTRICAL DRAWINGS FOR EMERGENCY LIGHTING REQUIREMENTS) 1. WHERE BOTH VISUAL AND TACTILE CHARACTERS ARE REQUIRED, EITHER ONE SIGN WITH BOTH VISUAL AND TACTILE CHARACTERS, OR TWO SEPARATE SIGNS, ONE WITH VISUAL, AND ONE WITH TACTILE CHARACTERS, SHALL BE PROVIDED. (11B-703.1) 2. WHERE TACTILE SIGN IS PROVIDED AT DOOR, THE SIGN SHALL BE LOCATED ALONG THE DOOR AT THE LATCH SIDE. TACTILE CHARACTERS ON SIGNS SHALL BE LOCATED 48" MIN. ABOVE FINISH FLOOR, MEASURED FROM THE BASELINE OF THE LOWEST BRAILLE CELLS AND A 60" MAX. ABOVE FINISH FLOOR, MEASURED FROM THE BASE LINE OF THE HIGHEST LINE OF THE RAISED CHARACTERS. (11B-703.4) (FIG 11B-703.4.1) EXISTING ELEMENTS TO BE DEMOLISHED PLAN LEGEND EXISTING WALLS TO REMAIN PROPOSED WD WALLS A 101 EXISTING WINDOWS TO REMAIN TO BE DEMOLISHED EXISTING DOOR EXISTING DOOR TO REMAIN PROPOSED DOOR EXISTING WINDOWS TO BE DEMOLISHED PROPOSED WINDOWS PROPOSED 1-HR FIRE RATED WALL SEE DETAIL 2/A023 PROPOSED METAL STUD WALL PROPOSED PREFABRICATED WALL PROPOSED 48" HIGH WD STUD PONY WALL Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 As indicated A-009 Checker Author 7-22-2025 NX25-SA Pr o p o s e d F l o o r P l a n 1/4" = 1'-0"1 Proposed Floor Plan 1/8" = 1'-0"2 Building Signage BUILDING NOTES: 1. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE-FOOT CLEAR AND UNOBSTRUCTED ACCESS TO ANY WASTE OR POWER DISTRIBUTION FACILITIES (POWER POLES, PULL-BOXES, TRANSFORMERS, VAULTS, PUMPS, VALVES, METERS, APPURTENANCES, ETC. ) OR TO THE LOCATION OF THE HOOK-UP. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES-WHETHER OR NOT THE LINES ARE LOCATED ON THE PROPERTY. FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES. 2. EXIT SIGNS SHALL BE INTERNALLY OR EXTERNALLY ILLUMINATED. 3. EXIT SIGNS SHALL BE ILLUMINATED BY AN EXTERNAL SOURCE SHALL HAVE AN INTENSITY OF NOT LESS THAN 5 FOOT CANDLES (54LUX) 4. INTERNALLY ILLUMINATED SIGNS SHALL BE LISTED AN LABELED AN SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTION AND SECTION 2702. 5. EXIST SIGNS SHALL BE ILLUMINATED AT ALL TIMES. 6. EXIST SIGNS SHALL BE CONNECTED TO AN EMERGENCY POWER SYSTEM THAT WILL PROVIDE AN ILLUMINATION OF NOT LESS THAN 90 MIN. IN CASE OF PRIMARY POWER LOSS. THE EMERGENCY POWER SYSTEM SHALL PROVIDE POWER FOR A DURATION OF NOT LESS THAN 90 MINUTES AND SHALL CONSIST OF STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON-SITE GENERATOR. THE INSTALLATION OF THE EMERGENCY POWER SYSTEM SHALL IN ACCORDANCE WITH SECTION 2702. (1011.6.3) 7. EGRESS DOORS SHALL BE READILY OPENABLE FROM THE EGRESS SIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. SEE 1008.1.9. FOR EXCEPTIONS. 8. DOOR HANDLES, LOCK AND OTHER OPERATION DEVICES SHALL BE INSTALLED AT A MIN. 34" AND A MAX. 48" ABOVE THE FINISHED FLOOR. 9. LABEL PLACED DIRECTLY ABOVE EGRESS DOORS: "THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED". 10. ALL EGRESS DOOR OPERATION SHALL ALSO COMPLY WITH SECTION 1008.1.9-1008.1.9.12. a) AN EGRESS DOOR SHALL BE SET IN MOTION WHEN SUBJECTED TO A 30 # FORCE. THE DOOR SHALL SWING TO THE FULLY OPEN POSITION WHEN AN OPENING FORCE NOT TO EXCEED 15 POUNDS IS APPLIED TO THE LATCH SIDE. CBC 1008.1.2. b) THE OPENING FORCE FOR INTERIOR SIDE SWING DOORS WITHOUT CLOSERS SHALL NOT EXCEED 5 POUNDS. CBC 1008.1.2. 11. EMERGENCY LIGHTING FACILITIES SHALL BE ARRANGED TO PROVIDE INITIAL ILLUMINATION THAT IS AT LEAST AN AVERAGE OF 1 FOOT-CANDLE (11 lux) AND A MINIMUM AT ANY POINT OF 0.1 FOOT-CANDLE (1lux) MEASURED ALONG THE PATH OF EGRESS AT FLOOR LEVEL. ILLUMINATION LEVELS SHALL BE PERMITTED TO DECLINE TO 0.6 FOOT-CANDLE (6 lux) AVERAGE AND A MINIMUM AT ANY POINT OF 0.06 FOOT-CANDLE (0.6 lux) AT THE END OF THE EMERGENCY LIGHTING TIME DURATION. A MAXIMUM-TO- MINIMUM ILLUMINATION UNIFORMITY RATION OF 40 TO 1 SHALL NOT BE EXCEEDED. 12. ADDITIONAL DIRECTIONAL EXIT SIGNAGE MAY BE REQUIRED BY THE CITY AT THE TIME OF FINAL INSPECTION. 13. WALL, FLOOR AND CEILING SHALL NOT EXCEED THE FLAME SPREAD CLASSIFICATIONS IN CBC TABLE 803.9 14. A COMPLETE LISTING OF HAZARDOUS MATERIAL SHALL BE PROVIDED BY CONTRACTOR AND SHALL INCLUDE THE FOLLOWING INFORMATION (414.1.3 CBC) a) MATERIAL CLASSIFICATION AS SHOWN IN TABLES 307.1(1) AND TABLE 307.1(2). b) THE QUANTITIES OF EACH HAZARDOUS MATERIAL. c) CLOSED OR OPEN SYSTEMS FOR EACH HAZARDOUS MATERIAL. d) GROUP H OCCUPANCY CLASSIFICATION OF THE AREA OF BUILDING. 15. PLANS FOR MODIFICATIONS TO EXISTING FIRE PROTECTION EQUIPMENT SUCH AS STANDPIPES, SPRINKLER SYSTEMS AND FIRE ALARMS SYSTEMS, SHALL BE SUBMITTED TO THE E BUILDING DIVISION AND APPROVE BY THE FIRE DEPARTMENT BEFORE THIS EQUIPMENT IS ALTERED OR MODIFIED. 16. WHERE COMBUSTIBLE CONSTRUCTION OCCURS, FIRE BLOCKING MUST BE PROVIDED IN ACCORDANCE WITH SECTION 718.2 AT THE FOLLOWING LOCATIONS: a) IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES, AT THE CEILING AND FLOOR LEVELS. b) IN CONCEALED SPACED OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES, AT 10-FOOT INTERVALS ALONG THE LENGTH OF THE WALL. c) AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCURS AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. d) IN OPENING AROUND VENTS, PIPES, DUCTS, CHIMNEYS, FIRE PLACES AND SIMILAR OPENINGS WHICH AFFORD A PASSAGE FOR FIRE AT CEILING AND FLOOR LEVELS, WITH NONCOMBUSTIBLE MATERIALS. 17. CURTAINS, DRAPERIES, FABRIC HANGINGS AND SIMILAR COMBUSTIBLE DECORATIVE MATERIALS SUSPENDED FROM WALLS OR CEILINGS SHALL COMPLY WITH SECTION 807.4 AND SHALL NOT EXCEED 10 PERCENT OF THE SPECIFIC WALL OR CEILING AREA TO WHICH SUCH MATERIALS ARE ATTACHED. 18. EGRESS DOORS SHALL BE READILY OPENABLE FROM THE EGRESS SIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. BUILDING CODE 101.1.9 19. A TYPE I HOOD SHALL BE INSTALLED AT OR ABOVE ALL COMMERCIAL COOKING APPLIANCES AND DOMESTIC COOKING APPLIANCES USED FOR COMMERCIAL PURPOSES THAT PRODUCE GREASE VAPORS. FIRE CODE 609.2 AND BUILDING CODE 904.2.2 20.STORAGE OF COOKING OIL (GREASE) IN COMMERCIAL COOKING OPERATIONS UTILIZING ABOVE-GROUND TANKS WITH A CAPACITY GREATER THAN 60 GAL (227 L) INSTALLED WITHIN A BUILDING SHALL COMPLY WITH SECTIONS 610.2 THROUGH 610.7 AND NFPA 30. FOR PURPOSES OF THIS SECTION, COOKING OIL SHALL BE CLASSIFIED AS CLASS IIIB LIQUID UNLESS OTHERWISE DETERMINED BY TESTING. 21. ADDRESS IDENTIFICATION. NEW AND EXISTING BUILDINGS SHALL BE PROVIDED WITH APPROVED ADDRESS IDENTIFICATION. THE ADDRESS IDENTIFICATION SHALL B E LEGIBLE AND PLACED IN A POSITION THAT IS VISIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. ADDRESS IDENTIFICATION CHARACTERS SHALL CONTRAST WITH THEIR BACK-GROND. ADDRESS NUMBERS SHALL BE ARABIC NUMBERS OR ALPHABETICAL LETTERS. NUMBERS SHALL NOT BE SPELLED OUT. EACH CHARACTER SHALL BE A MINIMUM OF 4 INCHES (102 mm) HIGH WITH A MINIMUM STROKE WIDTH OF 1/2 INCH (12.7 mm). WHERE REQUIRED BY THE FIRE CODE OFFICIAL, ADDRESS IDENTIFICATION SHALL BE PROVIDED IN ADDITIONAL APPROVED LOCATIONS TO FACILITATE EMERGENCY RESPONSE. WHERE ACCESS IS BY MEANS OF A PRIVATE ROAD AND THE BUILDING ADDRESS CANN OT BE VIEWED FROM THE PUBLIC WAY, A MONUMENT, POLE, OR OTHER APPROVED SIGN OR MEANS SHALL BE USED TO IDENTIFY THE STRUCTURE. ADDRESS IDENTIFICATION SHALL BE MAINTAINED. 1 1 1 1 1 No. Description Date 1 Nexx Burger Rev 6-13-2025 1 A-015 A-0141 A-013 2 A-014 2 A-013 1 2 A-015 3 A-015 PROPOSED BUILT UP ROOFING SYSTEM OVER PLYWOOD AN WOOD TRUSS SYSTEM DRIVEWAY BELOW PARKING SEE SITE PLAN METAL CANOPY. SEE EXTERIOR ELEVATIONS METAL CANOPY. SEE EXTERIOR ELEVATIONS METAL CANOPY AWNING. SEE EXTERIOR ELEVATIONS PROPOSED BUILT UP ROOFING SYSTEM 6" 9' - 0 " 6" 11 ' - 9 " 6" ROOFING NOTE: THE SECONDARY ROOF DRAINAGE SYSTEM (OVERFLOW SYSTEM) SHALL DISCHARGE ABOVE GRADE IN A LOCATION OBSERVABLE BY THE BUILDING OCCUPANTS OR MAINTENANCE PERSONNEL. IDENTIFY THE SECONDARY ROOF DRAIN WITH METAL PLAQUE AT DISCHARGE SCUPPER AT BASE OF WALL. PROVIDE ROOF STRAINERS FOR FLAT DECKS AND ROOF DRAINAGE FLASHING AS REQUIRED BY CODE AND LOCAL REGULATIONS. THE CONTRACTOR PERFORMING THE ABOVE ROOF DRAIN WORK SHALL CONSULT WITH THE MEP ENGINEER TO PROPERLY SIZE, DESIGN AND BUILD THE PROPOSED PRIMARY AND SECONDARY ROOF DRAINAGE SYSTEM. CONNECT ALL DOWNSPOUTS TO PLANTER AT FRONT SETBACK. REFER TO CIVIL PLANS. CONTRACTOR SHALL PERFORM ROOF DRAINAGE TESTING WATER PER CBC SECTION 1109.2. FLINTLASTIC SA MID PLY ROOFING SYSTEM, COOL ROOF CLASS A WHITE COLOR. 1CC-ES-ESR 1388 OR APPROVED LARR# OR ICC EQUAL. CONTACT CERTAINTEED CORPORATION 1400 UNION MEETING ROAD BLUE BELL, PENNSYLVANIA 19422 (610) 341-7000 HVAC AND AIRDUCT/VENT PENETRATIONS OVER 96 SQ.IN. REQUIRES APPROVED BURGLAR BARS OR SECURITY MESH. IRON BARS OF AT LEAST ½" ROUND OR 1"x¼" FLAT STEEL MATERIAL SPACED NO MORE THAN FIVE INCHES APART AND SECURELY FASTENED. ROOF DRAIN WITH G.I. DOWNSPOUT THROUGH WALL & OVERFLOW PER 2022 CBC ROOF SLOPE1/4"=1'-0" RO O F S L O P E 1/ 4 " = 1 ' -0" RO O F S L O P E 1/ 4 " = 1 ' -0" ROOF DRAIN WITH G.I. DOWNSPOUT THROUGH WALL & OVERFLOW PER 2022 CBC ROOF DRAIN WITH G.I. DOWNSPOUT THROUGH WALL & OVERFLOW PER 2022 CBC REFER TO MECH FOR ROOFTOP EQUIPMENT TO BE DETERMINED REFER TO MECH FOR ROOFTOP EQUIPMENT TO BE DETERMINED REFER TO MECH FOR ROOFTOP EQUIPMENT TO BE DETERMINED ROOF DRAIN WITH G.I. DOWNSPOUT THROUGH WALL & OVERFLOW PER 2022 CBC ROOF DRAIN WITH G.I. DOWNSPOUT THROUGH WALL & OVERFLOW PER 2022 CBC ROOF DRAIN WITH G.I. DOWNSPOUT THROUGH WALL & OVERFLOW PER 2022 CBC ROOF SLOPE 1/4"=1'-0" ORDER MENU BOARD ROOF UNDER SEPARATE PERMIT AND SUBMITTAL DRIVE-THRU CURB REFER TO SITE PLAN DRIVE -THRU ROOF SLOPE 1/4"=1'-0" ROOF SLOPE 1/4"=1'-0" ROOF SLOPE 1/4"=1'-0" 1 A-016 1 A-016 PROPOSED ROOF MOUNTED MECHANICAL EQUIPMENT ON RAISED WOOD PLATFORM PER STRUCTURAL ENGINEER 48" HIGH MECHANICAL SCREEN WALL AND DOOR 2,474 S.F. TOTAL ROOF AREA + 432 S.F. TOTAL AWNING AREA = LOT SQUARE FOOTAGE: 22,366.16 S.F. 2,906 / 22,366.16 = 13% LOT COVERAGE ALUMINUM LOUVERS SEE DETAIL 1/A-7.2 METAL CANOPY. SEE EXTERIOR ELEVATIONS METAL CANOPY. SEE EXTERIOR ELEVATIONS BUILDING SIGNAGE UNDER SEPARATE DEFERRED SUBMITTAL BUILDING SIGNAGE UNDER SEPARATE DEFERRED SUBMITTAL BUILDING SIGNAGE UNDER SEPARATE DEFERRED SUBMITTAL METAL PARAPET COPING. SEE EXTERIOR ELEVATIONS METAL PARAPET COPING. SEE EXTERIOR ELEVATIONS METAL PARAPET COPING. SEE EXTERIOR ELEVATIONS SPLASH BLOCK AT ALL ROOF TO ROOF DRAINS PR O P O S E D B U I L T U P R O O F I N G S Y S T E M PROPOSED BUILT UP ROOFING SYSTEM SLOPE SLOPE SLOPE 436 S.F. TOTAL AWNING AREA NOTE: OPEN LOVER AREA COUNTED 3 A-022 3 A-022 3 A-022 2 A-021 3 A-022 3 A-022 PROPOSED METAL LADDER TO ROOF A-023 5 2 A-021 1 A-021 1 A-021 2 A-021 4' - 1 1 " 50 ' - 3 " 6" 2' - 6 " 4' - 6 " 16 ' - 6 " DRIVE-THRU CURB REFER TO SITE PLAN 7' - 0" 6"6' - 0"6" 22 ' - 3 " 24 ' - 6 " 3' - 6 " 5' - 6" 6"2' - 0"3' - 0" 4' - 0 " 6"11' - 0"12' - 1"6' - 0"9"12' - 10" 43' - 2" 51' - 7" BLDG. SIGN BLDG. SIGN BLDG. SIGN RO O F S L O P E 1/ 4 " = 1 ' -0" 3' - 6 " 6" 43' - 1"6' - 0"2' - 6" 20 ' - 2 " 14 ' - 1 0 " 1' - 1 0 " 3' - 6 " 3' - 11"2' - 6"18' - 5" BLDG. SIGN BLDG. SIGN BELOW Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 1/4" = 1'-0" A-010 Checker Author 7-22-2025 NX25-SA Ro o f P l a n 1/4" = 1'-0"1 Roof Plan 1 No. Description Date 1 Nexx Burger Rev 6-13-2025 SCALE AS NOTED STANDARD FABRICATION DETAILS THE SAME. NO USE, OTHER THAN THAT FOR WHICH IT IS INTENDED, IS STRICTLY PROHIBITED WITHOUT WRITTEN PERMISSION DOCUMENTS IS STRICTLY PROHIBITED. THIS PROHIBITION EXTENDS FROM PRINTED MATERIAL TO ANY ELECTRONIC VERSION OF UNAUTHORIZED USE OF THE FOODSERVICE DESIGNS, DETAILS, AutoCAD BLOCKS, AND SPECIFICATIONS CONTAINED IN THESE FROM NOVUM ARCHITECTURE. ALL RIGHTS RESERVED. COPYRIGHT ALL EQUIPMENT SHALL BE NSF 7 APPROVED FD FD FD NOTES: FLOOR SINKS: 1. ALL EQUIPMENT WHICH GENERATES CONDENSATE OR SIMILAR LIQUID WASTES SHALL BE DRAINED BY MEANS OF INDIRECT WASTE PIPES INTO A FLOOR SINK. 2. ALL FLOOR SINKS MUST BE HALF-EXPOSED UNDER THE CURB MOUNTED EQUIPMENT, OR BE . IN LINE WITH THE FRONT FACE OF ELEVATED FREESTANDING EQUIPMENT, AND LOCATED WITHIN 15 FEET OF THE CONDENSATE PRODUCING EQUIPMENT FINISHES: 1. FINISHES IN ALL AREAS, OTHER THAN THE CUSTOMER WAITING, MUST BE SMOOTH, NONABSORBENT, EASILY CLEANABLE, AND DURABLE. 2. EXISTING FINISHES ARE SUBJECT TO EVALUATION BY THE HEALTH DEPARTMENT. FLOORS: 1. THE FLOOR SURFACES, IN ALL AREAS IN WHICH FOOD IS PREPARED, PACKAGED OR STORED, WHERE ANY UTENSIL IS WASHED, WHERE REFUSE OR GARBAGE IS STORED AND WHERE JANITORIAL FACILITIES ARE LOCATED, AND IN ALL TOILET AND HANDWASHING AREAS, SHALL BE SMOOTH AND OF SUCH DURABLE CONSTRUCTION AND NON-ABSORBENT MATERIAL AS TO BE EASILY CLEANED. 2. THESE FLOOR SURFACES SHALL BE COVED AT THE JUNCTURE OF THE FLOOR AND WALL, WITH A THREE-EIGHTHS INCH (3/8") MINIMUM RADIUS COVING, AND SHALL EXTEND UP THE WALL AT LEAST SIX INCHES (6") EXCEPT IN AREAS WHERE FOOD IS STORED ONLY IN UNOPENED BOTTLES, CANS, CARTONS, SACKS OR OTHER ORIGINAL SHIPPING CONTAINERS. VINYL TOPSET IS NOT ACCEPTABLE. 3. CONCRETE FLOORS ARE TO BE PATCHED SO AS TO REMOVE CRACKS AND DIVOTS. CONCRETE FLOORING SHALL BE SEALED WITH AN APPROVED CLEAR, PENETRATING SEALER THAT IS RESISTANT TO GREASE, OIL, AND ACID. PIGMENTED SEALERS AND EPOXY PAINTS ARE NOT ACCEPTABLE. WALLS & CEILING: 1. THE WALLS AND CEILINGS OF ALL ROOMS, EXCEPT FOR BARS, ROOMS WHERE FOOD IS STORED IN UNOPENED CONTAINERS, DINING AND SALES AREAS, SHALL BE OF A DURABLE, SMOOTH, NON-ABSORBENT, WASHABLE SURFACE. 2. WALLS AND CEILINGS OF FOOD PREPARATION AND UTENSIL WASHING AREAS, AND INTERIOR SURFACES OF WALK-IN REFRIGERATION UNITS, SHALL ALSO BE LIGHT COLORED. 3. WALL AREAS ADJACENT TO BAR SINKS SHALL BE SMOOTH AND EASILY CLEANABLE. 4. WALL AND CEILING MATERIALS SHALL NOT EXCEED THE FLAME SPREAD CLASSIFICATIONS IN CBC TABLE 803.9. 5. PAINTED DRYWALL WILL BE EITHER SEMI-GLOSS OR GLOSS AT THE SELF SERVE, RESTROOMS, DRY STORAGE, AND LOCKERS. 6. INTERIOR WALL AND CEILING FINISH SHALL HAVE A FLAME SPREAD INDEX NOT GREATER THAN THAT SPECIFIED IN TABLE 803.13 FOR THE GROUP AND LOCATION DESIGNATED. INTERIOR WALL AND CEILING FINISH MATERIALS TESTED IN ACCORDANCE WITH NFPA 286 AND MEETING THE ACCEPTANCE CRITERIA OF SECTION 803.1.1.1, SHALL BE PERMITTED TO BE USED WHERE A CLASS A CLASSIFICATION ON ACCORDANCE WITH ASTM E84 OR UL 723 IS REQUIRED. BASE: 1. 6" COVE BASE TILE WITH MIN. 3/8" RADIUS COVE BASE PER FINISH SCHEDULE. 2. SEALED CONCRETE REQUIRES SLIMFOOT TOPSET CERAMIC COVE BASE S3619TN OR METAL TOPSET. 3. QUARRY FLOOR TILES REQUIRE MATCHING QUARRY COVE BASE INTEGRAL WITH THE FLOOR. SPLASHGUARD: 1. PROVIDE A MINIMUM 6-INCH SPLASHGUARD BETWEEN THE PREP SINK AND THE 3 COMPARTMENT UTENSIL SINK WITH A MINIMUM TWO (2) INCH CLEARANCE ON EACH SIDE OF THE SPLASHGUARD THE SPLASHGUARD MUST EXTEND OUT TO BE IN LINE WITH THE FRONT EDGE OF THE PREP SINK. EQUIPMENT SPECIFICATIONS: 1. ALL NEW AND REPLACEMENT ELECTRICAL APPLIANCES SHALL MEET APPLICABLE UNDERWRITERS LABORATORIES (UL) STANDARDS FOR ELECTRICAL EQUIPMENT AS DETERMINED BY AN ANSI CERTIFICATION PROGRAM. 2. ALL EQUIPMENT. INCLUDING SHELVING, MUST BE SUPPORTED BY 6-IN. HIGH EASILY CLEANABLE LEGS, COMMERCIAL CASTERS, OR COMPLETELY SEALED IN POSITION ON A 4-IN. HIGH CONTINUOUSLY COVED BASE OR CONCRETE CURB 3. WATER FILTERING DEVICE (17A) WILL BE LOCATED EITHER BELOW THE FOOD PREPARATION SINK OR BEHIND THE ICE MACHINE. WATER FILTERING DEVICES MUST BE LOCATED SO AS TO NOT BE LOCATED ABOVE FOOD OR UTENSIL HANDLING EQUIPMENT. 4. WALK-IN COOLER AND WALK-IN FREEZER(S): A. WILL BE FLASHED FROM WALLS TO CEILING. AREAS ABOVE MAY NOTE BE USED FOR STORAGE B. WILL NOT BE DIAMOND-PLATED FINISHED AT EITHER INTERIOR OR EXTERIOR. 5. LOCKERS MUST BE INSTALLED ON 6-IN. HIGH, EASILY CLEANABLE LEGS, CANTILEVERED OFF THE WALL, OR ON A MIN. 4-IN. HIGH CONTINUOUSLY COVED CURB OR PLATFORM. L-ANGLE LEGS ARE NOT ACCEPTABLE. 6. COOKING EQUIPMENT SPACED LESS THAN 6-INCHES FROM ADJACENT WALLS SHALL BE FLASHED TOGETHER TO THE WALLS. EQUIPMENT SCHEDULE & MECHANICAL REQUIREMENTS IN S T A L L B Y DESCRIPTION EQC IT E M QU A N T I T Y SU P P L I E R EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC MANUFACTURER MODEL NUMBER GENERAL REMARKS EQUIPMENT SCHEDULE ELECTRICAL VOLTS K.W.AMPS HP PHASE REMARKS PLUMBING WATER HOT COLD GAS SIZE BTU W A S T E REMARKS EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 17A 18 19 20 21 22 23 24 25 HAND SINK 3 COMP SINK - CLEAN ONLY ICE MACHINE w/ ICE BIN WATER FILTER SINGLE DOOR MOP SINK CABINET WALK IN COOLER COMMERCIAL AIR CURTAIN 75lb CO2 SODA TANK TANKLESS WATER HEATER SS PREP TABLES SS DRY ST RACK ON 6" LEGS MANITOWOC IY-1176C / B-570 PENTAR EVERPURE (EV9437-32) ADVANCED TABCO 9-OPC-84 MARS CH SERIES - 42NCH 15 GAL PER MIN. 18"x 48" / 36" X 74" (6 TIER) TOTAL 32 MIN LIN. FT. 48" WIDE GRIDDLE EMBOSSED ALUMINUM (SEMI-GLOSS) PAINTED 5/8" GYP. BOARD WASHABLE O EQCEQC26 EMPLOYEE LOCKERS 27 29 EQCEQC30 31 1 1 10 2 1 3 1 1 1 1 1 1 4 1 1 1 1 1 1 1 1 1 1 115 115 60 1.1 1 1 1/21/2 1/21/2 1/21/2 1/2 3/4 1/21/2 DIRECT WASTE INDIRECT WASTE 2" F.S. INDIRECT WASTE W/ GREASE INTERCEPTOR FS F.S. INDIRECT WASTE 2" DIRECT WASTE F.S. INDIRECT WASTE INDIRECT WASTE CE I L I N G S O O O O 64,0003/4" REGENCY SS 1"1"199,900 BTU'S MAX EQCEQC 6' - 0" TYPE I HOOD CAPTIVE-AIRE1 STAINLESS STEEL MARLITE FRP (4-FT HIGH MINIMUM) EMBOSSED ALUMINUM (SEMI-GLOSS) PAINTED 5/8" DRYWALL WASHABLE O BA S E S W A L L S O O O O O OO O O WOOD BASE BOARD 4" HIGH SANITARY COVE BASE TOPSET (DALTILE S3619TN) 5" HIGH SS COVE BASE W/ MIN. 3/8" RADIUS (New Age Industrial - 9787C) FINISH SCHEDULE FL O O R S TYPE ENTRY O 6"x24" ACCENT PORCELAIN TILE SERVICE AREA FOOD PREP / DISH WASH COOKING LINE DRY STORAGE O O O O EQC EQC2 PER CONTRACTOR EQCEQC CAPTIVE-AIRE6' - 6" TYPE I HOOD EQCEQC1 EQC EQC1 - EQCEQC EQCEQC EQCEQC EQCEQC EQCEQC CHEF BASE REFRIGERATOR1 BEVERAGE AIR 28 EQCEQC2 WTRCS84HC EQCEQC1 SELF-CONTAINED 6' - 0" TYPE I HOOD ON 6" LEGS SS WORK TABLES W/ HAND SINK DINING / WAITING AREA(S) O O O O O O O RESTROOMS O O O O WALK-IN COOLER O O O O WALK-IN FREEZER O O O O EMPLOYEE ROOM O O O O STORAGE CLOSET O O O O O O ELECTRICAL ROOM O O CONCRETE SEALER (Concrete Sealers USA - TS210 Heavy Duty Oil & Stain Protector) O O O BACK OF HOUSE O CAPTIVE-AIRE1 REGENCY 600HS17 NORITZ NCC199CDV SEE SHOP DRAWINGS TBD Less than 100lbs SEE SHOP DRAWINGS TBD SEE SHOP DRAWINGS TBD STAINLESS STEEL 32 1 1/21/2 DIRECT WASTE2" CUSTOM FABRICATION BY NSF APPROVED FABRICATOR CA.LIC.#43 68 69 N/E METAL PRODUCTS FABRICATION BY NSF APPROVED FABRICATOR SEE SHOP DRAWING'S 33 1 34 1 JANITORIAL SINK BASIN EQP. #18 O O AS MANUFACTURED AS MANUFACTURED AS MANUFACTURED CUSTOM FABRICATION BY NSF APPROVED FABRICATOR CA. LIC.#43 68 69 N/E METAL PRODUCTS. PROVIDE: EAGLE GRP SR14-16-9.5-1 DROP-IN SINK W/ HSA-SSK SPLASH GUARD FOR FIELD INSTALLATION HOT PLATE AMERICAN RANGE ARSHP-12-2 115 4.3 11/3 ACCUTEMP PRODUCTS EGF2083A4850-T1 SANDWICH PREP TABLE BEVERAGE AIR SPE72HC-18M SELF-CONTAINED1155.4 11/3 CHEF BASE REFRIGERATOR BEVERAGE AIR WTRCS52HC 115 3.3 11/3 SELF-CONTAINED FIRE EXTINGUISHER WALK IN FREEZER SODA BEV DISPENSER ICE CREAM MACHINE 1/2 F.S. 3/8 F.S. INDIRECT WASTE INDIRECT WASTE. MIN. WTR SUPPLY PRESSURE @ 20psi PER OPERATIONS MANUAL TAYLOR 5454 208/230 1 LANCER ICD 2300 F.S. INDIRECT WASTEFABRICATION BY NSF APPROVED FABRICATOR SEE SHOP DRAWING'S SANDWICH PREP TABLE BEVERAGE AIR SPED48HC-10-2 SELF-CONTAINED1152.0 11/6 OPEN FRYERS DROP PAN FRENCH FR Henny Penny EEG244.0 4 WELL 120HENNY PENNY FDS-210 6.3.75 4-WELL GAS 115 115 PREP SINK EAGLE GROUP FN2020-1-18R-14/3 GSW SE18243D24 208 40 314.25 SINGLE DOOR UNDERCOUNTER REFRIGERATOR BEVERAGE AIR UCR32AHC 2.0 1/6115 SELF-CONTAINED FOUR DOOR UNDERCOUNTER FREEZER U-LINE COMMERCIAL UCFZ588-SS61A 5115 INDIRECT WASTE1 1 FS 300,000 BTU1" DRIVE-THRU SERVICE AREA FOOD PREP + DISH WASH SECONDARY ENTRANCE DRY STORAGE WAITING AREA CL E A R S T O R Y W I N D O W DRIVE -THRU ORDER / MENU BOARD UNDER SEPARATE PERMIT TRASH 5' - 9 " 42" DOOR 36" DOOR 36 " D O O R NOTE: PROVIDE POWER AT EXTERIOR OF BUILDING FOR PROPOSED BACK LIT SIGNAGE, SEE EXTERIOR ELEVATIONS NEW SWITCHBOARD AT PROPOSED ELECTRICAL ROOM. SEE ELEC PLANS EXISTING SWITCH GEAR TO BE RELOCATED AT PROPOSED ELECTRICAL ROOM. SEE ELEC PLANS. 36 " D O O R DINING TABLE (TABLED SEATING) 44" EMPLOYEE ROOM A-011.1 3 5 A-011.1 2 4 A-011.1 6 A-011.1 8 7 1 5 462 23 277 23 910 17 23 15 14 25 25 26 23 20 20 11 30 3 21 19 13 25 8 29 14 17a12 ELECTRICAL SODA CO2 < 100lbs EXIT ORDERPICK-UP 35 1 / 4" FREEZER WALK-IN COOLER 8'x15' 10'x7' 42" DOOR COOKING LINE MA I N E N T R Y PICK UP WINDOW SERVICE AREA SINGLE-USER ALL-GENDER RESTROOM SINGLE-USER ALL-GENDER RESTROOM BACK OF HOUSE DINING AREA (TABLED SEATING) 9 A-011.1 20PI C K U P WI N D O W 1 A-020 13 22 18 48" HIGH PONY WALL DR I V E - TH R U 12 24 23 24 31 PANEL BOARDS 25 9 16 PROVIDE 4" HIGH 3/8" RADIUS COVE SANITARY COVE BASE UNDER THE SERVICE BEVERAGE DISPENSER, EXTEND A MIN. OF 2 FEET AT THE SIDES 14 14 PROVIDE MIN. 6" HIGH SPLASHGUARD EXTEND TO EDGE OF 3 COMP SINK. PROVIDE 2" CLEARANCE PROVIDE MIN. 6" HIGH SPLASHGUARD AT HANDSINK W/ 2" CLEARANCE 2" 2" PREP SINK DRAIN TO FLOOR SINK W.I.C. DRAIN TO FLOOR SINK CO2 SODA TANK IS FLOOR MOUNTED WITH SEISMIC STRAP PER MANUFACTURER. PROVIDE 4" HIGH CURB WITH 4" HIGH COVE BASE 34" HIGH COUNTER WITH EASILY CLEANABLE LEGS 34" HIGH COUNTER PROVIDE SNEEZE GUARD PROTECTION AT FOOD PREP TABLE AND CUSTOMER AREA 60" HIGH A.F.F. FREEZER DRAIN TO FLOOR SINK EXISTING ELEMENTS TO BE DEMOLISHED WALL LEGEND EXISTING WALLS TO REMAIN PROPOSED WD WALLS PROPOSED 1-HR FIRE RATED WALL SEE DETAIL 2/A023 PROPOSED METAL STUD WALL PROPOSED PREFABRICATED WALL PROPOSED 48" HIGH WD STUD PONY WALL Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 8-6-2025 As indicated A-011 Checker Author 8-6-2025 NX25-SA Eq u i p m e n t P l a n & S c h e d u l e 1/8" = 1'-0"2 Equipment Schedule 1/4" = 1'-0"3 Proposed Equipment Plan 2 2 2 2 2 2 2 2 2 No. Description Date 1 Nexx Burger Rev 6-13-2025 2 Nexx Burger Rev 7-23-2025 Fin. Floor 0' -0" Clg. Height 10' -0" 26 15 23 PANEL BOARDS LOCATION PER ELEC. PLANS Fin. Floor 0' -0" Clg. Height 10' -0" 24 78 23910 24 31 27 16 Fin. Floor 0' -0" Clg. Height 10' -0" 1223 17 17a Fin. Floor 0' -0" Clg. Height 10' -0" 542 63 11 23 30 1 29 25 19 Min. 60" Long 9 A-011.129 24 A. F . F . 34 " M A X . Fin. Floor 0' -0" Clg. Height 10' -0" 2314 25 15 Fin. Floor 0' -0" Clg. Height 10' -0" 21 14 22 18 2525 Fin. Floor 0' -0" Clg. Height 10' -0" 17 25 1125 17a Fin. Floor 0' -0" Clg. Height 10' -0" 25 23 19 14 22 18 25 34 ' M A X H E I G H T 2x6 WOOD STUD DBL 2x6 TOP PLATES @ 16" O.C. STAINLESS STEEL COUNTER / QUARTZ PER OWNER DIRECTION 5/8" THICK PLYWD. FACE FINISH PER OWNER'S S.S. SHELVES 6" TILE BASE W/ 3/8" COVE BASE DIRECTION Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 As indicated A-011.1 Checker Author 7-22-2025 NX25-SA In t e r i o r K i t c h e n E l e v a t i o n s 1/4" = 1'-0"1 STORAGE - C 1/4" = 1'-0"2 KTCN - A 1/4" = 1'-0"3 FD PREP - A 1/4" = 1'-0"4 KTCN - B 1/4" = 1'-0"5 FD PREP - B 1/4" = 1'-0"6 STORAGE - D 1/4" = 1'-0"7 STORAGE - B 1/4" = 1'-0"8 STORAGE - A NSF FABRICATOR INFORMATION 1" = 1'-0"9 TYP Service Counter Detail 1 No. Description Date 1 Nexx Burger Rev 6-13-2025 Fin. Floor 0' -0" Roof 11' -2" Fin Surface -0' -6" Clg. Height 10' -0" 9' - 0 " CE I L I N G H E I G H T 10 ' - 0 " 1' - 2 " 6" 4' - 0 " 5' - 0 " PICKUP WINDOW AT DRIVE-THRU 10 ' - 0 " 1' - 6 " 50' - 9" 2' - 6" 812 8 7 6 13 9 13 10 SL-02SL-02 WINDOW "A" TYPE WINDOW "B" TYPE 38 1' - 6 " 12 12 1 83 3 3 7 15 12 Overall Ht. 20' -0" 14 5/8"29 1 / 2 " LANDSCAPE CURB BEYOND SEE A-0.0 SITE PLAN FLUSH TACTILE WARNING 84.57 FS SEE CIVIL PLANS SLOPED DRIVEWAY SEE CIVIL PLANS 19 ' - 0 " 16 ' - 8 " 2' - 4 " 20 ' - 0 " 1' - 0 " 12661013 153 15 15 SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL Fin. Floor 0' -0" Roof 11' -2" Fin Surface -0' -6" Clg. Height 10' -0" 1' - 6 " 1' - 0 " 5' - 0 " 4' - 0 " 19 ' - 0 " 7' - 6 " 1' - 6 " 10 ' - 0 " 9' - 0 " 3' - 8"6' - 6"3' - 10" 2' - 6"50' - 9" 7' - 0" SL-02 SL-02 SL-02 WINDOW "D" TYPE WINDOW "E" TYPE 4 9' - 0 " MECHANICAL SCREEN AT ROOF 6 7' - 6 " 8' - 2 " 8' - 1 0 " Overall Ht. 20' -0" 22' - 4"6' - 0"6"3' - 6"2' - 1" 8" 20 ' - 0 " 15 ' - 0 " 16 ' - 8 " 14 ' - 0 " 14' - 0" 13 87 9 13101217126613151099 SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL EXTERIOR ELEVATION NOTES: 1. CONCRETE SLAB BASE MATERIAL AND MEMBRANE: SHALL BE PROPERLY LAPPED AND SEALED TO PREVENT MOISTURE INFILTRATION PER STRUCTURAL ENGINEER'S PLANS AND SPECIFICATIONS. UNDER-SLAB WATERPROOFING PER SPECIFICATIONS & SOILS REPORT INSTALL MANUFACTURER'S RECOMMENDATIONS. 2.FINISHED GRADE. ALL SITE WORK TO BE COMPACTED IN STRICT ACCORDANCE WITH THE SOILS ENGINEER'S RECOMMENDATIONS AND SPECIFICATIONS. 3.CONTINUOUS G.I. WEEP SCREED. LOCATE WEEP SCREED AT LOWEST POSSIBLE POINT OF CONCRETE FOOTING AND SILL PLATE JUNCTURE. 4.WALL CONSTRUCTION: 2x STUDS AT PLATE WALL BEARING. AT THICKENED CONDITIONS FURR WALL WITH 2"x4" STUDS TO THICKNESS SHOWN IN PLANS. SEE STRUCTURAL ENGINEER'S PLANS FOR SPACING AND SPECIFICATIONS. 5. PROVIDE DRAFT STOPS WITHIN ATTICS (IF APPLICABLE), MANSARDS, OVERHANGS, AND SIMILAR CONCEALED SPACE FORMED OF COMBUSTIBLE CONSTRUCTION PER CBC REQUIREMENTS. (3,000 SQ.FT. OR 60' MAX). 6.SMOOTH EXTERIOR PLASTER WITH INTEGRAL COLOR HAND-TROWELED FINISH OVER EXPANDED METAL LATH OVER (2) LAYERS OF GRADE "D" BUILDING PAPER BACKING. OWNER AND ARCHITECT TO APPROVE 5'-0"x5'-0" MINIMUM MOCK-UP OF TEXTURE, COLOR, AND SHEEN. PROVIDE AS MANY MOCK-UPS AS REQUIRED TO GAIN APPROVED EFFECT. ALL OUTSIDE CORNERS TO BE BEADED 7.METAL WINDOW AND DOORS. SEE DOOR AND WINDOW SCHEDULES. GLASS ON ALL SWINGING DOORS WITHIN 18" OF THE ADJACENT WALKING SURFACE SHALL BE FULLY TEMPERED. 8.EXTERIOR GRADE VERTICAL OR HORIZONTAL SMOOTH 4" HARDIE PANEL SYSTEM W/ CONCEALED HARDWARE W/ (2) LAYERS OF BUILDING PAPER UNDER VERTICAL WALLS. SEE ELEVATIONS FOR FINISH. VERIFY WITH CLIENT WOOD PANEL SYSTEM AND COLOR. CONTRACTOR SHALL VERIFY WITH PANEL MANUFACTURER INSTALLATION AND WATERPROOFING REQUIREMENTS. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO ARCHITECT PRIOR TO INSTALLATION. 9.LIGHT FIXTURE LOCATION. OWNER APPROVED FIXTURE. 10. G.I. & PAINTED SHEET METAL PARAPET COPING AND METAL CANOPY SYSTEM SHALL BE PREFABRICATED AND SHALL BE WARP FREE SYSTEM. SHOP APPLIED, SEMI-GLOSS POWDER COATED PAINT. PAINT PER OWNER DIRECTION. PROVIDE SHOP DRAWINGS AND SAMPLES OF METAL PANEL INCLUDING THICKNESS OF PANELS AND WARRANTY INFORMATION AGAINST WARPING. 11. EXTERIOR GRADE TILE FINISH. INSTALL PER MANUFACTURER SPECS OVER MORTAR, WATERPROOFING SYSTEM AND DENS GLASS GOLD SHEATHING. 12. METAL PARAPET COPING G.I. PAINTED FINISH TO MATCH WALL 13. EXTERIOR SIGNAGE PER SEPARATE DEFERRED SUBMITTAL. 14. 1/2" G.I. OR ALUMINUM METAL REVEAL. PAINT TO MATCH WALL. 15. PROPOSED EXTERIOR TILE FINISH: TUNDRA BRICK BY EL DORADO STONE - IRONSIDE COLOR EDITION. Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 1/4" = 1'-0" A-013 Checker Author 7-22-2025 NX25-SA El e v a t i o n s 1/4" = 1'-0"1 North Elevation 1/4" = 1'-0"2 South 1 1 1 1 1 1 No. Description Date 1 Nexx Burger Rev 6-13-2025 Fin. Floor 0' -0" Roof 11' -2" Fin Surface -0' -6" Clg. Height 10' -0" 15 ' - 0 " 14 ' - 0 " 6" 9' - 0 " 2' - 0 " 7' - 0 " 10 " 14 ' - 2 " 5' - 6"21' - 8" 6" 3' - 6" 1' - 6 " SL-02 SL-02 SL-02 WINDOW "H" TYPE 6' - 0" Overall Ht. 20' -0" 51' - 8" 4' - 0" 24' - 6" 16' - 4"9' - 0"11' - 1"12' - 11" 19 ' - 0 " 20 ' - 0 " 19 ' - 0 " 16 ' - 8 " 13 879 13 1012126112126101313981291366 SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL Fin. Floor 0' -0" Roof 11' -2" Fin Surface -0' -6" Clg. Height 10' -0" 1' - 6 " 1' - 0 " 9' - 0 " 3' - 0 " 3' - 0"3' - 1" 1' - 4 " 7' - 8 " 15 ' - 0 " 1' - 6 " 10 ' - 0 " 3' - 6" 8' - 6 " 1' - 6 " 10 ' - 0 " 106 7 106 SL-02 SL-02 WINDOW "F" TYPE WINDOW "G" TYPE 1 PAINTED BACKER PANEL AT PROPOSED SIGNAGE SL-02 34 " M A X WINDOW "C" TYPE PICKUP WINDOW & COUNTER DRIVE-THRU WINDOW & COUNTER 67 14 1 21' - 9" 9' - 0 " 8' - 2 " 10 ' - 0 " Overall Ht. 20' -0" 5 A-024 14 5/8"29 1 / 2 " FLUSH TACTILE WARNING 84.57 FS SEE CIVIL PLANS AND SITE PLAN A-000 3 A-021 12 ' - 3 " 24' - 6"21' - 8"5' - 6" 51' - 8" 20 ' - 0 " 3' - 6"3' - 6" 19 ' - 0 " 15 10SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL 15 EXTERIOR ELEVATION NOTES: 1. CONCRETE SLAB BASE MATERIAL AND MEMBRANE: SHALL BE PROPERLY LAPPED AND SEALED TO PREVENT MOISTURE INFILTRATION PER STRUCTURAL ENGINEER'S PLANS AND SPECIFICATIONS. UNDER-SLAB WATERPROOFING PER SPECIFICATIONS & SOILS REPORT INSTALL MANUFACTURER'S RECOMMENDATIONS. 2.FINISHED GRADE. ALL SITE WORK TO BE COMPACTED IN STRICT ACCORDANCE WITH THE SOILS ENGINEER'S RECOMMENDATIONS AND SPECIFICATIONS. 3.CONTINUOUS G.I. WEEP SCREED. LOCATE WEEP SCREED AT LOWEST POSSIBLE POINT OF CONCRETE FOOTING AND SILL PLATE JUNCTURE. 4.WALL CONSTRUCTION: 2x STUDS AT PLATE WALL BEARING. AT THICKENED CONDITIONS FURR WALL WITH 2"x4" STUDS TO THICKNESS SHOWN IN PLANS. SEE STRUCTURAL ENGINEER'S PLANS FOR SPACING AND SPECIFICATIONS. 5. PROVIDE DRAFT STOPS WITHIN ATTICS (IF APPLICABLE), MANSARDS, OVERHANGS, AND SIMILAR CONCEALED SPACE FORMED OF COMBUSTIBLE CONSTRUCTION PER CBC REQUIREMENTS. (3,000 SQ.FT. OR 60' MAX). 6.SMOOTH EXTERIOR PLASTER WITH INTEGRAL COLOR HAND-TROWELED FINISH OVER EXPANDED METAL LATH OVER (2) LAYERS OF GRADE "D" BUILDING PAPER BACKING. OWNER AND ARCHITECT TO APPROVE 5'-0"x5'-0" MINIMUM MOCK-UP OF TEXTURE, COLOR, AND SHEEN. PROVIDE AS MANY MOCK-UPS AS REQUIRED TO GAIN APPROVED EFFECT. ALL OUTSIDE CORNERS TO BE BEADED 7.METAL WINDOW AND DOORS. SEE DOOR AND WINDOW SCHEDULES. GLASS ON ALL SWINGING DOORS WITHIN 18" OF THE ADJACENT WALKING SURFACE SHALL BE FULLY TEMPERED. 8.EXTERIOR GRADE VERTICAL OR HORIZONTAL SMOOTH 4" HARDIE PANEL SYSTEM W/ CONCEALED HARDWARE W/ (2) LAYERS OF BUILDING PAPER UNDER VERTICAL WALLS. SEE ELEVATIONS FOR FINISH. VERIFY WITH CLIENT WOOD PANEL SYSTEM AND COLOR. CONTRACTOR SHALL VERIFY WITH PANEL MANUFACTURER INSTALLATION AND WATERPROOFING REQUIREMENTS. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO ARCHITECT PRIOR TO INSTALLATION. 9.LIGHT FIXTURE LOCATION. OWNER APPROVED FIXTURE. 10. G.I. & PAINTED SHEET METAL PARAPET COPING AND METAL CANOPY SYSTEM SHALL BE PREFABRICATED AND SHALL BE WARP FREE SYSTEM. SHOP APPLIED, SEMI-GLOSS POWDER COATED PAINT. PAINT PER OWNER DIRECTION. PROVIDE SHOP DRAWINGS AND SAMPLES OF METAL PANEL INCLUDING THICKNESS OF PANELS AND WARRANTY INFORMATION AGAINST WARPING. 11. EXTERIOR GRADE TILE FINISH. INSTALL PER MANUFACTURER SPECS OVER MORTAR, WATERPROOFING SYSTEM AND DENS GLASS GOLD SHEATHING. 12. METAL PARAPET COPING G.I. PAINTED FINISH TO MATCH WALL 13. EXTERIOR SIGNAGE PER SEPARATE DEFERRED SUBMITTAL. 14. 1/2" G.I. OR ALUMINUM METAL REVEAL. PAINT TO MATCH WALL. 15. PROPOSED EXTERIOR TILE FINISH: TUNDRA BRICK BY EL DORADO STONE - IRONSIDE COLOR EDITION. Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 1/4" = 1'-0" A-014 Checker Author 7-22-2025 NX25-SA El e v a t i o n s 1/4" = 1'-0"1 East Elevation 1/4" = 1'-0"2 West 1 1 1 1 1 1 No. Description Date 1 Nexx Burger Rev 6-13-2025 Fin. Floor 0' -0" Roof 11' -2" Fin Surface -0' -6" Clg. Height 10' -0" 2 A-015 19 ' - 0 " 7' - 6 " 1' - 6 " 10 ' - 0 " 10 ' - 0 " 1' - 6 " 10 ' - 0 " CE I L I N G H E I G H T 9' - 1 0 " T O F I N I S H EXISTING CONCRETE SLAB TO REMAIN PROPOSED NEW SLAB AT EXTERIOR WALKWAY. SEE CIVIL PLANS. PROPOSED NEW SLAB AT DRIVE-THRU. SEE CIVIL PLANS. PROPOSED NEW PLANTER. SEE CIVIL PLANS. A-022 3 A-019 4 A-021 2 EXTEND EXISTING PARAPETS, REFER TO STRUCTURAL PLANS. FILL IN ATTIC WITH INSULATION OR PROVIDE ATTIC VENTILATION PER 2022 CBC 2 A-022 2 A-022 2 A-022 A-021 2 A-019 4 PROPOSED ROOF TRUSS SYSTEM REFER TO STRUCTURAL & TRUSS PLANS. PROPOSED MULTI PLY BUILT UP ROOFING SYSTEM OVER PLYWOOD, REFER TO ROOF PLAN & S.E. FOR TRUSS PROPOSED ROOF MOUNTED MECHANICAL EQUIPMENT ON RAISED WOOD PLATFORM PER STRUCTURAL ENGINEER Overall Ht. 20' -0" SLOPED DRIVE-THRU REFER TO CIVIL PLANS Fin. Floor 0' -0" Roof 11' -2" Fin Surface -0' -6" Clg. Height 10' -0" 1 A-015 1' - 6 " 10 ' - 0 " 7' - 0" 14 ' - 2 " CE I L I N G H E I G H T 9' - 1 0 " T O F I N I S H 3' - 6 " 3' - 0 " A-022 3 2 A-022 2 A-022 2 A-022 A-019 4A-021 1 1 A-022 EXISTING CONCRETE SLAB TO REMAIN. REFER TO STRUCTURAL EXISTING EXTERIOR WALLS TO REMAIN PROPOSED ROOF TRUSS STRUCTURE, REFER TO STRUCTURAL PLANS. MECHANICAL SCREEN REFER TO ROOF PLAN PROPOSED NEW SLAB AT EXTERIOR DINING. SEE CIVIL PLANS. PROPOSED NEW SLAB AT DRIVEWAY. SEE CIVIL PLANS. PROPOSED NEW SLAB AT DRIVEWAY. SEE CIVIL PLANS. PROPOSED MULTI PLY BUILT UP ROOFING SYSTEM OVER PLYWOOD, REFER TO ROOF PLAN & S.E. FOR TRUSS GENERAL FINISHES NOTE: SEE COLOR & MATERIAL BOARD FOR ALL EXTERIOR COLORS AND MATERIALS INCLUDING EXTERIOR FINISHES. AS WELL REFER TO 3D VIEWS SHEETS A-8.0 SERIES FOR DIAGRAMATIC SKETCH RENDERINGS SHOWING COLOR & MATERIALS. SLOPE 1/4":12" 1/4" 12" 9' - 0 " T O F I N I S H S O F F I T CE I L I N G H E I G H T 9' - 1 0 " T O F I N I S H @ P A R K I N G 6" C U R B @ D R I V E - T H R U 6" C U R B PROPOSED NEW SLAB AT DRIVEWAY. SEE CIVIL PLANS. 19 ' - 0 " 2' - 3 " 1' - 3 " ø 1' - 4" ø 1' - 6" ø 1' - 1" Fin. Floor 0' -0" Roof 11' -2" Clg. Height 10' -0" 3' - 6" 14 ' - 0 " 2' - 6 " 1' - 6 " 10 ' - 0 " A-021 2 A-022 2 9' - 1 0 " T O F I N I S H 1' - 0 " 3" 1' - 1 " 3" 7' - 6 " PROPOSED SOLID BACKER AT PROPOSED BUILDING SIGNAGE PER CITY REGULATIONS. ALL SIGNAGE SHALL BE SEPARATE DEFERRED SUBMITTAL SIGNAGE PER SEPARATE DEFERRED SUBMITTAL, SEE ELEVATIONS A-3.0 SERIES 19 ' - 0 " Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 As indicated A-015 Checker Author 7-22-2025 NX25-SA Bu i l d i n g S e c t i o n s 1/4" = 1'-0"1 Section 1 1/4" = 1'-0"2 Section 2 3/4" = 1'-0"3 Section 3 FU R R C E I L I N G A T I N T E R I O R 9 ' - 1 0 " 1 1 1 No. Description Date 1 Nexx Burger Rev 6-13-2025 Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 A-025 Checker Author 7-22-2025 NX25-SA 3D V i e w s 1 3D View 1 2 3D View 2 SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL 1 No. Description Date 1 Nexx Burger Rev 6-13-2025 Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 A-026 Checker Author 7-22-2025 NX25-SA 3D V i e w s 1 3D View 4 2 3D View 5 SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL 1 No. Description Date 1 Nexx Burger Rev 6-13-2025 Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 A-027 Checker Author 7-22-2025 NX25-SA 3D V i e w s 1 3D View 3 2 3D View 7 SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL 1 No. Description Date 1 Nexx Burger Rev 6-13-2025 Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 A-028 Checker Author 7-22-2025 NX25-SA 3D V i e w s 1 3D View 6 SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL 1 No. Description Date 1 Nexx Burger Rev 6-13-2025 Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 A-029 Checker Author 7-22-2025 NX25-SA 3D V i e w s 1 3D View 8 SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL 1 No. Description Date 1 Nexx Burger Rev 6-13-2025 Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 A-030 Checker Author 7-22-2025 NX25-SA 3D V i e w s 1 3D View 9 SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL SIGNAGE SHOWN FOR REFERENCE ONLY. SIGNAGE SHALL BE PER SEPARATE PERMIT AND DEFERRED APPROVAL 1 No. Description Date 1 Nexx Burger Rev 6-13-2025 Scale Date Drawn By Checked By Project Number CI T Y S U B M I T T A L # 2 1 0 -14 -20 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N Date: 7-22-2025 A-031 Checker Author 7-22-2025 NX25-SA Co l o r & M a t e r i a l B o a r d 09 -CONCRETE FINISH & COLOR @ DRIVE-THRU 10 -HARDIE V SIDING SYSTEM DESIGN GENERAL NOTE: 1. PROPOSED EXTERIOR PERIMETER FENCE TO BE CMU BLOCK WALL. PAINT FINISH GRAY CONC COLOR. 2. PLANTERS AT GRADE TO BE 4" WIDE CMU BLOCK WALL WITH PLASTER FINISH TO MATCH. GRAY CONC COLOR. 3. RAIN GUTTERS & DOWNSPOUTS TO MATCH WALLS 4. ALL EXTERIOR SIGNAGE PER DEFERRED SUBMITTAL 5. ROOFING SHALL BE BRIGHT WHITE "REFLECTANT BUILT UP ROOFING MEMBRANE. 6. REFER TO PROPOSED LANDSCAPE PLAN FOR OTHER PROJECT FINISHES. 08 -Ultra Pure White PR-W15 -Eggshell Finish 07 -California Poppy S-G-160 BY BEHR PAINT - Eggshell Finish HARDIE SIDING "V" GROOVE OR BUTT JOINT COLOR BY BEHR PAINT PER COLOR & MATERIAL BOARD 06 -Astronomical N450-7 BY BEHR -Eggshell Finish 05 -Binary Star N450-6 BY BEHR Eggshell Finish 04 -Silver Mine PPU26-18 BY BEHR -Eggshell Finish 03 -BRIGHT ALUMINUM PAINT "METALLIC"01 -EXTRUDED ADDRESS SIGNAGE 02 -EXTERIOR TILE FINISH: TUNDRA BRICK BY EL DORADO STONE -IRONSIDE COLOR EDITION.11 -AGING BATTEL PPU5-02 BEHR PAINT -Eggshell Finish CLEAR GLAZING INSULATED GLASS 12 -CONCRETE SAW CUT PATTERN COLOR 07 PAINT FINISH @ SMOOTH PLASTER COLOR 08 PAINT FINISH @ SMOOTH PLASTER COLOR 06 PAINT FINISH @ METAL PANEL CANOPY COLOR 08 PAINT FINISH @ SMOOTH PLASTER COLOR 08 PAINT FINISH @ PLASTER COLOR 03 PAINT FINISH @ MTL DOORS AND WINDOWS COLOR 12 SAW CUT CONCRETE @ WALKWAY REFER TO LANDSCAPE PLANS FOR PLANTINGS REFER TO CIVIL PLANS FOR NEW DRIVEWAY COLOR 09 CONCRETE FINISH @ DRIVE-THRU COLOR 03 PAINT FINISH @ MTL STOREFRONT AND DOORS / WINDOWS SIGN UNDER DEFERRED "SEPARATE" SUBMITTAL COLOR 12 SAW CUT CONCRETE @ WALKWAY COLOR 02 STONE COLOR 07 PAINT FINISH @ SMOOTH PLASTER COLOR 03 EXTRUDED ALUM SIGNAGE w/ LED BACKLIT STAND 3" FROM METAL CANOPY COLOR 08 & 07 @ SIGN SEPARATE SUBMITTAL AND APPROVAL COLOR 06 PAINT FINISH @ HARDIE PANEL COLOR 06 PAINT FINISH @ METAL PANEL CANOPY COLOR 07 @ BACKER PANEL COLOR 02 STONE COLOR 02 STONE COLOR 08 & 07 @ SIGN SEPARATE SUBMITTAL AND APPROVAL COLOR 03 PAINT FINISH @ MTL STOREFRONT AND DOORS / WINDOWS 1 1 1 1 1 1 No. Description Date 1 Nexx Burger Rev 6-13-2025 THE CONTRACTOR SHALL CONFORM TO ALL STATE AND LOCAL LAWS GOVERNING THE WORK AND OBTAIN ALL NECESSARY LICENSES AND PERMITS. CONCRETE SHALL BE SUPPLIED AND PLACED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 318 AND ACI 301 EXCEPT AS MODIFIED BY THE CONSTRUCTION DOCUMENTS. PORLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II, U.N.O. REINFORCING STEEL SHALL CONFORM TO ASTM A615OR ASTM 716(WELDABLE STEEL) AND SHALL BE GRADE 60 DEFORMED BARS, TYP., U.N.O. REINFORCING IN SLAB ON GRADE MAYBE GRADE 40 STEEL FOR BARS #4 AND SMALLER U.N.O ON THE PLANS. THE CONCRETE COMPRESSIVE STRENGTH (28 DAYS), f'c: a. ALL LOCATIONS, U.N.O: MIN 2500 PSI, (W/C = 0.45) SPECIAL INSPECTION IS REQUIRED WHEN f'c > 2500 PSI. b. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.1% BY WEIGHT: 4000 PSI, SPECIAL INSPECTION IS NOT REQUIRED. c. CONCRETE IN CONTACT WITH SOIL CONTAINING SULFATE So4 ≥ 0.2% BY WEIGHT: 4500 PSI, SPECIAL INSPECTION IS NOT REQUIRED. THE CONTRACTOR SHALL CONFORM TO ALL RECOMMENDATIONS AND CONDITIONS INDICATED IN THE GEOTECHNICAL REPORT. THE GEOTECHNICAL ENGINEER SHALL OBSERVE ALL FOOTING EXCAVATIONS PRIOR TO PLACING CONCRETE OR STEEL. WAITING PERIOD FOR CONCRETE SLABS-ON-GRADE PRIOR TO START OF CONSTRUCTION IS AS FOLLOWS: a. DO NOT WALK ON SLAB UNTIL 24 HOURS AFTER CONCRETE HAS BEEN POURED. b. BEGIN WALL FRAMING 4-5 DAYS AFTER CONCRETE POURED. c. BEGIN ROOF/FLOOR FRAMING 7-10 DAYS AFTER CONCRETE POURED. d. DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POURED. 1 1. 2. 1. AGGREGATE FOR STONE CONCRETE SHALL CONFORM TO ASTM C-33. FOR LOW SHRINKAGE AGGREGATE, USE LIMESTONE OR GRANITE. AGGREGATE FOR LIGHTWEIGHT CONCRETE SHALL CONFORM TO ASTM C-330. REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE WITH ACI 315 AND ACI 318, AND CRSI'S MANUAL OF STANDARD PRACTICE. WELDED WIRE FABRIC (WWF) SHALL CONFORM TO ASTM A185. LAPS IN WWF SHALL BE SUCH THAT THE OVERLAP MEASURED BETWEEN OUTERMOST CROSS WIRE OF EACH FABRICH SEET IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2 INCHES. 1. PRIOR TO THE CONTRACTOR REQUESTING A BUILDING DEPARTMENT FOUNDATION INSPECTION, THE GEOTECHNICAL ENGINEER SHALL ADVISE THE BUILDING OFFICIAL IN WRITING THAT: a. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE REPORT. b. THE UTILITY TRENCHES HAVE BEEN PROPERLY BACKFILLED AND COMPACTED c. THE FOUNDATION EXCAVATIONS COMPLY WITH THE INTENT OF THE REPORT. ALL GRADE BEAMS SHALL BE POURED MONOLITHICALLY FOR THEIR ENTIRE LENGTH. PROJECT DESIGN CRITERIA BUILDING CODE 2022 CBC OCCUPANCY CATEGORY II GEOTECHNICAL ENGINIEER ASSUMED - CHR. 18 MINIMUMS REPORT NUMBER N/A DATE N/A ALLOWABLE SOIL BEARING PRESSURE 1500 PSF SITE CLASS D SHORT PERIOD SPECTRAL ACCELERATION, S 1.0 1ST PERIOD SPECTRAL ACCELERATION, S D SHORT PERIOD ACCELERATION PARAMETER, S 1.275 1 SECOND ACCELERATION PARAMETER, S 0.456 SEISMIC RESPONSE COEFFIECIENT, C 0.85 0.561 RESPONSE MODIFICATION FACTOR, R 6.5 0.131 SEISMIC DESIGN CATEGORY PLYWOOD SHEAR WALL SEISMIC IMPORTANCE FACTOR, I LATERAL FORCE RESISTING SYSTEM GEOTECHNICAL PARAMETERS SEISMIC DESIGN PARAMETERS S DS D1 S WIND DESIGN PARAMETERS BASIC DESIGN WIND SPEED EXPOSURE E 96 MPH C VERTICAL (GRAVITY) DESIGN PARAMETERS: (PSF) (LIVE LOADS ARE REDUCIBLE, U.N.O.) Dead Roof live Snow Live 20 20 - 45 Roof Roof_RTU A.B. ANCHOR BOLT ABV. ABOVE BAR. REINF. BAR BD. BOARD BLK'G. BLOCKING BLW. BELOW BM. BEAM B.N. BOUNDARY NAIL B.O.B BOTTOM OF BEAM BOTT. BOTTOM B.W. BOTH WAYS CANT.CANTILEVER CJ. CEILING JOIST COL. COLUMN CONC. CONCRETE CONT. CONTINUOUS DBL. DOUBLE D.F. DOUGLAS FIR DIA. DIAMETER (E) EXISTING E.W. EACH WAY E.J. EXPANSION JOINT E.N. EDGE NAIL E.Q. EQUAL F.G. FINISH GRADE F.J. FLOOR JOIST FL. FLUSH F.N. FIELD NAIL F.O.C. FACE OF CONCRETE F.O.M. FACE OF MASONRY F.O.S. FACE OF STUDS GA. GAUGE GALV. GALVANIZED ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST ARCHITECTURAL DIMENSIONS. DO NOT SCALE DRAWINGS. IF DIMENSIONS ARE OMITTED OR NOT CLEAR, CONTACT THE ARCHITECT OR STRUCTURAL ENGINEER OF RECORD FOR CLARIFICATIONS. THE CONTRACTOR SHALL COMPARE THE STRUCTURAL DRAWINGS WITH ARCHITECTURAL, PLUMPING, MECHANICAL, CIVIL AND ELECTRICAL DRAWINGS AS TO ALL LAYOUTS, DIMENSIONS AND ELEVATIONS. ANY DISCREPANCIES SHALL BE REPORTED TO THE ARCHITECT FOR PROPER ADJUSTMENT BEFORE PROCEEDING WITH THE WORK. 3. SUBSTITUTION REQUESTS FOR MATERIALS SPECIFIED ON THE STRUCTURAL DRAWINGS MAY BE CONSIDERED WITH MATERIALS HAVING EQUIVALENT OR GREATER CAPACITY AND PERFORMANCE. CURRENT EVALUATION REPORTS AND PRODUCT INFORMATION SHALL BE PROVIDED TO THE STRUCTURAL ENGINEER DEMONSTRATING THE REQUIRED CAPACITY AND PERFORMANCE OF THE MATERIAL TO BE SUBSTITUTED. WRITTEN APPROVAL FROM THE E.O.R SHALL BE OBTAINED PRIOR TO THE SUBSTITUTION OF ANY MATERIAL SPECIFIED ON THE STRUCTURAL CONSTRUCTION DOCUMENTS. 4. ANY DEVIATION, MODIFICATION & SUBSTITUTION FROM THE APPROVED SET OF STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR REVIEW/APPROVAL PRIOR TO ITS USE OR INCLUSION ON THE SHOP DRAWINGS & PRIOR TO PROCEEDING WITH THE WORK. 5. EXISTING CONDITIONS AS SHOWN ON THESE PLANS ARE FOR REFERENCE ONLY. CONTRACTOR IS REQUIRED TO FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO CONSTRUCTION. CONTRACTOR SHALL REPORT CONDITIONS THAT CONFLICT WITH THE CONTRACT DOCUMENTS TO THE OWNER'S REPRESENTATIVE. DO NOT DEVIATE FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN DIRECTION FROM THE OWNER'S REPRESENTATIVE. 6. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD IMPOSED UPON THE STRUCTURE. CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN CAPACITY OF THE STRUCTURE AT THE TIME THE LOADS ARE IMPOSED. 7. SPECIFICATIONS RELATED TO WATERPROOFING, INCLUDING BUT NOT LIMITED TO MEMBRANES, WATERSTOPS, SEALANTS, FLASHING, VAPOR BARRIER, ARE AS SPECIFIED BY ARCHITECT/WATER PROOFING CONSULTANT. 8. FEATURES OF CONSTRUCTION SHOWN ARE TYPICAL AND SHALL APPLY GENERALLY THROUGHOUT SIMILAR CONDITIONS. ALL DETAILS REFERENCED, AND DETAILS NOT REFERENCED ON PLANS, SHALL BE CONSIDERED TYPICAL AND APPLY TO ALL SIMILAR CONDITIONS OF THE CONSTRUCTION. 9. UNLESS SHOWN OTHERWISE, DETAILS SHOWN ON "TYPICAL DETAIL" SHEETS SHALL BE USED WHEREVER APPLICABLE. SPECIFIC DETAILS ON THE STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER "TYPICAL DETAILS". SPECIFIC NOTES ON STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER NOTES SHOWN IN "GENERAL NOTES". 10. THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE SHOWN THEY DO NOT INDICATE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE CONSTRUCTION AND ALL ADJACENT PROPERTIES DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT ARE NOT LIMITED TO BRACING, SHORING OF LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR E.O.R SHALL NOT INCLUDE OBSERVATION OF THE ABOVE ITEMS. 11. DO NOT USE ANY CONCRETE OR GROUT CONTAINING CHLORIDES. WATER USED IN MIXING CONCRETE SHALL CONFORM WITH ASTM C1602. CONCRETE MIX DESIGNS CONTAINING FLY ASH MAY BE USED WHERE CONCRETE IS NOT VISUALLY EXPOSED. FLY ASH SHALL CONFORM WITH ASTM C618 AND MAY REPLACE UP TO 20% PORTLAND CEMENT BY VOLUME. CONCRETE STRENGTH TEST REPORTS SHALL BE IN COMPLIANCE WITH ACI 318 AND SHALL BE SUBMITTED TO E.O.R. FOR REVIEW. ALL REINFORCING BARS, ANCHOR BOLTS AND ALL OTHER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO PLACING CONCRETE. 2. 3. 4. 5. 6. 7. 8. ALL DIMENSIONS SHOWING THE LOCATION OF REINFORCING BARS/STEEL ARE TO THE CENTER OF STEEL U.N.O. ON THE PLANS OR DETAILS: CONDITION COVER A.CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" B.EXPOSED TO EARTH OR WEATHER (INCLUDING SLABS ON GRADE) #6 AND LARGER 2" #5 AND SMALLER 1 1/2" C.NOT EXPOSED TO WEATHER OR IN CONTACT WITH SOIL: 1.STRUCTURAL SLABS, WALLS w/ #11 BARS AND SMALLER 3/4" #14 BARS AND LARGER 1 1/2" 2. BEAMS, COLULMNS 1 1/2" DOWELS BETWEEN FOOTING AND WALLS OR COLUMNS SHALL BE THE SAME GRADE, SIZE AND SPACING AS THE MAIN REINFORCING, UNO. CHAIRS OR SPACERS FOR REINFORCING SHALL BE NON-FERROUS OR PLASTIC COATED WHEN RESTING ON EXPOSED SURFACES. 1. 2. 3. 4. 11. 12. SEE ARCHITECTURAL PLANS FOR LOCATIONS OF SLAB SLOPES, DEPRESSIONS, CURBS, DRAINS, NON-STRUCTURAL PARTITIONS AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL PLANS. ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED WITH NON-EXPANSIVE SOIL BUT NOT BEHIND RETAINING WALLS BEFORE CONCRETE OR MASONRY ATTAINS ITS FULL DESIGN STRENGTH. FOOTINGS SHALL BEAR ON NATIVE SOIL OR ENGINEERED FILL AS DIRECTED BY THE GEOTECHNICAL REPORT. THE GEOTECHNICAL INVESTIGATION REPORT AND ITS RECOMMENDATIONS SHALL BE FOLLOWED AND SHALL BE CONSIDERED MINIMUM REQUIREMENTS UNLESS MORE STRINGENT REQUIREMENTS ARE PRESENTED IN THE SPECIFICATIONS OR ON THE DRAWINGS. REMOVE LOOSE SOIL AND STANDING WATER FROM FOUNDATION EXCAVATIONS PRIOR TO PLACING CONCRETE. WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SHALL BE ROUGHENED TO A MINIMUM 1/4" AMPLITUDE. ALUMINUM CONDUIT, ALUMINUM SLEEVES AND ALUMINUM EMBEDS ARE NOT PERMITTED IN CONCRETE. ALL CONDUITS SHALL BE PLACED WITHIN THE MIDDLE ONE-THIRD OF THE SLAB THICKNESS. THE MAXIMUM SIZE OF CONDUITS SHALL BE 1 1/4" DIAMETER AND SHALL BE SPACED NO CLOSER (TO EACH OTHER OR REINFORCING STEEL) THAN 4 INCHES UNLESS PRIOR APPROVAL IS OBTAINED FROM THE STRUCTURAL ENGINEER. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. ALL HOLDOWNS AND POST ANCHORS SHALL BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. 12. 13. 9. DESIGN CRITERIA COEFFICIENT OF FRICTION - EQUIVALENT LATERAL FORCE PROCEDUREANALYSIS PROCEDURE 0.092WDESIGN BASE SHEAR, V WIND IMPORTANCE FACTOR, I 1.0 ANALYSIS PROCEDURE W ENCLOSED SYSTEM/ANALYTICAL ALL HEIGHT DESIGN METHODOLOGY GENERAL NOTES CONCRETE TYPICAL ABBREVIATIONS FOUNDATION TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE WITH ASTM C94. 10.CONCRETE PLACEMENT/CURING/REDUCTION IN STRENGTH SHALL CONFORM TO ACI 305R AND 3065R REQUIREMENTS FOR HOT AND COLD WEATHER CONCRETING. 11.CONCRETE SHALL BE CURED PER ACI 308R, UNLESS ALTERNATE METHODS OF CURING HAVE BEEN APPROVED BY THE ARCHITECT OR ENGINEER. FOR SLAB CURING, CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING COMPATIBILITY OF CURING COMPOUNDS WITH PROPOSED FINISHES PRIOR TO COMMENCING ANY WORK. MAX. SLUMP SHALL BE 5 INCHES EXCEPT WHERE ADMIXTURES/PLACITIZERS HAVE BEEN ADDED IN THE MIX DESIGN TO IMPROVE FLOWABILITY/WORKABILITY. THE SLUMP LIMIT SHALL BE BASED ON ADMIXTURE MANUFACTURER'S RECOMMENDATIONS. REINFORCING STEEL LAP SPLICES OF BARS SHALL CONFORM TO THE TYPICAL THE LAP SCHEDULE ON THE PLANS, U.N.O. NO TACK WELDING OF BARS ALLOWED. 5. MECHANICAL SPLICE COUPLERS MAY BE USED AND SHALL HAVE CURRENT ICC APPROVAL AND BE CAPABLE OF DEVELOPING 125% OF THE BAR'S YIELD STRENGTH. 6. ALL REINFORCING BARS SHALL BE BENT COLD. DO NOT FIELD BEND OR UNBEND ANY BARS IN A MANNER THAT MAY DAMAGE REINFORCING. 7. REINORCING SPACING SHOWN ON THE PLANS ARE THE MAXIMUM SPACING "ON CENTER SPACING". DO NOT EXCEED THIS. ANY DISCREPANCIES DURING CONSTRUCTION SHALL BE FORWARDED TO THE ENGINEER FOR REVIEW AND APPROVAL. 8. TYPICAL REINFORCING FOR CONCRETE SLAB ON METAL DECK SHALL BE 6x6-W1.4xW1.4 WELDED WIRE FABRIC, U.N.O. PLACE WWF MID-DEPTH OF THE SLAB OVER THE TOP OF THE FLUTE OF THE METAL DECK. 9. ALL DOWELS TO BE SET IN CONCRETE SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. NO WET SETTING, STABBING, RODDING OR OTHER MOVEMENT OF EMBEDDED ITEMS SHALL BE PERFORMED DURING THE PLACEMENT OF CONCRETE. 10. 12. NAILING SCHEDULE, CONT. SHEET INDEX SHEET NO.SHEET TITLE S0.1 GENERAL NOTES & REQUIREMENTS S0.2 S0.4 FOUNDATION PLAN S0.5 ROOF FRAMING PLAN S0.6 FOUNDATION DETAILSS0.7 STRUCTURAL DETAILS S0.9 STRUCTURAL DETAILS S0.3 TYPICAL DETAILS GLB. GLUE-LAMINATED BEAM GR.BM.GRADE BEAM GWB. GYPSUM WALLBOARD HI. HIGH HDR. HEADER HFX HARDY FRAME HORIZ.HORIZONTAL INFO. INFORMATION K.P. KING POST LT.WT.LIGHT WEIGHT L.V.L. LAMINATED VENEER LUMBER MAS. MASONRY M.B. MACHINE BOLT MANUF.MANUFACTURER (N) NEW N.G. NATURAL GRADE O/C ON CENTER P.J. POUR JOINT PSL. PARALLAM BEAM PLWD.PLYWOOD P.T. PRESSURE TREATED REINF.REINFORCING REQ'D REQUIRED RR. ROOF RAFTER T.O.B TOP OF BEAM UNO.UNLESS NOTED OTHERWISE V.I.F. VERIFY IN FIELD F.H. FULL HEIGHT FLOOR 21. JOIST TO SILL, TOP PLATE OR GIRDER. 3-8d COMMON TOE NAIL 22. RIM JOIST, BAND JOIST OR BLOCKING TO SILL OR TOP PLATE 8d COMMON 6" o.c. TOE NAIL 23. 1"x6" SUBFLOOR OR LESS TO EACH JOIST. 3-8d COMMON FACE NAIL 24. 2" SUBFLOOR TO JOIST OR GIRDER.2-16d COMMON FACE NAIL 25. 2" PLANKS (PLANK & BEAM-FLOOR & ROOF). AT EACH BEARING, FACE NAIL. 26. BAND OR RIM JOIST TO JOIST.3-16d COMMON END NAIL 27. BUILT-UP GIRDERS AND BEAMS, 2-INCH LUMBER LAYERS. 10d COMMON 24" O.C. FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPSITE SIDES. AND: 3-10d COMMON FACE NAIL AT ENDS AND AT EACH SPLICE. 28. LEDGER STRIP SUPPORTING JOISTS OR RAFTERS. 3-16d COMMON END NAIL 29. BRIDGING OR BLOCKING TO JOIST. 2-8d COMMON EACH END, TOE NAIL A. NAILS ARE SMOOTH-COMMON, BOX OR DEFORMED SHANKS EXCEPT WHERE OTHERWISE STATED. NAILS FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE MINIMUM AVERAGE BENDING YIELD STRENGTHS AS SHOWN: 90 ksi FOR SHANK DIAMETERS LARGER THAN 0.142 INCH BUT NOT LARGER THAN 0.177 INCH, AND 100 ksi FOR SHANK DIAMETERS OF 0.142 INCH OR LESS. B. NAILS SHALL BE SPACED AT NOT MORE THAN 6 INCHES ON CENTER AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES OR GREATER. C. FOUR-FOOT BY 8-FOOT OR 4-FOOT BY 9 FOOT PANELS SHALL BE APPLIED VERTICALLY. D. SPACING OF FASTENERS NOT INCLUDED IN THIS TABLE SHALL BE BASED ON CHAPTER 23. E. FOR WOOD STRUCTURAL PANEL ROOF SHEATHING ATTACHED TO GABLE END ROOF FRAMING AND TO INTERMEDIATE SUPPORTS WITHIN 48 INCHES OF ROOF EDGES AND RIDGES, NAILS SHALL BE SPACED AT 6 INCHES ON CENTER WHERE THE ULTIMATE DESIGN WIND SPEED IS LESS THAN 130 MPH AND SHALL BE SPACED 4 INCHES ON CENTER WHERE THE ULTIMETE DESIGN WIND SPEED IS 130 MPH OR GREATER BUT LESS THAN 140 MPH. F. GYPSUM SHEATHING SHALL CONFORM TO ASTM C1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH GA 253. FIBERBOARD SHEATHING SHALL CONFORM TO ASTM C208. G. SPACING OF FASTENERS ON FLOOR SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING AND AT FLOOR PERIMETERS ONLY. SPACING OF FASTENERS ON ROOF SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING MEMBERS AND REQUIRED BLOCKING. BLOCKING OF ROOF OR FLOOR SHEATHING PANEL EDGES PERPENDICULAR TO THE FRAMING MEMBERS NEED NOT BE PROVIDED EXCEPT AS REQUIRED BY OTHER PROVISIONS OF THIS CODE. FLOOR PERIMETER SHALL BE SUPPORTED BY FRAMING MEMBERS OR SOLID BLOCKING. H.WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE, PROVIDE TWO TOE NAILS ON ONE SIDE OF THE RAFTER AND TOE NAILS FROM THE CEILING JOIST TO TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE. THE TOE NAIL ON THE OPPOSITE SIDE OF THE RAFTER SHALL NOT BE REQUIRED. I. RSRS-01 IS A ROOF SHEATHING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667. 2-16d COMMON FOR NON-SHEAR WALL APPLICATIONS, ANCHOR BOLT SHALL BE INSTALL WITH ROUND WASHERS AND SHOULD CONFORM WITH ANSI/ASME B 18.22.1. USE MIN. 1 3/8" Ø X 7/64" THICK WASHER FOR 1/2" Ø BOLT, 1 3/4" Ø X 9/64" THICK WASHER FOR 5/8" Ø BOLT AND 2 1/2" Ø X 11/64" THICK WASHER FOR 1" Ø BOLT. U.N.O. NAIL SPACING TO BE NOT LESS THAN REQUIRED PENETRATION. EDGE AND END DISTANCES SHALL BE NOT LESS THAN HALF THIS SPACING. ALL SPACING AND EDGE AND END DISTANCES SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. HOLES FOR NAILS, WHERE NECESSARY TO PREVENT SPLITTING, SHALL BE BORED OF A DIAMETER SMALLER THAN THAT OF THE NAILS. ALL NAILS SHALL BE SINKER NAILS AND STAGGERED U.N.O., EXCEPT AS SHOWN IN NAILING SCHEDULE. STRUCTURAL GLUED-LAMINATED (GLULAM) TIMBER OF SOFTWOOD SPECIES SHALL BE IN CONFORMANCE WITH ANSI/AITC STANDARD A190.1 AND ASTM D3737, OR OTHER CODE APPROVED DESIGN, MANUFACTURING AND/OR QUALITY ASSURANCE PROCEDURES. MEMBERS SHALL BE MARKED WITH THE ENGINEERED WOOD SYSTEM APA EWS TRADEMARK INDICATING CONFORMANCE WITH THE MANUFACTURING, QUALITY ASSURANCE AND MARKING PROVISIONS OF ANSI/AITC STANDARD A190.1. THE MANUFACTURER OR SELLER SHALL SUBMIT CERTIFICATES OF CONFORMANCE TO THE FIELD INSPECTOR PRIOR TO INSTALLATION. ALL NON-STRUCTURAL ELEMENTS SHALL BE CONSTRUCTED PER APPROVED CODE REQUIREMENTS. FRAMING PLAN IS ONLY SHOWING FOR THE MAIN STRUCTURAL ELEMENTS IN ACCORDANCE WITH BUILDING CODE OR REQUIREMENTS ARE SPECIFIED OR REQUIRED BY THE LOCAL JURISDICTION. ALL CEILING JOISTS ARE TO BE 2x JOISTS. REFER TO FRAMING FOR ACTUAL SIZE AND SPACING. USE 5/8" DIA. X MIN. 12" ANCHOR BOLTS W/ MIN. 7" EMBEDMENT INTO CONCRETE FOOTING AT 72" O.C. MAX. FOR SILL PLATE TO FOUNDATION UNLESS NOTED OTHERWISE ON SHEARWALL SCHEDULE. A BOLT BETWEEN 6" TO 12" FROM THE END OF EACH PIECE OF SILL (2 BOLTS MIN EACH PIECE). PIECE OF SILL SHALL BE CONSIDERED ENDED WHERE PLATE IS CUT OUT OVER ONE-THIRD OF CROSS SECTION. FOR INTERIOR NON-SHEAR WALLS USE SIMPSON 0.157"Ø SERIES PDPAWL SHOT PINS WITH A PENETRATION OF 11/4" INTO SLAB AT 16" O.C. TO BE INSTALLED IN ACCORDANCE WITH ICC ESR-2138. THE FOLLOWING BEAMS/HEADERS/RIMS CAN BE FROM ANY MANUFACTURER WITH CURRENT APPROVED ICC-ES EVALUATION REPORT WITH THE FOLLOWING MECHANICAL PROPERTIES: ALL WALLS SHALL BE CONSTRUCTED USING 2x STUDS @ 16" O.C. REFER TO FRAMING PLANS FOR ACTUAL STUD SIZE AND SPACING. TYPICAL UNBLOCKED DIAPHRAGM, UNO ON PLANS4. 5. HOT DIP GALVANIZED FASTENERS SUCH AS (BUT NOT LIMITED TO) NAILS, SCREWS, BOLTS, THREADED ROD, ETC., SHALL BE USED WHEN IN CONTACT WITH PRESERVATIVE OR FIRE RETARDANT TREATED LUMBER. EXCEPTION: PLAIN CARBON STEEL FASTENERS IN SBX/DOT AND ZINC BORATE PRESERVATIVE TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. STUD WALLS PERPENDICULAR TO A CONCRETE OR MASONRY WALL SHALL BE BOLTED TO THE CONCRETE OR MASONRY WALL WITH 5/8" DIAMETER X 8" A307 BOLTS AT TOP, MID-HEIGHT AND BOTTOM. FRAMING MEMBER BEAMS/ POST/ RAFTERS & ALL OTHER STRUCTURAL FRAMING 2x FRAMING: #2 DF 4x FRAMING: #2 DF 6x FRAMING: #1 DF 8x FRAMING: #1 DF STUDS DFL STUD GRADE (UP TO 9'-0") DFL #2 (TALLER THAN 9'-0") TOP PLATES & MUD SILLS DFL CONSTRUCTION GRADE OR BETTER ALL STRUCTURAL WOOD SHALL BE OF DOUGLAS FIR LARCH SPECIES, (19% MAXIMUM MOISTURE CONTENT AT THE TIME OF CONSTRUCTION U.N.O.). FRAMING MEMBER BEAM/ HEADERS SIZE (WIDTH)Fb Fc perp F Fv Ft Ec parallel TYPE MATERIAL RIM BOARD 3 1/2" & WIDER 1 3/4" & 2 5/8" WIDE 1 1/4" THICK (MIN) 3100 PSI 2800 PSI 1750 PSI 750 PSI 525 PSI 285 PSI 285 PSI 225 PSI 2150 PSI 2150 PSI 1100 PSI 2.0E6 PSI 3000 PSI 2500 PSI (MIN) SPEC CAMBER CONDITION LVL LVL LVL 24F-V4 24F-V8 2400 PSI 1850 PSI Fb @ BOT @ TOP Fb Fv (MIN) E (MIN) 265 PSI 2.0E6 PSI 1.3E6 PSI 1.8E6 PSI1600' RADIUS, UNO SINGLE SPAN 2400 PSI 2400 PSI 265 PSI 1.8E6 PSI1600' RADIUS, UNO ALL OTHERS NAIL SIZE 8d COMMON 10d COMMON 16d COMMON 0.131"2 1/2" 0.148" 0.162" 3" 3 1/2" SPECIFICATION SAWN LUMBER1. STRUCTURAL COMPOSITE LUMBER2. GLUED LAMINATED LUMBER3. 750 PSI 3000 PSI SHANK DIAMETER LENGTH ROOF FLOOR SHEATHING APA RATED SHEATHING 15/32 PERFORMANCE CATEGORY 32/16 EXPOSURE 1 NAILING 8d's @ 6" B.N. 8d's @ 6" E.N. 8d's @ 12" F.N. APA RATED STURD-I-FLOOR 19/32 PERFORMANCE CATEGORY 20" OC EXPOSURE 1 10d's @ 6" B.N. 10d's @ 6" E.N. 10d's @ 12" F.N. TRUSS DRAWINGS AND CALCULATIONS SHALL HAVE ORIGINAL SIGNATURE BY CIVIL OR STRUCTURAL ENGINEER LICENSED IN THE STATE AND SHALL BE SUBMITTED TO THE PROJECT ENGINEER AND LOCAL BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. TRUSS MANUFACTURER SHALL DESIGN ALL MEMBERS, TRUSS TYPES AND CONNECTIONS FOR SELF-WEIGHT, LIVE (ROOF OR FLOOR) LOAD, INCLUDING MECHANICAL EQUIPMENT LOADS, ATTIC LOADS AS REQUIRED PER IBC/CBC TABLE 1607.1 AND ALSO BE DESIGNED TO RESIST ALL DRAG FORCES, SHEAR WALL UPLIFT AND DOWNWARD LOADS AND ANY OTHER SPECIAL LOADS NOTED ON THE PLANS. 2. APPROVED COPIES OF TRUSS DRAWINGS SHALL BE FORWARDED TO THE BUILDING INSPECTION DEPARTMENT. 3. TRUSS MANUFACTURER SHALL LAYOUT AND DESIGN ALL TRUSSES TO ACCOMMODATE ROOF AND REFLECTED CEILING LAYOUT AS SHOWN ON THE ARCHITECTURAL DRAWINGS. 4. ALL TRUSS TO TO TRUSS CONNECTIONS SHALL BE DESIGNED AND SPECIFIED BY THE TRUSS MANUFACTURER. SUCH CONNECTIONS SHALL BE CLEARLY NOTED ON THE SHOP DRAWINGS. 5. TEMPORARY BRACING/BRIDGING PER MANUFACTURER'S RECOMMENDATIONS SHALL BE INSTALLED TO HOLD TRUSS TRUE AND PLUMB UNTIL PERMANENT SHEATHING IS INSTALLED. 6. TRUSS MANUFACTURER IS RESPONSIBLE FOR PROVIDING ADDITIONAL SHEAR AND DRAG TRUSSES AS SHOWN ON THE FRAMING PLAN. 7. USE RING OR SCREW SHANK NAILS AND GLUE SHEATHING TO FRAMING USING ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. AS AN ALTERNATE TO 10D COMMON NAILS, THE FOLLOWING FASTNERS CAN BE USED: GRABBER PLYWOOD SCREWS (ICC-ER-5280), OR SIMPSON STRONG-TIE QUICK DRIVE SCREWS (ICC-ER-1472) FOR SHEAR WALL APPLICATIONS, ANCHOR BOLT SHALL BE INSTALLED WITH PLATE WASHERS OF MIN. 3" SQ. X 0.229" THICK BETWEEN SILL PLATE AND NUT. EDGE(S) OF PLATE WASHERS SHALL BE 1/2" MAX. FROM INSIDE FACE OF SHEAR PANEL. ALL METAL FRAMING CONNECTORS SHALL BE MANUFACTURED BY SIMPSON STRONG TIE COMPANY (CURRENT CATALOG), OR "USP" WITH EQUIVALENT ICC PUBLISHED VALUES AND SHALL BE INSTALLED PER SPECIFICATIONS, NO EXCEPTIONS. 1. 2. 3. 4. SILL PLATE SHALL BE PRESSURE-TREATED AND UNDER SHEAR WALLS OF UP TO 4'-0" IN LENGTH MUST BE CONTINUOUS. 6. 7. 8. 10. STUD BEARING WALLS AND PARTITIONS SHALL HAVE HAVE DOUBLE TOP PLATES LAPPED AT WALL AND PARTITION INTERSECTIONS. JOINTS IN UPPER AND LOWER MEMBERS OF DOUBLE TOP PLATES SHALL BE STAGGERED AT LEAST 4'-0". HOLES IN WOOD MEMBERS FOR BOLTS SHALL BE THE NOMIAL BOLT DIAMETER PLUS 1/16". LAG SCREWS SHALL BE TURNED, NOT DRIVEN, INTO PRE DRILLED HOLES. HOLES IN WOOD FOR LAG SCREW SHANK SHALL BE BORED TO THE SAME DIAMETER AND DEPTH AS THE SHANK, AND FOR THE THREADED PORTION BORED WITH A BIT NOT LARGER THAN 40% TO 70% OF THE SHANK DIAMETER. I-JOISTS SHALL BE MANUFACTURED BY WEYERHAEUSER OR EQUIVALENT APPROVED ICC MANUFACTURED PRODUCT. 9. WOOD COLUMNS SHALL HAVE SOLID VERTICAL BLOCKING THROUGH THE FLOORS TO THE SUPPORT BELOW. FOR WALLS 10'-0" AND GREATER PROVIDE BLOCKING AT MID-HEIGHT FOR CONSTRUCTION STABILITY. ALL WALLS SHALL HAVE SINGLE BOTTOM PLATE AND DOUBLE TOP PLATE, UNO. ALL EXTERIOR LUMBER AND ALL LUMBER IN CONTACT WITH CONRETE OR MASONRY, OR EXPOSED TO THE EXTERIOR SHALL BE TREATED LUMBER. DO NOT CUT, BORE, COUNTERSINK OR NOTCH WOOD MEMBERS EXCEPT WHERE SHOWN IN THE DETAILS. PROVIDE DOUBLE JOISTS BENEATH ALL PARALLEL WALLS AND SOLID BLOCKING BENEATH ALL WALLS PERPENDICULAR TO JOISTS. WOOD NAILERS: UNO. ON PLANS AND DETAILS, WHERE WOOD MEMBERS ARE TO BE CONNECTED TO STEEL ELEMENTS, OR WHERE WOOD NAILERS CONNECTED TO STEEL MEMBERS ARE NEEDED FOR PROPER INSTALLATION OF FINISH MATERIALS, AS A MINIMUM PROVIDE WOOD NAILERS AS SPECIFIED BELOW WITH 5/8"Ø WELDED THREADED STUDS @ 24" O.C.: A. WOOD NAILERS NEEDED ONLY FOR INSTALLATION OF FINISH MATERIAL: 2X WOOD NAILERS, COUNTERSINKING OF THREADED STUDS BOLT IS ACCEPTABLE IF NEEDED FOR FLUSH INSTALLATION OF FINISH MATERIAL. B. WOOD NAILERS NEEDED TO SUPPORT OTHER WOOD ELEMENTS: 2X OR 3X WOOD NAILERS WITH OR WITHOUT COUNTERSINKING OF THREADED STUDS BOLT RESPECTIVELY. 1. 2. 3. 4. 5. 6. 7. 8. 9. 12. 10. 13. 14. WOOD SCREWS SHALL BE TURNED, NOT DRIVE, INTO LEAD HOLES. SOAP OR OTHER LUBRICANTS SHALL BE PERMITTED AS NEEDED TO FACILITATE THE INSERTION AND PREVENT DAMAGE OF THE WOOD SCREW. LEAD SCREWS SHALL BE ABOUT 7/8 THE DIAMETER OF THE SCREW. THE MINIMUM PENETRATION OF WOOD SCREWS SHALL BE 10 TIMES THE SCREW DIAMETER OR 1.5", WHICHEVER IS GREATER. PENETRACTION IS MEASURED INTO THE PIECE RECEIVING THE NAIL POINT. 15. 11. 16. 17. NAILING & HARDWARE WOOD FRAMING PRE-MANUFACTURED TRUSSES: PRE-MANUFACTURED TRUSSES SHALL BE DESIGNED AND FABRICATED AND ERECTED IN ACCORDANCE WITH THE TRUSS PLATE INSTITUTE(TP1) "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION" AND SHALL BE PROVIDED BY AN APPROVED FABRICATOR. 8. MAXIMUM DEFLECTION LIMITS FOR TRUSSES SHALL BE AS FOLLOWS: LIVE LOAD TOTAL LOAD ROOF L/360 L/240 FLOOR L/480 L/360 11. WOOD (MIN)(MIN)(MIN)(MIN)(MIN) WOOD FRAMING, CONT. ALL WOOD CONSTRUCTION CONNECTORS SHOWN ON THE PLANS OR DETAILS SHALL BE SIMPSON STRONG-TIE OR EQUIVALENT, U.N.O. ALL CONNECTORS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS IN CONJUNCTION WITH APPROVED ICC REPORTS. NOTIFY EOR FOR ANY POTENTIAL SUBSTITUTION PRIOR TO COMMENCING WORK. 18. - ALL SHEATHING SHALL BE LAID WITH FACE GRAIN PERPENDICULAR TO SUPPORTS, SHALL BE C-D OR C-C SHEATHING CONFORMING TO CBC 2303.1.5. SDS SCREWS SPECIFIED ON PLANS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE WITH ICC ESR-2236. ALTERNATES MAYBE USED ONLY WITH PRIOR APPROVAL BY EOR. 19. ALL TRUSS TOP CHORDS SHALL BE DOUGLAS FIR-LARCH. ALL LUMBER USED FOR TRUSSES SHALL BE SURFACE DRY OR KILN DRIED TO A MOISTURE CONTENT LESS THAN 19% PRIOR TO FABRICATION. 9. ALL TRUSS TOP CHORDS SHALL BE DOUGLAS FIR-LARCH. ALL LUMBER USED FOR TRUSSES SHALL BE SURFACE DRY OR KILN DRIED TO A MOISTURE CONTENT LESS THAN 19% PRIOR TO FABRICATION. 10. REFER TO THE BUILDING CODE FOR THE BALANCE OF NOTES APPLICABLE.12. 1. BLOCKING BETWEEN CEILING JOISTS OR RAFTERS TO TOP PLATE 2. CEILING JOISTS TO TO PLATE 3. CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER, LAPS OVER PARTITION 4. CEILING JOIST ATTACHED TO PARALLEL RAFTER 5. COLLAR TIE TO RAFTER, FACE NAIL OR 1 1/4"X20 GA.RIDGE STRAP TO RAFTER 6. RAFTER OR ROOF TRUSS PLATE 7. ROOF RAFTER TO RIDGE, VALLEY OR HIP RAFTERS OR ROOF RAFTER TO MINIMUM 2" RIDGE BEAM 3-8d COMMON 3-16d COMMON PER TABLE 2308.7.3.1 DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER TOE NAIL FACE NAIL FACE NAIL EACH RAFTER (2) TOE NAILS ON ONE SIDE AND (1) TOE NAIL ON OPP. SIDE OF EACH RAFTER OR TRUSS 3-8d COMMON PER JOIST, TOE NAIL 3-10d COMMON FACE NAIL 3-10d COMMON 3-10d COMMON TOE NAIL SPACING AND LOCATION ROOF WALL 8. STUD TO STUD(NOT AT BRACED WALL PANELS) 16d COMMON 24" o.c. FACE NAIL 9. STUD TO STUD AND ABUTTING STUDS AT INTERSECTING WALL CORNERS ( AT BRACED WALL PANELS) 16" o.c. FACE NAIL16d COMMON 10. BUILT-UP HEADER( 2" TO 2" HEADER WITH 1/2" SPACER) 16d COMMON 16" o.c. FACE NAIL 11. CONTINUOUS HEADER TO STUD 4-8d COMMON TOE NAIL 12. TOP PLATE TO TOP PLATE 16d COMMON 16" o.c. FACE NAIL 13. DOUBLE TOP PLATE SPLICE 8-16d COMMON FACE NAIL ON EA. SIDE OF END JOINT (MINIMUM 24" LAP SPLICE LENGTH EA. SIDE OF END JOINT) 14. BOTTOM PLATE TO JOIST, RIM JOIST,BAND JOIST OR BLOCKING(NOT AT BRACED WALL PANELS) 16d COMMON 15. BOTTOM PLATE TO JOIST, RIM JOIST,BAND JOIST OR BLOCKING(AT BRACED WALL PANELS) 2-16d COMMON 20. 1"x8" AND WIDER SHEATHING TO EACH BEARING. FACE NAIL 19. 1"x 6" SHEATHING TO EACH BEARING. 2-8d COMMON FACE NAIL 18. 1" BRACE TO EACH STUD AND PLATE. 2-8d COMMON FACE NAIL 17. TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS. 2-16d COMMON FACE NAIL 16. TOP OR BOTTOM PLATE TO STUD. 4-8d COMMON NAILING SCHEDULE END NAIL 2-8d COMMON 16" o.c. FACE NAIL 16" o.c. FACE NAIL REDUNDANCY FACTOR, 1.0 GENERAL NOTES & REQUIREMENTS 1. 20 S0.8 STRUCTURAL DETAILS S1.0 STRUCTURAL PLANS - TRASH ENCLOSURE 10Roof_Trash Enclosure 20 GE N E R A L N O T E S & RE Q U I R E M E N T S S0.1 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 01/13/2025 Pr o j e c t A d d r e s s : NE X X B U R G E R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 01 / 1 3 / 2 0 2 5 CL I E N T R E V I S I O N 201 E Sandpoint Ave. Suite #400 Santa Ana, CA 92707 COLD FORMED METAL FRAMING 10.PROVIDE MINIMUM YIELD STRESS, FY , OF 50 KSI FOR 16 GAUGE (54 MIL) AND THICKER AND 33 KSI FOR 18 GAUGE (43 MIL) AND THINNER. 11.COLD-FORMED STEEL JOISTS SHALL HAVE PUNCHED ENLARGED SERVICE HOLES WITH STIFFENED FLANGES. 12.U.N.O. ON PLANS EXTERIOR WALL STUDS SHALL BE 600S162-43 (18 GAUGE) @24" O.C. AND SATISFYING THE REQUIREMENTS OF LOAD BEARING STUD WALLS PER TABLE OF NOTE 13 BELOW ( WHICHEVER IS GREATER).UNLESS NOTED OTHERWISE ON PLANS. WALLS SHALL BE PROVIDED WITH MANUFACTURER'S STANDARD BRIDGING ( EITHER WELDED 2 1/2"X18 GAUGE STUD OR CLIPPED COLD-ROLLED CHANNEL 1 1/2"X16" GAUGE). PROVIDE BRIDGING AT 4'-0" O.C. MAXIMUM FOR LOAD BEARING WALLS AND EXTERIOR WALLS. EXCEPTION: WHERE FULL HEIGHT SHEATHING OR GYP BOARD OCCURS ON BOTH SIDE OF WALL STUDS, BRIDGING IS ALLOWED TO BE OMITTED 13.ALL KNEE WALL STUDS OVER THE FOOTING STEMS SHALL BE 600S162-54 (16 GAUGE) @ 24" O.C. UON. ACCEPTABLE COLD-FORMED METAL FRAMING MANUFACTURERS MANUFACTURER CEMCO DIETRICH METAL FRAMING SCAFCO CORP. UNITED METAL PRODUCT, INC. ICC-ES NUMBER ESR-4943P ESR-4943P ESR-4943P ESR-4943P LARR NUMBER RR24923 RR25132 SHOP DRAWINGS: WHERE IS PROPOSED TO DIFFER FROM DETAILS SHOWN, SUBMIT SHOP DRAWINGS. SHOW METHOD OF STUD ATTACHMENT TO FLOOR AND CEILING TRACKS, ATTACHMENT OF TRACKS, CONSTRUCTION OVER AND AROUND DOORS AND OTHER OPENINGS, AT CORNERS, CEILING DETAILS, AND OTHER SIGNIFICANT FEATURES. FRAMING AT DOOR JAMBS AND OPENINGS: PROVIDE SINGLE 18 GAUGE STUD OR DOUBLE 20 GAUGE STUDS AT DOOR JAMBS AND CASED OPENINGS, AND OTHER LOCATIONS INDICATED. CROSS-BRACING: UNLESS INDICATED ON DRAWINGS, CROSS-BRACING AT DOUBLE STUD WALLS AND PARTITION SHALL NOT BE USED TO LIMIT DEFLECTION UNLESS ACOUSTICAL PERFORMANCE OF WALL OR PARTITION IS NOT DEGRADED. TRACKS, SILLS AND HEADERS: UNPUNCHED CHANNELS SIZED FOR STUD FLANGES, GAUGE THE SAME AS STUDS UNLESS OTHERWISE NOTED. SLOTTED HEAD TRACKS AT STUDS TO STRUCTURE ABOVE. METAL FRAMING FINISH: ALUMINUM-ZINC CORROSION RESISTANT COATING, ASTM A792 OR HOT DIPPED GALVANIZED ASTM A525 G60. SCREWS: AS RECOMMENDED OR REQUIRED BY MANUFACTURER, SELF-FILLING, SELF-TAPPING IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. MANUFACTURER'S PROPRIETARY TYPE " SSCJ" C-SHAPED STEEL JOISTS OF THE SIZE INDICATED ON WITH EXTRA-LARGE TRAPEZOID-SHAPED SERVICE HOLES WITH FY=33 KSI FOR 18 GAUGE AND 50 KSI FOR 16, 14 AND 12 GAUGE. PROVIDE JOIST BRIDGING/BLOCKING @ 8'-0" O.C. MAXIMUM. STUDS AND JOISTS INSTALLATION: INSTALL STUDS AND JOISTS AT 24 INCHES ON CENTER TYPICALLY, UNLESS OTHERWISE INDICATED. DO NOT SPLICE STUDS AND JOISTS. PROVIDE STUDS NOT MORE THAN 2 INCHES FROM EACH CORNER OF WALL OR ABUTTING CONSTRUCTION. SECURE STUDS TO TOP AND BOTTOM TRACKS WITH 2-#10 SCREWS PER LOCATION. BACKING PLATES: 16 GAUGE GALVANIZED SHEET METAL COVERING FULL WIDTH OF STUD SPACING BY 4 INCH WIDE MINIMUM. INSTALL STUD TRACK OR SHEET METAL BACKING AS INDICATED AND AS NECESSARY TO SUPPORT ALL PRODUCTS ATTACHED TO WALL OR CEILING AFTER COMPLETION OF FINISH SURFACE, INCLUDING TOILET AND BATH ACCESSORIES, PLUMBING AND ELECTRICAL FIXTURE, ELECTRICAL PANELS, TOILET PARTITIONS, CASEWORK, HARDWARE, HANDRAILS AND TRIM. TRACK INSTALLATION: PLACE AND ALIGN TRACKS IN CONFIGURATIONS SHOWN. SECURE TOP, BOTTOM AND SIDE TRACKS AT MAXIMUM 24 INCHES ON CENTER TO STRUCTURE USING FASTENERS AS DETAILED. PROVIDE FOR DEFLECTION AT TOP TRACK OF PARTITION FRAMING ABUTTING STEEL FLOOR OR ROOF DECK, AS INDICATED ON THE DRAWINGS. COORDINATION: COORDINATE ERECTION OF STUDS AND JOISTS WITH INSTALLATION OF SERVICE UTILITIES TO MINIMIZE DISCONTINUITY IN FARMING. ALIGN STUD WEB OPENINGS. COORDINATE WITH INSTALLATION OF BUCKS, ANCHORS, BACKING, BLOCKING, PLUMBING, MECHANICAL AND ELECTRICAL COMPONENTS TO PROVIDE NECESSARY CLEARANCES AND SUPPORTS. COORDINATE WITH REQUIREMENTS FOR DOOR AND WINDOW FRAME SUPPORTS AND ATTACHMENTS. CLEARANCES: MAINTAIN CLEARANCE UNDER BUILDING STRUCTURAL MEMBERS TO AVOID DEFLECTION TRANSFER TO NON-LOAD BEARING FRAMING. OPENINGS AND RECESSES: PROVIDE FRAMED OPENINGS FOR ALL RECESSED AND BUILT-IN COMPONENTS. COORDINATE INSTALLATION OF FRAMING WITH REQUIREMENTS FOR DOOR AND WINDOW FRAME SUPPORTS AND ATTACHMENTS. BRACING INSTALLATION: INSTALL BRACING AT STUDS AND JOISTS TO MAKE RIGID. INSTALL INTERLOCKING BRIDGING MEMBER THROUGH STUD WEB OPENINGS AT STUDS 7-1/2 FEET IN LENGTH OR GREATER. LIGHT GUAGE METAL FRAMING GENERAL NOTES 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 15. 16. 14. 1.ALL COLD-FORMED METAL FRAMING SHALL CONFIRM TO AISI STANDARD S100-16 "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS''. 2.SHALL MEET ALL THE REQUIREMENT AISI 2016 LATEST EDITION. 3.CONTRACTOR SHALL PROVIDE EFFECTIVE, FULL TIME QUALITY CONTROL OVER ALL FABRICATION AND ERECTION COMPLYING WITH THE PERTINENT CODES AND REGULATIONS OF GOVERMENT AGENCIES HAVING JURISDICTION. 4.PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO, TRACKS, CLIPS WEB STIFFENERS, ANCHORS, FASTENING DEVICES, RESILIENT CLIPS, AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALLATION, AND AS RECOMMENDED BY THE MANUFACTURER FOR THE STEEL MEMBERS USED. 5.FASTENING OF COMPONENTS SHALL BE WITH ICC APPROVED SELF-DRILLING SCREWS OR WELDING, SCREWS OR WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF THE CONNECTION ALL WELDS OF GALVANIZED STEEL SHALL BE TOUCHED UP WITH A ZIN-RICH PAINT. ALL WELDS OF CARBON SHEET STEEL SHALL BE TOUCHED UP WITH PAINT. WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED. 6.UNIFORM AND LEVEL JOIST BEARING SHALL BE PROVIDES AT FOUNDATION WALLS BY MEANS OF SHIMS AND/OR NON-SETTING GROUT. 7.ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO AISI "SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL'', LATEST EDITION. 8.ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS IN FULL COMPLIANCE WITH AWS D1.3 9.UNLESS NOTED OTHERWISE ON THE DRAWINGS, SCREWS SHALL BE #10-16 SELF DRILLING, SELF TAPPING HEX HEAD SCREWS WITH HEAD DIAMETER OF 0.333 IN. 17.IN-LINE FRAMING: EACH JOIST, RAFTER, TRUSS, AND STRUCTURAL WALL STUD (ABOVE OR BENEATH) SHALL BE ALIGNED VERTICALLY ACCORDING TO LIMIT OF AISI-S200. THE ALIGNMENT TOLERANCE IS NOT REQUIRED WHERE LOAD DISTRIBUTION MEMEBER IS SPECIFIED IN PLAN DRAWINGS OR DETAILS. CONNECTION NUMBER AND SIZE OF FASTENERS SPACING OF FASTENERS FLOOR JOIST TO TRACK OF AN INTERIOR LOAD BEARING WALL. FLOOR JOIST TO TRACK AT END OF JOIST SUBFLOOR SHEATHING TO FLOOR JOIST 2-#10 SCREWS EACH JOIST 2-#10 SCREWS ONE PER FLANGE OR TWO PER BEARING STIFFENER #10 SCREWS2 1 6" ON CENTER ON EDGES AND 10" ON CENTER AT INTERMEDIATE SUPPORTS STUD TO TOP OR BOTTOM TRACK 2-#10 SCREWS EACH END OF STUD, ONE PER FLANGE STRUCTURAL SHEATHING( ORIENTED STRAND BOARD OR PLYWOOD) TO FRAMING 6" ON EDGES & 12" ON INTERMEDIATE SUPPORTS#10 SCREWS 2 1/2" GYPSUM WALL BOARD TO FRAMING #10 SCREWS 12" O.C. CEILING JOIST TO TOP TRACK OF LOAD BEARING WALL.2-#10 SCREWS EACH JOIST ROOF SHEATHING( ORIENTED STRAND BOARD OR PLYWOOD) TO RAFTERS #10 SCREWS 6" ON CENTER ON EDGES AND 12" ON CENTER AT INTERIOR SUPPORTS RAFTER/TRUSS TO BEARING WALL 2-#10 SCREWS EACH RAFTER/TRUSSES 3 GABLE END TRUSS/RAFTERS TO ENDWALL TOP TRACK #10 SCREWS 12" O.C. RAFTER TO CEILING JOIST OR RIDGE MEMBER MIN. #10 SCREWS SEE NOTE NO.4 FASTENING SCHEDULE :(AS PER AISI LATEST EDITION )PREFABRICATED OR SPECIALTY ITEMS AND THEIR COMPONENTS, WHICH ARE INDICATED BY THE STRUCTURAL DRAWINGS TO BE DESIGNED BY OTHERS, MAY BE SUBMITTED TO THE ARCHITECT AND/OR ENGINEER OF RECORD FOR REVIEW AS A DEFERRED SUBMITTAL PROVIDED THAT SUCH SUBMITTAL IS AUTHORIZED BY THE BUILDING DEPARTMENT. DEFERRED SUBMITTALS REQUIRED TO BE SUBMITTED TO THE STRUCTRURAL ENGINEER OF RECORD SHALL INCLUDE BUT NOT BE LIMITED TO: A. MECHANICAL, ELECTRICAL AND PLUMPING EQUIPMENT B. SELF SUPPORTING, PRE-MANUFACTURED STAIR ASSEMBLY C. PREFABRICATED ROOF & FLOOR TRUSSES D. HVAC STRUCTURAL SUPPORT REQUIREMENTS E. AWNINGS, SIGNAGE, FASCIAS, ETC. F. FIRE SPRINKLERS G. CONTINUOUS TIE DOWN SYSTEM H. CONCRETE MIX DESIGN STRUCTURAL STEEL TO BE SUPPLIED DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH AISC SPECIFICATIONS. NON-SHRINK GROUT BENEATH COLUMN BASES OR BEARING PLATES SHALL BE 5000 PSI(MIN.) NON-SHRINK SHALL BE INSTALLED IMMEDIATELY AFTER COLUMN IS PLUMBED. CONTRACTOR SHALL NOT LOAD COLUMN ANCHOR BOLTS UNDER PLACEMENT OF NON-SHRINK GROUT WITHOUT TAKING APPROPRIATE MEASURES TO PREVENT BUCKLING OF ANCHOR BOLTS UNDER CONSTRUCTION LOADS. CONTINUOUS AND PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE WORK AS DESCRIBLE IN IBC/CBC CHAPTER 17, SEE INSPECTION SCHEDULE BELOW, ONLY CHECKED ITEMS ARE REQUIRED. APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OF FAILURE TO COMPLY WITH THE PLANS OR SPECIFICATIONS, ANY DETAIL THAT FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE STRUCTURAL ENGINEER FOR INTERPRETATION OR CLARIFICATION. CONTINUOUS SPECIAL INSPECTION PER AWS D1.1 IS REQUIRED FOR ALL STRUCTURAL STEEL WELDING, EXCEPT FOR SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE. STRUCTURAL WOOD, PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEARWALLS, SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING OF COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM, INCLUDING WOOD SHEARWALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS, AND HOLD-DOWNS, EXCEPTION: SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEARWALLS, SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM, WHERE THE FASTENER SPACING OF THE SHEATHING IS MORE THAN 4 INCHES ON CENTER. INSPECTIONS SHALL BE PERFORMED BEFORE COVERING. 1. 1. 1. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS. SHOP DRAWINGS ARE REVIEWED ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS. DESIGN ACCURACY OF SUCH PRODUCT, DIMENSIONS AND QUANTITY OF THE PRODUCT IS NOT REVIEWED BY EOR. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DRAWINGS SHALL BE CLOUDED. ANY OF THE AFOREMENTIONED SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW UNLESS SPECIFICALLY NOTED ACCORDINGLY. 3. PROVIDE THE FOLLOWING MATERIALS FOR STRUCTURAL STEEL, UNO:2. ROLLED WIDE FLANGE SECTIONS HOLLOW STRUCTURAL SECTIONS (HSS), SQUARE AND RECT. ASTM A992 (Fy = 50 ksi) ASTM A500, GR.B (Fy = 46 KSI) STEEL PIPE ASTM A53, GR B (Fy=35 KSI) HOLLOW STRUCTURAL SECTION (HSS), ROUND ASTM A500, GR. B (Fy=42 KSI) HP SECTIONS ASTM A572, GR.50 (Fy=50 KSI) PLATES, ANGLES, CHANNELS & TEES ASTM A36 MACHINE BOLTS ASTM A307 HIGH STRENGTH BOLTS ASTM A325, Type N, A490 WELDED HEADED STUDS ASTM A108 HOLES FOR BOLTS SHOULD BE DRILLED OR PUNCHED & SHALL BE 1/16" LARGER THAN BOLT DIAMETER. ALL STRUCTURAL WELDING PROCEDURES AND MATERIALS SHALL CONFORM TO BUILDING CODE, SECTION 2204.1. ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS. ALL TESTING AND INSPECTION OF SHOP AND FIELD WELDING OPERATIONS SHALL BE MADE BY A CERTIFIED WELDING INSPECTOR WHICH ARE APPROVED BY THE BUILDING OFFICIAL. 3. 4. 5. WELDING SHALL CONFORM THE LATEST EDITION OF AWS D1.1 AND SHALL USE EITHER THE SHIELDED OR FLUX CORE METHODS. ELECTRODES USED SHALL BE E70XX, E71-T8 OR E70-T6. ALL WELDING SHALL BE PERFORMED BY QUALIFIED AND CERTIFIED WELDERS. 6. ALL FABRICATIONS SHALL BE DONE IN A SHOP OF AN APPROVED AND LICENSED FABRICATOR BY AISC AND/OR LOCAL JURISDICTION. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. 7. MASONRY WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 530, "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" AND CBC 2104. 1. MIN. SPECIFIED COMPRESSIVE STRENGTH SHALL BE F'M = 2000 PSI, UNO ON THE PLANS. 2. CEMENT: ASTM C-150, LOW ALKALI, TYPE I OR II PORTLAND CEMENT. (MASONRY CEMENT AND PLASTIC CEMENT SHALL NOT BE USED). 3. MORTAR: A. CONFORMING TO ASTM C-270, TYPE S. B. MIX PROPORTIONS SHALL CONFORM TO ASTM C-270. C. AGGREGATES SHALL CONFORM TO ASTM C-144. 4. GROUT: A. CONFORMING TO ASTM C-476. B. ATTAINS THE MASONRY COMPRESSIVE STRENGTH F'M OR 2000 PSI AT 28 DAYS, WHICHEVER IS GREATER. C. MIX PROPORTIONS SHALL CONFORM TO ASTM C-476. D. AGGREGATES SHALL CONFORM TO ASTM C-404. E. USE COARSE GROUT IN GROUT SPACES 2 INCHES OR MORE IN WIDTH AND IN CELLS TO BE GROUTED SOLID. 5. PRISM TEST SHALL BE PERFORMED FOR MASONRY WITH f'm OVER 2000 PSI AS DESCRIBED IN BUILDING CODE, SECTION 2105. 6. VERTICAL REINFORCING SHALL BE FULL HEIGHT OF WALL AND SHALL BE BRACED AT 8'-0" MAXIMUM TO PREVENT MOVEMENT WHILE GROUTING. 7. HORIZONTAL REINFORCING SHALL BE IN BOND BEAM UNITS AND TIED SECURELY TO VERTICAL REINFORCING. 8. DOWELS, ANCHORS, AND OTHER EMBEDDED ITEMS SHALL BE TIED SECURELY IN PLACE TO PREVENT MOVEMENT WHILE GROUNTING, WET SETTING OR STABBING IS NOT ALLOWED. 9. MAXIMUM GROUT LIFTS SHALL NOT EXCEED 8'-0" AND CLEANOUTS AT THE BOTTOM OF ALL CELLS SHALL BE USED UNLESS THE LIFT IS 4'-0" OR LESS, THE CLEANOUTS SHALL BE SEALED BEFORE GROUTING. GROUT FOR EACH POUR SHALL BE STOPPED 1 1/2" BELOW THE TOP OF A BLOCK COURSE EXCEPT AT TH FINAL COURSE. ALL GROUT SHALL BE THOROUGHLY CONSOLIDATED BY VIBRATING IMMEDIATELY AFTER PLACING. SHAKING OR RODDING REBAR IS NOT ALLOWED. FILL ALL CELLS WITH GROUT. 10. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE SAFETY OF LIFT HEIGHT FOR OPEN ENDED OR FIELD MODIFIED BLOCKS. 11. THE SHOP DRAWINGS DO NOT SUPERSEDE OR REPLACE THE ORIGINAL CONTRACT DRAWINGS. ANY ENGINEERING PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL BEAR THE SEAL OF AN APPROPRIATELY REGISTERED ENGINEER. ENGINEERING SYSTEM SOLUTIONS SHALL NOT BE RESPONSIBLE FOR THE ADEQUACY OF ENGINEERING DESIGNS PERFORMED BY OTHERS. 4. SHOP DRAWINGS SHALL REFERENCE DATE AND DELTA (IF ANY) OF CONTRACT DRAWINGS.5. ALL DEFERRED SUBMITTALS SHALL INCLUDE CALCULATIONS AND DRAWINGS PREPARED IN ACCORDANCE WITH ALL APPLICABLE BUILDING CODES AND STAMPED BY AN APPROPRIATELY LICENSED PROFESSIONAL ENGINEER. SUBMITTALS SHALL SHOW LOCATION AND MAGNITUDE OF LOADS, SIZE AND CONFIGURATIONS OF MEMBERS, AND COMPATIBILITY WITH THE PRIMARY STRUCTURAL SYSTEM. 2. CONTRACTOR RESPONSIBLE FOR CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THIS STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH A SYSTEM OR COMPONENT PER SEC 1704.4. WHERE FABRICATION OF MEMBERS AND ASSEMBLIES IS PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE REQUIRED BY THIS SECTION, UNLESS THE FABRICATOR IS REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION, APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY, AT COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE OF VEVIRYING APPROVAL OF FABRICATOR. 2. 3. 4. 5. 6. STRUCTURAL STEEL 8. WELDS IDENTIFIED AS REQUIRING CONTINUOUS OR PERIODIC INSPECTIONS NEED NOT TO HAVE CONTINUOUS SPECIAL INSPECTION WHEN THE WELDING IS PERFORMED IN AN APPROVED FABRICATOR'S SHOP. FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE IN ACCORDANCE WITH CBC SECTION 1704.2. 9. ALL FULL PENETRATION GROVE WELDS FOR MOMENT CONNECTIONS SHALL BE ULTRASONICALLY INSPECTED BY AN APPROVED TESTING AGENCY AND SHALL CONFORM TO THE LASTEST EDITION OF AWS D1.1, SECTIONS 5 & 6. 10. STEEL FABRICATOR SHALL VERIFY ALL DIMENSIONS WITH ARCHITECTURAL AND STRUCTURAL DRAWINGS AND COORDINATE WITH MECHANICAL DRAWINGS AND SUB-CONTRACTOR FOR SIZE, LOCATION OF ALL MECHANICAL UNITS AND OPENINGS. 11. ALL MISC. FILLET WELDS NOT NOTED, INCLUDING THOSE FOR STIFFENERS, MISC. PLATES, ETC. SHALL BE PER AISC 360, TABLE J2.4. 12. WELDED MEMBERS AND CONNECTIONS IN THE SEISMIC LOAD RESISTING SYSTEM SHALL BE SUBJECT TO AWS D1.8 REQUIREMENTS. 13. NUTS ASTM A563 ANCHOR RODS/BOLTS ASTM F1554, GR. 36 OR 55 MASONRY STRUCTURAL MASONRY SHALL BE HOLLOW, MEDIUM WEIGHT(115 PCF), LOAD BEARING CONCRETE MASONRY UNIT CONFORMING TO CBC 2103.1. BLOCK TEST DATA BY A CERTIFIED LAB. SHALL BE PROVIDED TO THE EOR FOR REVIEW. 12. ALL MASONRY BLOCK CONSTRUCTION SHALL BE PLACED IN RUNNING BOND METHOD WITH ALL VERTICAL CELLS IN ALIGNMENT, TYP. 13. LAP REINFORCING BARS PER TYPICAL MASONRY LAP SCHEDULE, U.N.O.14. MECHANICAL, ELECTRICAL AND PLUMBING PENETRATION SHALL COMPLY WITH: A. DO NOT CUT ANY REINFORCING THAT MAY INTERFERE WITH ANY PENETRATIONS. INSTALL SLEEVES AS REQUIRED PRIOR TO GROUTING OF CELLS. B. NO PENETRATION SHALL BE CORED WITHOUT PRIOR APPROVAL FROM EOR. C. CONDUITS AND PIPING PARALLEL TO PLANE OF WALL MAY NOT BE EMBEDDED IN WALL D. PENETRATION AT LINTELS, PILASTERS AND JAMBS ARE ONLY PERMITTED AS SHOWN OR SPECIFICALLY DETAILED. NO OTHER PENETRATION IS ALLOWED. 15. SUBMITTALS AND SHOP DRAWINGS STATEMENT OF SPECIAL INSPECTION: THE SPECIAL INSPECTOR SHALL BE A QUALIFIED INDIVIDUAL WHO WILL DEMONSTRATE COMPETENCE, AND KNOWLEDGE TO THE BUILDING OFFICIAL, FOR THE SPECIFIC TYPE OF SPECIAL INSPECTION REQUIREMENT REQUIRED PER SCHEDULE BELOW. 7. WOOD SPECIAL INSPECTIONS SHALL BE PER CBC SECTION 1705.5.8. SPECIAL INSPECTIONS FOR WIND AND SEISMIC RESISTANCE SHALL BE PER SECTION 1705.11 AND 1705.12 RESPECTIVELY. 9. REQ'D(?) STATEMENT OF SPECIAL INSPECTIONS (ONLY INDICATED ITEMS ARE REQUIRED) INSPECTION ITEMS SPECIAL INSPECTIORS (NAME, PHONE#, REGISTRATION#) STRUCTURAL STEEL (1705.2.1) STEEL FRAME JOINT DETAILS COLD-FORMED STEEL DECK (1705.2.2) OPEN-WEB STEEL JOISTS AND JOISTS GIRDERS (1705.2.3) REINFORCING STEEL AND PRE-STRESSING STEEL TENDONS SHOTCRETE (CURING TEMPERATURE, DESIGN MIX, PLACEMENT, STRENGTH ETC. PER TABLE 1705.3) COLD-FORMED STEEL TRUSSES SPANNING >= 60 FT CONCRETE CONSTRUCTION (DESIGN MIX, FORMWORK, PLACEMENT, ETC. PER TABLE 1705.3) (SEE 1705.3 EXCEPTIONS) STRUCTURAL WELDING/REBAR WELDING ALL MASONRY CONSTRUCTION (1705.4) WOOD FOR HIGH LOAD DIAPHRAGMS (1705.5.1) METAL-PLATE-CONNECTED WOOD TRUSSES SPANNING >=60 FT SOILS (EXCAVATION, FILL, ETC. PER 1705.6) (SEE 1705.6 EXCEPTIONS) DRIVEN PILES PER 1705.7 CAST IN PLACE PILES PER 1705.8 HELICAL PILE FOUNDATIONS PER 1705.9 ERECTION OF PRE- CAST CONCRETE MEMBERS BOLTS INSTALLED IN CONCRETE HIGH STRENGTH BOLTING/MATERIAL VERIFICATION WOOD DIAPHRAGM AND SHEAR WALLS* *: FOR SPECIAL INSPECTION OF WOOD DIAPHRAGMS AND SHEAR WALLS, CONTACT EOR FOR SCHEDULE. EPOXY/ POST INSTALLED ANCHORSYES YES YES YES YES GE N E R A L N O T E S & RE Q U I R E M E N T S S0.2 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 01/13/2025 Pr o j e c t A d d r e s s : NE X X B U R G E R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 01 / 1 3 / 2 0 2 5 CL I E N T R E V I S I O N 201 E Sandpoint Ave. Suite #400 Santa Ana, CA 92707 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 01/13/2025 Pr o j e c t A d d r e s s : NE X X B U R G E R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 01 / 1 3 / 2 0 2 5 CL I E N T R E V I S I O N 201 E Sandpoint Ave. Suite #400 Santa Ana, CA 92707 S0.3 TY P I C A L D E T A I L S 4 3 5 6 TY P I C A L D E T A I L S 1 810 9 SHEAR WALL FRAMING ELEVATION CONCRETE FLOOR CONDITION WOOD FLOOR CONDITION 1' MIN.PARTIAL SHEET AT WALL END ONLY 1' MI N . WH E R E RE Q ' D 7" MI N . STAGGER HORIZ. PANEL JOINTS, TYP OR USE FULL HEIGHT SHEETS WHERE POSSIBLE FULL SIZE PLYWOOD SHEET TYP. U.O.N. HEADER PER PLAN EDGE NAIL TO HOLD DOWN END POST ANCHOR BOLTS PER SHEAR WALL SCHEDULE EDGE NAIL TO SILL BLK'G AT PANEL EDGES SAME SIZE AS PANEL EDGE STUD WITH STAGG. E.N. FIELD NAILING @12" O.C. EDGE NAIL AT PANEL EDGES TYP. STUDS PLYWOOD FACE GRAIN PARALLEL TO STUD EDGE NAIL TO SOLE PLATE SOLE PLATE NAILING A35 PER SHEAR WALL SCHEDULE NOTES: 1.PROVIDE STAGGERED NAILING AT ALL PANEL EDGES. 2. STUDS ARE SPACED @ 16" O.C. MAX. U.O.N. 3. PROVIDE 1/8" GAP BETWEEN ADJACENT PANELS. EDGE NAIL TO TOP PLATES STAGGER NAILS EDGE NAIL AT ALL VERTICAL PANEL SPLICES (STAGG.). POST SIZE AT SPLICE PER SHEAR WALL SCHEDULE NOTES. TYPE HOLDOWN WHERE OCCURS 2x TRIMER W/ 16d @ 6" O.C. TO KING STUD DOUBLE SILL IF OPENING =8'-0" OR GREATER PARTITION WALL (NON-BEARING/ NON-SHEARWALL) 1/ 2 " GA P FLOOR LINE H TOP OF PARTITION PARALLEL TO JOISTS 1/ 2 " GA P FLOOR LINE H TOP OF PARTITION PERPENDICULAR TO JOISTS 1/2 "GAP TOP OF PARTITION TO CONC. SLAB 1/ 2 " GA P 4x W/ 1/2" Ø HILTI KH-EZ @48" O.C. W/ 5" EMBED EA SIDE DBL. TOP PLATES CEILING WHERE OCCURS SLAB PER PLAN 2-16d TOE NAIL 2x4 FLAT @ 48" O.C. DBL. TOP PLATES 2x6 BRACING W/ (3)16d EA END @ 8'-0" WHERE WALL IS: 2x4 AND H> 14'-0" 2X6 AND H> 22'-0" PROVIDE 2x6 CONT. @ MIDSPAN WHERE BRACE EXCEEDS 6'-0" W/(2) 16dCEILING WHERE OCCURS SIMPSON DTC (SLOT VERTICAL) AT EA JOIST OR RAFTER DBL. TOP PLATES CEILING WHERE OCCURS SIMPSON DTC (SLOT VERTICAL) CLIP @ EA RAFTER CEILING WHERE OCCURS SIMPSON STCT CLIP (SLOTS VERTICAL) WHERE REQUIRED @ EA RAFTER TRUSS BOTTOM CHORD OR ROOF JOIST TRUSS BOTTOM CHORD OR ROOF JOIST TRUSS BOTTOM CHORD OR ROOF JOIST FRAMING AT NON BEARING WALLS NON BEARING WALLS FLOOR JOIST PER PLAN SIMPSON Z CLIP EA. END 2X BLOCKING @16" O.C. SIMPSON Z CLIP EA. END 2X BLOCKING @16" O.C. WALL PARALLEL TO JOIST WALL PERPENDICULAR TO JOIST NON BEARING WALLS PROVIDE DOUBLE JOISTS UNDER NON BEARING WALLS NON BEARING WALLS PROVIDE FULL HEIGHT BLK'G UNDER NON BEARING WALLS 2x SAWN LUMBER 1 3/4" ENGINEERED LUMBER WEB STIFFENER WALL PARALLEL TO JOIST OPTION NOTES: 1. NAILS SHALL BE DRIVEN TIGHT BUT SHALL NOT FRACTURE SURFACE OF SHEATHING. 2. PLYWOOD OSB PIECES SHALL CONTAIN NOT LESS THAN 8 SQ. FT. NOR BE LESS THAN 2-0" WIDE. 3. MAXIMUM UNSUPPORTED SHEATHING TO BE 24". 4. FRAMING AT ADJOINING PANEL EDGE SHALL BE 3" NOMINAL OR WIDER AND NAILS AT ALL PANEL EDGES SHALL BE STAGG. WHERE PANEL EDGE NAILING IS SPECIFIED AT 2 1/2" 0.C. OR LESS. 5. ALL PANEL EDGES OF THE FLOOR SHEATHING SHALL HAVE APPROVED T AND G JOINTS OR SHALL BE SUPPORTED BY BLK'G. PER IBC/CBC TABLE 2304.8 (3) FOOTNOTE D. 6. DIAPHRAGM BOUNDARY SHALL BE SUPPORTED BY FRAMING MEMBERS WITH BOUNDARY NAILING. SECTION A-A PLAN 1/8" GAP 4'-0"x8-0" SHEETS, STAGG. AS SHOWN FIELD NAILING SHEATHING EDGE NAILS 2x MIN. FRAMING DIRECTION OF FACE GRAIN PERPENDICULAR TO SUPPORT DISCONTINUOUS EDGE W/2x MIN. FRAMING BLK'G. CONT. EDGE W/2x MIN. BLK'G. AT BLOCKED DIAPHRAGM JOIST PER PLAN CONT. EDGE W/O BLK'G. @ UNBLK'G. DIAPHRAGMEDGE NAILING STAGG. AA PANEL JOINT ROOF OR FLOOR SHEATHING LAYOUT BOUNDARY NAILING 4' - 0 " M A X 1" MIN PENETRATION SECTION OF DOUBLE JOISTS PLAN VIEW NOTES: SEE ARCHITECTURAL, PLUMBING, MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF OPENING WOOD JOISTS PER PLAN SHEATHING PER PLAN MSTA30 W/2x BLOCK TYP. @ CORNER DOUBLE JOISTS TAIL JOIST HANGER PER PLAN EDGE NAILING COMMON NAILS @ 6" O.C. EACH FACE TOP AND BOTTOM WEB STIFFENER AT HANGER (I-JOIST ONLY) TYP. FLOOR AND ROOF OPENING 1. INTERSECTION w/ POST INTERSECTION w/o POST OUTSIDE CORNER w/ POST OUTSIDE CORNER w/o POST NOTE: SEE FRAMING PLAN FOR SHEAR WALL LOCATIONS, ORIENTATIONS AND SCHEDULE REFERENCES 16d @ 12" O.C. FOR 2x STUD 20d @ 6" O.C. FOR 3x STUD PLYWOOD AT DOUBLE-SIDED WALL POST AT PER PLAN 16d @ 12" O.C. POST AT PER PLAN 2x OR 3x STUD AS REQ'D., TYP. PER S.W. SCHED. PLY. CONT. THRU WALL INTERSECTION ATDOUBLE-SIDED WALL 16d @ 12" O.C. FOR 2x STUD 20d @ 6" O.C. FOR 3x STUD DOUBLE 2x, MIN. 16d @ 12" O.C. SHEAR WALL/ INTERSECTION DOUBLE STUDS 16d @24" O.C. TYP. WALL INTERSECTION POST SEE PLAN OR SOLID BLK'G. SEAT ON HEADER (2)2x TOP PL'S PROVIDE FULL WIDTH BLK'G. UNDER POST ABOVE JOIST SEE PLAN FOR DIRECTION POST SEE PLAN SIMP. A34 EACH SIDE 2x SOLE PL. PLYWOOD SHEATHING SEE PLAN BLOCKING AT POSTS/TRIMMERS13 1/2" MAX. NOTES: 1. INSTALL SOLE PLATE ANCHORAGE AS SHOWN AND AT SPACING INDICATED IN WOOD SHEARWALL BASE CONNECTION SCHEDULE. 2. STAGGER ANCHORS AT DOUBLE SIDE OF SHEARWALL SHEARWALL WHERE OCCURS SOLE PLATE ANCHORAGE PER SHEARWALL SCHEDULE 1/2" MAX. SHEARWALL WHERE OCCURS CONCRETE SLAB PLATE WASHER 0.229"x3"x3"- MIN. @SHEARWALL APPLICABLE NOTE 2@SHEARWALL APPLICABLE NOTE 2 WOOD SHEARWALL SILL PLATE ANCHORAGE14 SPLICE LENGTH OF REINFORCEMENT CLASS B REBAR TENSION SPLICE LENGTH (PROVIDED CONCRETE COVER, CLEAR BAR SPACING AND TRANSVERSE REINFORCEMENT ARE IN COMPLIANCE WITH ACI 318-19, CHAPTER 25) f'c 25 0 0 P S I NO R M A L WE I G H T CO N C R E T E 30 0 0 P S I NO R M A L WE I G H T CO N C R E T E LOCATION *TOP BARS AND HORIZONTAL WALL STEEL OTHER BARS *TOP BARS AND HORIZONTAL WALL STEEL OTHER BARS Fy 40 60 40 60 40 60 40 60 3 4 5 6 7 8 9 10 11 SPLICE LENGTH IN INCHES 20 27 34 41 59 68 76 86 95 30 41 51 61 89 101 114 129 143 16 21 26 31 46 52 59 66 73 23 31 39 47 68 78 88 99 110 19 25 31 37 54 62 70 78 87 28 37 46 56 81 93 104 118 131 14 19 24 28 42 47 54 60 67 21 28 36 43 62 71 80 90 100 REBAR TENSION SPLICE LENGTH (PROVIDED MASONRY COVER, CLEAR BAR SPACING AND TRANSVERSE REINFORCEMENT ARE IN COMPLIANCE WITH ACI 530-13, SECTION 9.3.3.3 ) fy f'm 1500 3 4 5 6 7 8 9 SPLICE LENGTH IN INCHES 19 34 45 54 63 72 81 18 30 45 54 63 72 81 18 26 41 54 63 72 81 18 24 38 54 63 72 81 BAR SIZE (psl)(psl) 2000 2500 3000 60000 15 WALL FRAMING INTERSECTION FRAMING CORNER FRAMING SCREWS AS REQUIRED SCREWS AS REQUIRED STUD OR CLIP ANGLES AS REQUIRED FOR STUD CONNECTION WALL TRANSITION SCREWS AS REQUIRED NOTES: - CONNECT MULTI-STUD AND CORNER TOGETHER W/#10 SDS @12" O.C. U.N.O 16 TYP. TOP TRACK SPLICE EQUAL±EQUAL± 24" MAX. MIN 16 GA. TOP TRACK (54 MILS) PER PLAN STUD SPLICE SAME THICKNESS W/ TOP TRACK 16" LONG STUD SPLICE SAME THICKNESS W/ TOP TRACK W/(8) #10 SCRWS EA. SIDE (16 TOTAL) U.N.O CFS STUD WALL MIN 16 GA. TOP TRACK (54 MILS) PER PLAN A-A 17 FOOTING SCHEDULE LEGEND FOUNDATION NOTES 1.REFER TO SHEET S0.1 FOR MORE INFORMATION. 2.CONTRACTOR IS RESPONSIBLE FOR VERIFYING PREFABRICATED SHEAR WALLS AND MATCH TOP PLATE HEIGHT AND WALL WIDTH AND NOTIFY ENGINEER OF RECORD IF DIFFERENT THAN PLANS. 3.TOP OF ALL EXTERIOR FOOTING, GRADE BEAM FOOTING, PAD FOOTING, OR FLAG POLE FOOTING TO BE MIN. 6" BELOW FINISH GRADE. 4.FOR NON-SHEAR WALLS, MASA/MASAP MUDSILL ANCHORS CAN BE USED IN LIEU OF ANCHOR BOLTS WITH END DISTANCE OF 4" MIN. PER ESR #2555. 5.FOR DOUBLE SHEAR PANEL TYPES SW3, SW4, SW5 USE MIN. 3X6 SILL PLATES U.N.O. DENOTES HOLDOWN PER SCHEDULE DENOTES PAD NUMBER PER SCHEDULE DENOTES SLAB STEP PER ARCH. (VERIFY PRIOR TO CONSTRUCTION) HOLDOWN SCHEDULE DENOTES DETAIL SHEET NUMBER DENOTES DETAIL NUMBER REFER TO DETAIL 5/S0.6 PAD SIZESYMBOL 2'-0" SQ. x 24" THICK SYMBOL SIMPSON HOLDOWN USP HOLDOWN NOTES STAD10 HTT22HTT5 STHD10 X SDX DENOTES NEW FOOTING DENOTES NEW PAD DENOTES EXISTING FOOTING DENOTES EXISTING PAD DENOTES SHEAR PANEL LENGTH DENOTES PANEL TYPE, REFER TO SHEARWALL SCHEDULE STEP REINFORCEMENT (3) #4 E.W. X X X X'-X" PF1 HD1 HD3 DENOTES POST OR TRIMMER AS NOTED #X DENOTES PAD NUMBER IN CALCULATIONS CF1 CONT. W=12", D=24"CONT. (2) #4 TOP & BOTTOM REFER TO DETAIL 1/S0.6 2'-6" SQ. x 24" THICK (4) #4 E.W.PF2 DOUBLE C-STUD HALLWAY RESTROOM ALL GENDER FREEZER W.I.C. RESTROOM ALL GENDER FOOD PREP/DISH WASH MAIN ENTRANCE SECONDARY ENTRANCE DRY STORAGE OFFICE WAITING AREA CLOSET RESTAURANT COOKING ELECTRICAL DRY STORAGE SW 1 4' - 0 " SW 1 4' - 0 " SW1 3'-8" SW1 5'-4" SW1 10'-3" SW1 9'-9" SW 1 19 ' - 9 " 1 2 3 A D B HSS5 x 5 x 1 / 4 HSS 5 x 5 x 1 / 4 SW2 8'-0" SW 1 13'- 6 " SW 1 5' - 5 " SW 1 4' - 0 " SW 1 24 ' - 0 " SW 1 5' - 3 " HD3 HD3 HD3 HD3 HD3 HD1 HD1 HD1 HD1 HD1 HD1 HD3 HD3 HD3 HD3 2 S0.7 10 S0.7 4 S0.7 5 S0.7 5 S0.7 4 S0.7 5 S0.7 5 S0.7 2 S0.7 2 S0.7 HD3 HD3 2 S0.7 5 S0.7 2 S0.7 6 S0.7 6 S0.7 6 S0.7 (E) SLAB (E) SLAB (E) SLAB CF1 4 S0.7 CF1 CF1 (E) FOOTING (E) FOOTING 7 S0.7 7 S0.7 7 S0.7 (E) FOOTING CF1 CF1 9 S0.7 HD1 HD1 HD1 HD1 PF2 #2 9 S0.7 PF2 #3 SW2 12'-0" HD3 HD3 C HD3 2 S0.7 10 S0.7 4'-0" 2 S0.7 1 1 2022 CALIFORNIA BUILDING CODE (1), (3) (4) (2) (1) 870 (PLF) SHEAR ALLOWABLE 220 PANEL TYPE SHEAR 8 d's 10 d's @ 2" O.C. 8 d's @ 2" O.C. @ 3" O.C. 15/32" APA Structural I rated 3/8" APA rated 10 d's @ 12" O.C. 8 d's @ 12" O.C. 8 d's @ 12" O.C. 8 d's @ 4" O.C. NAILING (COMMON) EDGE 8 d's@ 6" O.C. 3/8" APA rated rated3/8" APA SHEATHING 8 d's @ 12" O.C. @ 12" O.C.8 d's FIELD (COMMON) NAILING PERIODIC SPECIAL INSPECTION IS REQUIRED. (4) (2) (5) (6) USE CLIPS @ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.). SINKER 16d's CONNECTION SILL PLATE @ 4" O.C. @ 6" O.C. @ 3" O.C. @ 2" O.C. @ 16" O.C. @ 12" O.C. @ 8" O.C. @ 6" O.C. @ 5" O.C. SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED. USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIED ON FRAMING PLANS. FRAMING CLIPS A35's, LS50's OR LTP4's (5), (6) 2 ROWS STAGG. @ 3" O.C. 1/4"Øx6" SCREWS SDS (8) 260 320 380 410 490 (7)ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24" O.C. MAX. (8)SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS. (9)NAILING @ 6" O.C. WHEN STUDS ARE SPACED @ 24" O.C. (9) (7) (7) (7) 3/8" APA rated 530 640 (7) (10)FOR DOUBLE SIDED SHEAR PANELS: (10)(10)(10) (10)(10)(10) (10)(10)(10) a. USE HALF THE SPACING OF SILL PLATE ANCHOR BOLTS FOR TYPES SW3, SW4 & SW5. c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND HALF THE SPACING, FOR TYPES SW3, SW4 & SW5. 5/8" Ø 2X A.B. SPC'G @ 24" O.C. @ 16" O.C. @ 8" O.C. @ 8" O.C. @ 6" O.C. 48" 42" 36" 24" 18" SHEAR WALL SCHEDULE (4) (2) (4) (2) (4) (2) (3)STUDS ARE SPACED @ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN. b. USE ONLY 1/4"Øx6" SDS SCREWS IN SCHEDULE AND WITH HALF THE SPACING, FOR TYPES SW4 & SW5. SW1 SW2 SW3 SW4 SW5 FOUNDATION PLAN SCALE : 1/4" = 1'-0" 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 01/13/2025 Pr o j e c t A d d r e s s : NE X X B U R G E R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 01 / 1 3 / 2 0 2 5 CL I E N T R E V I S I O N 201 E Sandpoint Ave. Suite #400 Santa Ana, CA 92707 S0.4 FO U N D A T I O N P L A N FRAMING NOTES 1.REFER TO SHEET S0.1 FOR MORE INFORMATION. 2.CONTRACTOR IS RESPONSIBLE FOR VERIFYING PREFABRICATED SHEAR WALLS AND MATCH TOP PLATE HEIGHT AND WALL WIDTH AND NOTIFY ENGINEER OF RECORD IF DIFFERENT THAN PLANS. 3.USP CONNECTORS CAN BE USED IN LIEU OF SIMPSON STRONG TIE IN THIS PROJECT. CONTACT E.O.R. FOR CONVERSION TABLE OR SUBMIT SHOP DRAWINGS TO E.O.R. FOR REVIEW AND APPROVAL. 4.USE USP " TFL " HANGERS FOR CONNECTION OF I-JOISTS TO OTHER FRAMING MEMBERS (U.N.O.) AND " JUS " HANGERS FOR CONNECTION OF SOLID JOISTS. 5.USE ST6224 STRAP FOR THE TOP PLATES SPLICE AT ALL FRAMING LEVELS (3B/S0.7), UNO ON PLANS. 6.USE ST22 STRAP FOR LEDGER SPLICES, UNO. 7.USE (1)CS16 x 3'-0" STRAP AT RIM JOISTS SPLICE, U.N.O ON PLANS. 1¼” MIN. LVL RIM JOISTS SHOULD BE USED AT ALL FLOOR FRAMING EDGES. 8.HEADER AT NON-BEARING WALLS, USE 2x4 FOR OPENINGS UP TO 3'-0" MAX., (2)2x4 FOR OPENINGS UP TO 6'-0" MAX., 4x6 FOR OPENINGS UP TO 12'-0" MAX., (UNO). USE 4x4 FOR OPENINGS LESS THAN 16" AT BEARING WALLS WITHOUT POINT LOADS. 9.WOOD HEADER OR POSTS MADE UP OF 2 OR MORE 2X'S SHALL BE SPIKED TOGETHER PER THE NAILING SCHEDULE. 10.SHEARWALL PANEL TO BE NAILED TO ALL MULTIPLE STUDS RECEIVING HOLDOWNS AND DO NOT BREAK AT PERPENDICULAR WALL LOCATIONS, UNO. FRAMING SCHEDULE DENOTES POST OR TRIMMER AS NOTED LEGEND KEY NOTES LINE OF 2x FLAT BLOCKING W/E.N. DENOTES SHEAR PANEL LENGTH DENOTES PANEL TYPE, REFER TO SHEARWALL SCHEDULE DENOTES BEAM NUMBER, REFER TO E.O.R. CALCULATIONS PROVIDE SOLID BLOCKING WHERE POSTS ARE DISCONTINUOUS AT JOIST SPACE AND/OR FROM TOP OF BEAMS/HEADERS TO LOWER TOP PLATE. TRUSS HANGER BY TRUSS MANUFACTURER SHEAR TRUSS W/E.N. DRAG TRUSS W/E.N. LINE OF FULL HEIGHT BLK'G W/E.N. DENOTES FLOOR TO FLOOR HOLDOWN PER SCHEDULE IN DETAIL 12/S0.7 & 12/S0.8 FRAMING ALIGN POST WITH UPPER FLOOR POST WITH SOLID BLOCKING BETWEEN FLOOR CONTINUOUS LINE OF BLOCKING W/E.N. UNDER SHEAR WALL ABOVE W/ (1) CS16 DENOTES DIRECTION OF FRAMING MEMBER PER FRAMING SCHEDULE DENOTES DETAIL SHEET NUMBER DENOTES KEY NOTE NUMBER DENOTES BEARING WALL DENOTES OVER FRAMING CONTINUOUS JOIST W/E.N. DENOTES POST OR TRIMMER FROM FLOOR ABOVE DENOTES DETAIL NUMBER DENOTES DROP BEAM OR HEADER PER PLAN DENOTES FLUSH BEAM PER PLAN MARK MEMBER TYPE DESIGN ROOF TRUSSES BY OTHERS @ 24" O.C.RT X X X X SDX 1 2 3 4 5 6 7 8 9 DENOTES DRAG DIRECTION BLOCKED ROOF DIAPHRAGM 8d's @ 4" B.N. 8d's @ 6" E.N. 8d's @ 12" F.N. 10 BLOCKED FLOOR DIAPHRAGM 10d's @ 6" B.N. 10d's @ 6" E.N. 10d's @ 12" F.N. 11 X X'-X" X X X DENOTES FRAMING ZONE DIVISION X DENOTES SHEARWALL LINE IN CALCULATIONS DOUBLE C-STUD HALLWAY RESTROOM ALL GENDER FREEZER W.I.C. RESTROOM ALL GENDER FOOD PREP/DISH WASH MAIN ENTRANCE SECONDARY ENTRANCE DRY STORAGE OFFICE WAITING AREA CLOSET RESTAURANT COOKING ELECTRICAL DRY STORAGE AI R F L O W . RTU 1 KEF 1 MAU 1 KEF 2 RTU 2 UNIT W.T. 755# UNIT W.T. 540# UNIT W.T. 970# UNIT W.T.: 215# UNIT W.T. 859# 11 8A 6x 8 H D R ( L O W ) 6x6 HDR 6x6 HDR19 5 1/4"x11 1/4" LVL HDR18 6x6 HDR SB 1 HS S 1 0 x 5 x 3 / 8 S T L B M 6x 8 H D R 6x 6 H D R 10 6x8 CL'G BM 4x 6 RT RT CANT. CA N T . RT RT 5 6x10 CL'G BM 2 5 1/2"x9" GLB 24F-V4 CL'G BM 1 4x6 4x6 RT 6x 6 H D R 25 6x 8 H D R 6x 1 0 C L ' G B M 9 6x6 CL'G BM RT 2- 2 x 6 TR I M 2- 2 x 6 TR I M RT 4x6 14 CANT. 4x10 CL'G BM 15 16 13 4x 1 0 C L ' G B M 12 4x 1 0 C L ' G B M 17 4x 1 0 C L ' G B M RT CA N T . 4x 6 4x 6 GT- 2 1 4x 6 4x6 24 CA N T . 6 x 8 CL ' G B M 4x6 2- 2 x 6 4x 6 4x6 4x6 TR I M 20 6x6 CL'G BM SW 1 4' - 0 " SW 1 4' - 0 " SW1 3'-8" SW1 5'-4" SW1 10'-3" SW1 9'-9" SW 1 19 ' - 9 " 4x6 4x6 4x6 4x6 4x6 4x 6 4x6 3 POINTS BR'G CANT. 3 POINTS BR'G 4x 6 4x 6 4x 6 4x 6 4x 6 6x6 4x6 1 2 3 A D B CANT. 4x10 CL'G BM CANT. 6x10 CL'G BM 1 LO C A T E T R U S S LOCATE TRUSS BLK'G BL K ' G BL K ' G BL K ' G 2A S0.8 LO C A T E T R U S S 1 S1.0 SIMPSON ST6236 1B S0.8 7 S0.8 1B S0.8 1B S0.8 1B S0.8 9 S0.8 15 S0.9 9 S0.8 4 S0.8 4 S0.8 15 S0.8 8 S0.9 9 S0.8 9 S0.8 2 S1.0 3 S0.9 4 S0.9 LOW HI. 5 S0.8 8 S0.8 8 S0.8 9 S0.8 8 S0.8 1A S0.8 1B S0.8 1B S0.8 2A S0.8 1B S0.8 2A S0.8 1A S0.8 8 S0.8 9 S0.3TYP. 15 S0.8 15 S0.8 15 S0.8 4 S0.8 15 S0.8 1 S0.9 8 S0.9 6x12 HDR HSS5 x 5 x 1 / 4 HSS 5 x 5 x 1 / 4 3 S0.9 4 S0.9 LOW HI. 3 S0.9 11 S0.8 TYP. SW2 8'-0" SW 1 13'- 6 " SW 1 5' - 5 " SW 1 4' - 0 " SW 1 24 ' - 0 " SW 1 5' - 3 " 4 S0.8 SIM. 23 6x8 CL'G BM SHEAR TRUSS OFFSET (DRAG LOAD = 4600#) HI. LOW HUC HU HUCQ HUC HUC HUC HUC HU SIM. TYP. 2B S0.8 5 S0.9 5 S0.9 5 S0.9 5 S0.9 5 S0.9 5 S0.9 17 S0.8 1B S0.8 SIM. 8 S0.9 8 S0.9 8 S0.9 16 S0.9 9 S0.9 2A S0.8 2A S0.8 LO C A T E T R U S S LO C A T E T R U S S SIMPSON ST6236 (D R A G L O A D = 1 7 5 0 # ) 14 S0.8 14 S0.8 14 S0.8 13 S0.9 SIM. @ PARAPET SW2 12'-0" 4x6 4x 6 SHEAR TRUSS (DRAG LOAD = 5300#) C 4x6 2- 6 0 0 S 1 6 2 - 5 4 2-600 S 1 6 2 - 5 4 15 S0.9 17 S0.9 5' - 0 " 600S162-43 STUDS @ 24" O.C. 60 0 S 1 6 2 - 4 3 ST U D S @ 24 " O . C . 10 6 S1.0 GT-32 28 4x 8 F L B M HU HU 28 4x 8 F L B M HU GT - 3 1 27 4x8 FL BM HUHU 27 4x8 FL BM HUHU 30 4x8 FL BM HU HU GT - 3 3 29 4x 8 F L B M HU 29 4x 8 F L B M HU GT - 3 1 GT - 3 3 LO C A T E T R U S S 3 S1.0 @ HOOD SIM. TYP. 28A 4x8 FL BM 28A 4x8 FL BM 4x 8 FL B M 4x 8 FL B M 6 S0.8 HU, TYP. 4x8 FL BM 4x8 FL BM GT - 3 3 GT - 3 3 7 S1.0 TYP. @ RTU, MAU, KEF 4 P O I N T S B R ' G R T 4x 6 1B S0.8 1B SD2.0 CA N T . 5 1 / 2 " x 9 " G L B 2 4 F - V 8 C L ' G B M 1A CANT. 5 1/2"x9" GLB 24F-V8 CL'G BM 4x10 CL'G BM 1C CANT. 4x10 CL'G BM RT LOCATE TRUSS 1B 4x 1 0 C L ' G B M 4x 8 CL ' G B M HUHU 10 S0.9 INV. HU HU HU 2-2x6 9 S0.8 2-2x6 9 S0.8 HU HUC1 1 1 17 S0.8 8 S0.8 HI. LOW CONT. 1 8 S1.0 1 4x8 CL'G BM 4x8 CL'G BM HUC HUC 4x 6 CL ' G B M HU HU HU 8 S1.0 TYP.1 9 2-2x6 TRIM 1A SD2.0 2B S0.8 5 CO N T . 5 CO N T . 5 10A S1.0 10A S1.0 10A S1.0 10A S1.0 2022 CALIFORNIA BUILDING CODE (1), (3) (4) (2) (1) 870 (PLF) SHEAR ALLOWABLE 220 PANEL TYPE SHEAR 8 d's 10 d's @ 2" O.C. 8 d's @ 2" O.C. @ 3" O.C. 15/32" APA Structural I rated 3/8" APA rated 10 d's @ 12" O.C. 8 d's @ 12" O.C. 8 d's @ 12" O.C. 8 d's @ 4" O.C. NAILING (COMMON) EDGE 8 d's@ 6" O.C. 3/8" APA rated rated3/8" APA SHEATHING 8 d's @ 12" O.C. @ 12" O.C.8 d's FIELD (COMMON) NAILING PERIODIC SPECIAL INSPECTION IS REQUIRED. (4) (2) (5) (6) USE CLIPS @ 6" O.C. ON SIMPSON STRONG WALL & HARDY FRAME (U.N.O.). SINKER 16d's CONNECTION SILL PLATE @ 4" O.C. @ 6" O.C. @ 3" O.C. @ 2" O.C. @ 16" O.C. @ 12" O.C. @ 8" O.C. @ 6" O.C. @ 5" O.C. SHEATHING PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. PROVIDE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED. USE SPACING PER SCHEDULE IF NUMBER OF FRAMING CLIPS ARE NOT SPECIFIED ON FRAMING PLANS. FRAMING CLIPS A35's, LS50's OR LTP4's (5), (6) 2 ROWS STAGG. @ 3" O.C. 1/4"Øx6" SCREWS SDS (8) 260 320 380 410 490 (7)ALLOWABLE SHEAR ARE FOR STUDS SPACED @ 24" O.C. MAX. (8)SHEATHING CONFORMS TO EITHER DOC PS 1 OR PS 2 STANDARDS. (9)NAILING @ 6" O.C. WHEN STUDS ARE SPACED @ 24" O.C. (9) (7) (7) (7) 3/8" APA rated 530 640 (7) (10)FOR DOUBLE SIDED SHEAR PANELS: (10)(10)(10) (10)(10)(10) (10)(10)(10) a. USE HALF THE SPACING OF SILL PLATE ANCHOR BOLTS FOR TYPES SW3, SW4 & SW5. c. SEE SHEAR TRANSFER DETAIL ON PLAN FOR FRAMING CLIP TYPES AND HALF THE SPACING, FOR TYPES SW3, SW4 & SW5. 5/8" Ø 2X A.B. SPC'G @ 24" O.C. @ 16" O.C. @ 8" O.C. @ 8" O.C. @ 6" O.C. 48" 42" 36" 24" 18" SHEAR WALL SCHEDULE (4) (2) (4) (2) (4) (2) (3)STUDS ARE SPACED @ 16" O.C. MAX. UNLESS NOTED OTHERWISE ON PLAN. b. USE ONLY 1/4"Øx6" SDS SCREWS IN SCHEDULE AND WITH HALF THE SPACING, FOR TYPES SW4 & SW5. SW1 SW2 SW3 SW4 SW5 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 01/13/2025 Pr o j e c t A d d r e s s : NE X X B U R G E R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 01 / 1 3 / 2 0 2 5 CL I E N T R E V I S I O N 201 E Sandpoint Ave. Suite #400 Santa Ana, CA 92707 S0.5 RO O F F R A M I N G P L A N ROOF FRAMING PLAN SCALE : 1/4" = 1'-0" FRAMING NOTES 1.REFER TO SHEET S0.1 FOR MORE INFORMATION. 2.CONTRACTOR IS RESPONSIBLE FOR VERIFYING PREFABRICATED SHEAR WALLS AND MATCH TOP PLATE HEIGHT AND WALL WIDTH AND NOTIFY ENGINEER OF RECORD IF DIFFERENT THAN PLANS. 3.USP CONNECTORS CAN BE USED IN LIEU OF SIMPSON STRONG TIE IN THIS PROJECT. CONTACT E.O.R. FOR CONVERSION TABLE OR SUBMIT SHOP DRAWINGS TO E.O.R. FOR REVIEW AND APPROVAL. 4.USE USP " TFL " HANGERS FOR CONNECTION OF I-JOISTS TO OTHER FRAMING MEMBERS (U.N.O.) AND " JUS " HANGERS FOR CONNECTION OF SOLID JOISTS. 5.USE ST6224 STRAP FOR THE TOP PLATES SPLICE AT ALL FRAMING LEVELS (13B/S0.7), UNO ON PLANS. 6.USE ST22 STRAP FOR LEDGER SPLICES, UNO. 7.USE (1)CS16 x 3'-0" STRAP AT RIM JOISTS SPLICE, U.N.O ON PLANS. 1¼” MIN. LVL RIM JOISTS SHOULD BE USED AT ALL FLOOR FRAMING EDGES. 8.HEADER AT NON-BEARING WALLS, USE 2x4 FOR OPENINGS UP TO 3'-0" MAX., (2)2x4 FOR OPENINGS UP TO 6'-0" MAX., 4x6 FOR OPENINGS UP TO 12'-0" MAX., (UNO). USE 4x4 FOR OPENINGS LESS THAN 16" AT BEARING WALLS WITHOUT POINT LOADS. 9.WOOD HEADER OR POSTS MADE UP OF 2 OR MORE 2X'S SHALL BE SPIKED TOGETHER PER THE NAILING SCHEDULE. 10.SHEARWALL PANEL TO BE NAILED TO ALL MULTIPLE STUDS RECEIVING HOLDOWNS AND DO NOT BREAK AT PERPENDICULAR WALL LOCATIONS, UNO. 11. APPLY TYP. DETAIL 14/S-0.20 TO ALL HEADER AND POST TRIM CONNECTIONS ON THE EXTERIOR WALL. (U.N.O.). 12. PROVIDE (2)2x STUDS UNDER EACH TRUSS, TYP. 13. ALL INTERIOR WALLS SHALL BE SIZE UP THE 4" STUDS (5 PSF INTERIOR PRESSURE) TRASH - ENCLOSURE FOUNDATION NOTES 1.REFER TO SHEET S0.1 FOR MORE INFORMATION. 2.CONTRACTOR IS RESPONSIBLE FOR VERIFYING PREFABRICATED SHEAR WALLS AND MATCH TOP PLATE HEIGHT AND WALL WIDTH AND NOTIFY ENGINEER OF RECORD IF DIFFERENT THAN PLANS. 3.TOP OF ALL EXTERIOR FOOTING, GRADE BEAM FOOTING, PAD FOOTING, OR FLAG POLE FOOTING TO BE MIN. 6" BELOW FINISH GRADE. 4.FOR NON-SHEAR WALLS, MASA/MASAP MUDSILL ANCHORS CAN BE USED IN LIEU OF ANCHOR BOLTS WITH END DISTANCE OF 4" MIN. PER ESR #2555. 5.FOR DOUBLE SHEAR PANEL TYPES SW3, SW4, SW5 USE MIN. 3X6 SILL PLATES U.N.O. DENOTES POST OR TRIMMER AS NOTED LEGEND DENOTES BEAM NUMBER, REFER TO E.O.R. CALCULATIONS DENOTES DIRECTION OF FRAMING MEMBER PER FRAMING SCHEDULE DENOTES DETAIL SHEET NUMBER DENOTES DETAIL NUMBER DENOTES FLUSH BEAM PER PLANX X SDX X X FRAMING SCHEDULE MARK MEMBER TYPE DENOTES SLAB STEP PER ARCH. (VERIFY PRIOR TO CONSTRUCTION)STEP DENOTES FOOTING 1 20 GAUGE TYPE B 1-1/2" METAL DECK BY VERCO OR EQUIVALENT WITH #12 SCREWS, MIN. 14 IN 36" WIDE PANEL SUPPORTS, AND SIDELAPS CONNECTED AT 24" O.C. #12 SCREWS SHALL BE SELF DRILLING, SELF TAPPING SCREWS WITH A MIN. WASHER DIAMETER OF 5/16" AND WASHER THICKNESS OF 0.05". THE SCREWS MUST BE COMPLIANT WITH ASTM C1513. FOOTING SCHEDULE PAD SIZESYMBOL REINFORCEMENT CF1 CONT. W=12", D=24"CONT. (2) #4 TOP & BOTTOM SB2 HSS8x2x3/8 STL BM SB2 HSS8x2x3/8 STL BM SB 4 CO N T . HS S 8 x 2 x 3 / 8 S T L B M SB 4 CO N T . H S S 8 x 2 x 3 / 8 S T L B M 1 HSS 3 " D I A . x 1 / 4 " SB3 HSS8x2x3/8 STL BM SB3 HSS8x2x3/8 STL BM 4 S0.9 TYP.4 S1.0 4 S1.0 4 S1.0 4 S1.0 TYP. HSS 3 " D I A . x 1 / 4 " HSS 3 " D I A . x 1 / 4 " HSS 3 " D I A . x 1 / 4 " HSS 3 " D I A . x 1 / 4 " HSS 3 " D I A . x 1 / 4 " HSS 3 " D I A . x 1 / 4 " HSS 3 " D I A . x 1 / 4 " 5 S1.0 EQ . EQ . EQ . 1' - 0 " 11 S0.7 11 S0.7 13 S0.7 13 S0.7 13 S0.7 13 S0.7 15 S0.7 THICK CONVENTIONAL AND UNDERLAYMENT 5" PER DETAIL 1/S0.7 SLAB w/#4 @ 16" O.C. E.W. 1' - 0 " 13 S0.7 CF1 8" CMU WALL, TYP. 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 01/13/2025 Pr o j e c t A d d r e s s : NE X X B U R G E R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 01 / 1 3 / 2 0 2 5 CL I E N T R E V I S I O N 201 E Sandpoint Ave. Suite #400 Santa Ana, CA 92707 S0.6 ROOF FRAMING PLAN SCALE : 1/4" = 1'-0"TRASH ENCLOSURE FOUNDATION PLAN SCALE : 1/4" = 1'-0"TRASH ENCLOSURE ST R U C T U R A L P L A N S TR A S H E N C L O S U R E 10 " ( S T H D 1 0 ) 14 " ( S T H D 1 4 ) 3" - 5 " MAX. ALLOWABLE SPALL = 1" STHD PER PLAN APPLY ON STUD/POST WHERE NO SHEATHING EXISTS (1)#4 BAR L=56" CENTERED AT STHD REINFORCING PER PLAN CONC. SLAB & REINF. PER PLAN 10 " ( S T H D 1 0 ) 14 " ( S T H D 1 4 ) 3" - 5 " MAX. ALLOWABLE SPALL = 1" (1)#4 BAR L=56" CENTERED AT STHD FINISH GRADE REINFORCING PER PLAN CONC. SLAB & REINF. PER PLAN STHD PER PLAN APPLY ON STUD/POST WHERE NO SHEATHING EXISTS PER PLAN D PE R P L A N PER PLAN AT CURB NOTES: 1.REFER TO MANUF. REQUIREMENTS, SPECIFICATIONS, AND APPLICABLE ICC-ESR REPORT. 2.FOOTING TOP REBAR(S) OR POST-TENSION TENDON MAY BE COUNTED AS REQ'D HOLDOWN REBAR. 3.FOR ALL INFORMATION NOT SHOWN, REFER TO DETAIL 1. AT EXTERIOR FOOTING STHD STRAP HOLDOWN D PE R P L A N 12 " M A X #4 CONT. 1 #4 DOWELS @ 18" O.C. EMBED MIN. 12" INTO NEW FOOTING & MIN 6" INTO EXISTING SLAB.STAGGERED TO BOTH SIDES OF (E) SLAB . DRILL & EPOXY W/ SIMP. SET-3G EPOXY. (SPECIAL INSPECTION REQUIRED) [ICC ESR#4057] 12" MIN. WIDTH PER PLAN MI N . 1 8 " - N O L E S S TH A N E X I S T I N G FO O T I N G D E P T H 6" M I N . SAW CUT (E) SLAB, CHEAP CONC. SURFACE NEW FOOTING W/(2)#4 BAR TOP & BOTTOM EXISTING SLAB 2X P.T.D.F. SILL w/5/8" Ø ANCHOR BOLTS PER SHEAR WALL SCHEDULE 2X STUDS @16" O.C. INTERIOR FINISH EXISTING SLAB NEW INTERIOR BEARING FOOTING IN EXISTING SLAB 3" CLR. COVER, TYP. ISOLATED PAD FOOTING PAD REINFORCEMENT, SEE PLANS CENTERLINE OF POST AND PAD FOOTING POST IN WALL OR USE COLUMN BASE, SEE PLAN #4 DOWELS @ 18" O.C. EMBED MIN.12" INTO NEW FOOTING & MIN 6" INTO EXISTING SLAB.STAGGERED TO BOTH SIDES OF (E) SLAB. DRILL & EPOXY W/ SIMP. SET-3G EPOXY. (SPECIAL INSPECTION REQUIRED) [ICC ESR#4057]SAW CUT (E) SLAB, CHEAP CONC. SURFACE SEE PLANS 24" SQ. MIN. 24 " M I N . 24" MIN. MIN. 6" EMBEDMENT W/ SIMPSON SET-3G EXISTING SLAB NEW SLAB REBAR PER PLANS NEW TO EXISTING FOUNDATION DETAIL #4 OVERLAPPED W/ NEW REBAR TO MATCH SPACING OF TYPICAL FOOTING REBAR TOP & BOTTOM NEW SLAB PER PLANS 6" MIN. 24" EXISTING SLAB NEW SLAB PER PLANS NEW FOOTING MIN. AS DEEP AS EXISTING NEW REBAR MATCH SIZE & SPACING OF TYP. FOOTING REBAR @ TOP & BOTT. - SET-3G ESR #4057 - SPECIAL INSPECTION REQUIRED MISSING SHEAR ANCHOR DETAIL REPLACE EACH MISSING 5/8" Ø A.B. W/ (2) 1/2" Ø TITEN-HD SCREWS OR (2) 1/2"Ø A307 ALL THREAD W/ SET-3G EPOXY EXISTING SLAB & FOOTING 7" - SET-3G ICC-ES ESR-4057 - TITEN-HD ESR-2713 - SPECIAL INSPECTION REQUIRED 2.5" @ EDGE CONC. FOOTING OR CENTERED AT INTERIOR FOOTING HOLDOWN RETROFIT DETAIL EXTERIOR CONDITION F.G. h M I N . NEW ANCHOR BOLT (ASTM-A36) PER TABLE DRILLED THROUGH EXISTING FOOTING BACK FILL w/ 2500 PSI CONCRETE NEW HOLDOWN PER PLAN PLATE WASHER & NUT PER TABLE HDU 2 & 4,HTT, STHD 13/4" SQ.x5/8"12" HDU 5 & 8 HDU 11 & 14 5/8" Ø 7/8" Ø 1" Ø 2/12" SQ.x5/8" 3" SQ.x5/8" 15" 24" h 3" C L R . , T Y P . NEW HOLDOWN PER PLAN E.Q.E.Q. 15" MIN. EXISTING INTERIOR FOOTING 5/8" TO 3/4" COUPLER REFER TO SIMPSON CATALOGUE FOR ADDITION INFOR. THREADED ROD ASTM A36 IN SIMPSON SET-3G (3/4" Ø) W/ 12" EMBEDMENT h M I N . INTERIOR CONDITION - SET-3G ICC-ES ESR-4057 - SPECIAL INSPECTION REQUIRED 6" MIN. HOLDOWN ASTM-A36 ROD Ø A36 PLATE WASHER 1 3/4" @ 2x4 STUD WALL OR 2 1/2" @ 2x6 STUD WALL CONT. REBAR PER PLAN "D " M I N . E M B E D M E N T PE R S C H E D U L E 3" C L R . , TY P . PLYWOOD OR OSB PER PLAN (WHERE OCCURS) MI N . 8" 2x STUDS WALL PER PLAN 2x PTDF SILL (USE 3x WHERE REQUIRED PER PLANS) w/ 5/8" DIA. ANCHOR BOLTS (E) SLAB PER PLAN PER PLAN TOP OF NATURAL GRADE 3" CLR., TYP.NOTES: 1.FOR TWO POUR CONSTRUCTION, SEE FOOTING COLD JOINT DETAIL. 2.MAXIMUM WATER CEMENT RATIO FOR SLAB CONCRETE SHALL BE W/C=0.45. 3.EMBEDMENT DEPTH, "D" SHALL BE MEASURED FROM THE LOWEST ADJACENT GRADE. 4. SEE DETAIL 1/S0.7 FOR MORE INFORMATION NOT SHOWN EXTERIOR FOOTING DETAIL 6" NEW FOUNDATION PER PLAN #4 DOWEL (MIN. 24" LENGTH) w/6" MIN. EMBED INTO EXISTING CONCRETE SLAB E.N. 2 3 4 5 6 7 HSS COLUMN PER PLAN 1/4" FILLET WELD (2) 5/8" DIAM. ALL THREAD W/SIMPSON "SET-3G" EPOXY, W/ MIN. 8" EMBED. INTO EXISTING FOOTING, SPECIAL INSPECTION REQUIRED 5 1/2"X12"X1/4" STEEL BASEPLATE 5 1/2"X12"X1/4" STEEL BASEPLATE HSS COLUMN PER PLAN NOTE: SIMPSON "SET-3G" EPOXY ANCHORS REQUIRE SPECIAL INSPECTION ICC ESR-4057 FOUNDATION DETAIL 9" 10 " M I N 5 1/2" 1 1 / 2 " 1 1 / 2 " 12 " (E) FOOTING 8 9 NEW PAD FOOTING @ EXTERIOR CONDITION (N) STEEL COLUMN PER PLAN (E) CONCRETE FOUNDATION (N) PAD FOOTING PER PLAN #4 DOWELS @ 18" O.C. BENT AS SHOWN IN FOOTING MIN. 5" EMBEDMENT OF DOWELS INTO EXISTING CONCRETE W/ SIMPSON SET-XP EPOXY, ESR #2508. PERIODIC SPECIAL INSPECTION IS REQ'D. ADDITIONAL #4 BOTTOM DOWEL AT ENDS ONLY. PAD REINF. PER PLAN PER PLAN (E) WIDTH (N) FTN'G WIDTH MIN 3" CL R . 24 " M I N . (E ) D E P T H 3" (2) 5/8" DIAM. ALL THREAD W/SIMPSON "SET-3G" ESR-4057, W/ MIN. 10" EMBED. INTO EXISTING FOOTING, SPECIAL INSPECTION REQUIRED 5 1/2"X12"X1/2" STEEL BASE PLATE 1/2" THICK STEEL BASE PLATE 3/16 1.5"1.5" 12" 5 1 / 2 " STEEL COLUMN PER PLAN #4 DOWELS @ 18" O.C. EMBED MIN. 12" INTO NEW FOOTING & MIN 6" INTO EXISTING SLAB.STAGGERED TO BOTH SIDES OF (E) SLAB . DRILL & EPOXY W/ SIMP. SET-3G EPOXY. (SPECIAL INSPECTION REQUIRED) [ICC ESR#4057] 12" MIN. WIDTH PER PLAN MI N . 1 8 " - N O L E S S TH A N E X I S T I N G FO O T I N G D E P T H 6" M I N . SAW CUT (E) SLAB, CHEAP CONC. SURFACE NEW FOOTING W/(2)#4 BAR TOP & BOTTOM EXISTING SLABEXISTING SLAB CONNECTION DETAIL 3" CLR. COVER, TYP. FIN. FLR. 600S162-43 STUD WALLS @ 24" O.C. CONTINUOUS 600T150-43 BOTT. TRACK W/ HILTI X-U. 0.157 DIA. WITH 1" MIN. EMBEDMENT @ 16" O.C. (ESR-2269) 10 11 6" MI N . MI N . CMU WALL #4x12" LENGTH A.B @16" O.C. MIN. 6" EMBEDED INTO CMU (MIN (4) A.B. PER PLATE) F.G.CONNECTION BY OTHERS METAL GATE BY OTHERS 6" 1/4" BENT STEEL PLATE / TUBE STEEL BY DOOR MANUFACTURER WITH A.B. TO CMU WALL, EXTEND BENT PLATE / TUBE STEEL INTO FOOTING BELOW. CMU FOOTING & REBAR WHERE OCCURS MI N . 2 1 / 2 ' MI N . 1 1 / 2 " MI N . 2 1 / 2 ' MI N . 1 1 / 2 " MIN. 6" CORNER CMU BLOCK 1/2"X12" LONG A.B. @MAX. 16" O.C. METAL GATE & CONNECTION BY OTHERS 1/4" BENT PLATE SIZE TO MATCH MIN. HSS POST WHERE OCCURS MIN. 4" NOTE: - ALL DISTANCES ARE CLEAR. - VERTICAL REINFORMENT IN CMU WALL NOT SHOW FOR CLARITY. 1/2"X12" LONG A.B. @MAX. 16" O.C. 24 " E M B E D ENLARGE PAD FOOTING AT STEEL POST, PROVIDE (2) #5 TOP AND BOTTOM MIN 24" 30 " M I N . MIN. 6" MI N . 3" GATE / DOOR AT TRASH ENCLOSURE DETAIL A A TYPICAL POST AT MASONRY WALL STEEL COLUMN PER PLAN 8" CMU WALL PER PLAN 1/4 TYP. PLATE VIEW (4)1/2"Ø AWS TYPE A HEADED STUD W/ 4" EMBEDMENT AND ANCHOR BOLT. 4" ADD'L (2) #4 HORIZONTAL 1" , T Y P . 1/ 2 " , T Y P . 6" 6" 6"x6"x1/2" STL PLATE 1/4TYP.STEEL COLUMN PER PLAN (4)1/2"Ø AWS TYPE A HEADED STUD W/ 4" EMBEDMENT AND ANCHOR BOLT. 1/2" THICK STL PLATE 12 #5 @ 8" O.C. VERT. BARS H= 6 ' - 0 " M A X . 3" C L R TY P . #6 @ 10" O.C. @ TOP & BOTT. 8" CMU WALL SOLID GROUT WALL (SPECIAL INSPECTION REQUIRED) RAISED CURB WHERE OCCURS #4 @ 16" O.C. HORIZ. BARS CONCRETE FOOTING #5 @ 12" O.C. @ TOP & BOTT. (1)- #4 CONT. 1'-9"2'-3" 4'-0" 2' - 0 " F.G. PER GRADING 6" MI N . TRASH ENDCLOSURE WALL DETAIL (2)- #4 CONT. CONCRETE SLAB W/ REBAR PER PLAN 36 " L A P DOWELS TO MATCH WITH VERTICAL BAR AS SHOWN. SEE DETAIL 12/S0.7 13 CORNERINTERSECTIONEND 72DB 72DB 0" TYP. TYPICAL DOUBLE CURTAIN REINF. NOTES: 1. USE DOUBLE OPEN END BOND BEAM UNITS, SINGLE OPEN END UNITS AT CORNERS & ENDS OF WALL. 2. PROVIDE 2-#5 OR 2 WALL VER. REINF. WHICHEVER IS GREATER. 2-#5 (NOTE 2) BREAK SHELL FOR FLOW OF GROUT BAR, SAME SIZE & SPACING AS HORIZ. REINF. 2-#5 (NOTE 2) 2-#5 (NOTE 2) 1" C L R . , T Y P . 2-#5 (NOTE 2) OPEN END UNIT BAR SAME SIZE & SPACING AS HORIZ. REINF. 14 15 CONT. REBAR PER PLAN MIN. 15 MIL VAPOR BARRIER 4" GRAVEL TOP OF NATURAL GRADE OR COMPACT FILL MIN. 6" OVERLAP (U.N.O.) "D " M I N . E M B E D M E N T PE R S C H E D U L E MI N . 8" CONC. SLAB PER PLAN SLAB REINF. PER PLAN PER PLAN TOP OF NATURAL GRADE 3" CLR. COVER COLD JOINT (ROUGHENED TO 1/4" AMPLITUDE) (FOR TWO POUR CONSTRUCTION) TYPICAL EXTERIOR FOOTING NOTES: 1.MAXIMUM WATER CEMENT RATIO FOR SLAB CONCRETE SHALL BE W/C=0.45. 2.EMBEDMENT DEPTH, "D" SHALL BE MEASURED FROM THE LOWEST ADJACENT GRADE. 3. SLAB REBAR CAN BE BENT INTO THE FIRST POUR AND COUNTED TOWARDS REQUIRED DOWELS CROSSING COLD JOINT. ADD #4 DOWELS MATCH SPACING OF SLAB REINF. 1 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 01/13/2025 Pr o j e c t A d d r e s s : NE X X B U R G E R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 01 / 1 3 / 2 0 2 5 CL I E N T R E V I S I O N 201 E Sandpoint Ave. Suite #400 Santa Ana, CA 92707 S0.7 FO U N D A T I O N DE T A I L S STRAP SCHEDULE SIMPSON STRAP MIN BEAM/JOIST WIDTH END LENGTH A (1) CS16 2x 18" (2) CS16 2-2x OR 3x 18" C 24" CMST14 4x 36" 1700# 3400# 4585# 6490# CAPACITY TO RECEIVE STRAP MARK D B FLUSH BEAM CONDITION FLUSH BEAM/JOIST(S) W/ LINE OF E.N. PER PLAN POST OR MULTISTUD PER PLAN DBL. TOP PL. CONT. BEAM/BLK'G PER FRAMING PLAN EQ.EQ. STUD SIMPSON STRAP PER SCHEDULE NOTE: PROVIDE FULL NAILING PER MANUF. TO DEVELOP FULL CAPACITY OF THE STRAP. DRAG STRAP AT WALL END DROP BEAM CONDITION DROP BEAM PER PLAN POST OR MULTISTUDS PER PLAN SIMPSON STRAP PER SCHEDULE EQ.EQ. DBL. TOP PL. STUD ALT. STRAP LOCATION 2-2x OR 3x(2) CS14 ROOF SHEATHING DBL. GIRDER TRUSS OR BEAM OFFSET FROM CORNER TYP. TRUSSES HANGING FROM GIRDER TRUSS SIMP. STRAP OVER WALL AND UNDER ALL BAYS OF BLK'G. PER PLAN (MIN. (4) BAYS) W/ MIN. (3) NAILS TOEACH BLK. USE (2) ROWS OF NAILS EA. STRAP (NAIL SIZE PER SIMP. CATALOG) SCAB BLOCKING TO OFFSET TRUSS END LENGTH 1-1/2" TYPICAL TRUSSES BEARING ON WALL BEVELED BLK'G. W/ E.N. BOTTOM VIEW BOTTOM VIEW BOTTOM VIEW SIDE VIEW SIDE VIEW SIDE VIEW WALL STUDS EN D L E N G T H SIMP. SDS25500 @ 4.5" O.C., STAGG. TYP. TRUSSES BEARING ON WALL STRAP SCHEDULE SIMPSON STRAP END LENGTH A CS16 18" B (2) CS16 18" C (2) CS14 24" 1705# 3410# 4690# CAPACITYMARK TYPE NOTES: 1.PROVIDE FULL NAILING PER MANUF. ON END LENGTH SIDE (I.E. ALL HOLES; ONLY HALF OF TOTAL # OF NAILS ARE REQ'D AT EACH END LENGTH). 2. AT MARK C & D WIDTH OF BLK'G. SHALL BE 3-1/2". 3. AT MARK B USE DBL. 2x BLK'G. IN CASE TRUSS OFFSET 4. AT MARK B PROVIDE ONE PIECE OF 2x4 x 4 FT LONG MEMBER SISTERED TO DRAG TRUSS PER SECTION A-A IN CASE TRUSS IN LINEDCMST1436"6475# DBL. GIRDER TRUSS OR BEAM OFFSET FROM CORNER DRAG TRUSS AT WALL ROOF SHEATHING TYP. TRUSSES BEARING ON WALL END LENGTH END LENGTH DRAG TRUSS (ES) W/ LINE OF E.N. SIMP. STRAP PER SCHEDULE SEE NOTE 2 AND 3 FOR CONDITIONS B, C AND D. A SIMPSON SDS25300 @4" o.c. 2x4 DRAG MEMBER OR DRAG TRUSS BOT. CHORD (SEE NOTES 2 & 3) BN SECTION A-A SIDE VIEW A ALTERNATE 1: TRUSS IN LINE ALTERNATE 1: OFFSET TRUSS STRAP PER MARK B&C B.N. GABLE END SHEAR TRUSS SEE PLAN FOR REQ'D SHEAR TRANSFER LOAD FROM TOP CHORD TO BOTT. CHORD 8d COM TOE NAILS @ 6" O.C. SIMP. FRAMING CLIP PER SW SCHEDULE (AT NON-SHEAR WALL, USE LTP4 @ 48" O.C. MAX.). NOT REQ'D IF PLYWOOD IS E.N. TO BOTT. CHORD OF TRUSS. SHEAR PANEL PER PLAN WHERE OCCURS (1) 2x4 @ 6'-0" O.C. OR (2) 2x4 BRACE @ 8'-0" O.C. UP TO A MAX. PLATE HEIGHT OF 14 FT (NOTE 3). 40 ° - 5 0 ° 2x4 BLK'G. W/E.N. TO ROOF SHEATHING @ EA. BRACE ROOF SHEATHING H2.5A EA. BRACE 48 " M A X . (3) 16d's BLK'G. TO TRUSS TOP CHORD (6) 16d's EA. BRACE TO BLK'G. CONT. 2x4 LATERAL BRACING W/3-16d TO EACH BRACE WHERE BRACE LENGTH IS MORE THAN 6FT 6" MAX. NOTES: 1.INTERSECTING PERPENDICULAR WALLS MAY REPLACE DIAGONAL BRACES. 2.AT HEAVY ROOF COVERS (CONCRETE/CLAY TILES) NAIL BRACES TO BLOCKS AFTER APPLICATION OF ROOF COVER TO AVOID UNEVEN ROOF DEFLECTION. 3.FOR TOP PLATE HEIGHTS BETWEEN 14FT TO 20FT MAX. USE 2x6 DIAGONAL BRACES. GABLE END TRUSS SHEAR TRANSFER 2x FASCIA BOARD WHERE OCCURS B.N. NOTCH TRUSS TOP CHORD @ OUTRIGGER, DO NOT OVERCUT. GABLE END SHEAR TRUSS SEE PLAN FOR REQ'D SHEAR TRANSFER LOAD FROM TOP CHORD TO BOTT. CHORD SHIM AS REQ'D. 8d's TOE NAILS @ 6" O.C. SIMP. FRAMING CLIP PER SW SCHEDULE (AT NON-SHEAR WALL, USE LTP4 @ 48" O.C. MAX.). NOT REQ'D IF PLYWOOD IS E.N. TO BOTT. CHORD OF TRUSS. SHEAR PANEL PER PLAN WHERE OCCURS ROOF SHEATHING W/ LINE OF E.N. @ OUTRIGGER 2x4 FLAT OUTRIGGERS @ 24" O.C. (2) 16ds' EA. END, TYP. (2) 16d's EA. TRUSS, TYP. 2x4 FLAT STRONG BACK PASSING OVER 4 ROOF TRUSSES OR AS REQ'D BY TRUSS MANUF. 18" MAX. (PER ARCH.) 18" MAX. (PER ARCH.) 24" MIN. B.N. (2) 16d's TO EA. OUTRIGGER SHEAR WALL PER PLAN BALLOON FRAMED STUDS TYPICAL TRUSS PER PLAN (2) 16d's PER CONNECTION 2x4 FLAT OUTRIGGER @ 24" O.C. ROOF SHEATHING 2x FLAT BLOCKS W/ 16d's @ 4" O.C. TO PLATE BELOW. 2x FASCIA BOARD E.N. CONDITION III-SHEAR TRANSFER WITH BRACING CONDITION II-SHEAR TRANSFER W/EAVE CONDITION I CONDITION III-SHEAR TRANSFER THROUGH BLOCKING AT FULL HEIGHT WALL SHEAR PANEL SEE PLAN FOR TYPE 4" MAX. OFFSET 2x8 (MAX.) NAILER W/ 10d COMMON NAILS TO PLATE & TRUSS. USE SAME SPACING AS EDGE NAILS OF SW TYPE BELOW SHEAR TRUSS SEE PLAN FOR REQ'D SHEAR TRANSFER LOAD FROM TOP CHORD TO BOTT. CHORD ROOF SHEATHING PER PLAN (SEE S-0.10) (6) 16d's @ BRACE TO BLK'G. 2x4 BLK'G. W/E.N. TO ROOF SHEATHING @ E.A. BRACE 2x4 BRACE AT END OF DOUBLE SIDED SHEAR WALLS (SEE NOTE) NOTE: BRACES ARE NOT REQ'D FOR SINGLE SIDED SHEAR WALL. SIMP. A34 AT BRACING B.N.ROOF SHEATHING PER PLAN (SEE S-0.10) A35'S PER SHEAR WALL SCHEDULE (AT NON-SHEAR WALL. @ 48" O.C. MAX.). CONNECT AFTER ROOF CONSTRUCTION B.N.ROOF SHEATHING PER PLAN (SEE S-0.10) TYPICAL TRUSS SHEAR PANEL SEE PLAN FOR TYPE E.N. E.N. SHEAR PANEL SEE PLAN FOR TYPE SHEAR TRUSS PER PLAN SEE PLAN FOR REQ'D SHEAR TRANSFER LOAD FROM TOP CHORD TO BOTT. CHORD CONDITION 1: ALIGNED TRUSS CONDITION 2: OFFSET TRUSS SIMP. FRAMING CLIP PER SHEAR WALL SCHEDULE (AT NON-SHEAR WALL @48" O.C. MAX.) INTERIOR SHEAR TRANSFER B.N. SIMPSON STRAP PER SCHEDULE BEAM PER PLAN POST PER PLAN STRAP SCHEDULE STRAP A ST12 B ST18 C ST6215 - 2900# 5600# CAPACITYMARK EA. SIDE END VIEWISOMETRIC VIEW EQ . EQ . EQ . NOTES: 1.ADD SHIMS EA. SIDE WHERE BEAM & POST WIDTH ARE DIFFERENT (MIN. 10D PENETRATION INTO MAIN MEMBER IS REQ'D, WHERE "D" IS THE SHANK DIAMETER OF NAIL) 2.PROVIDE FULL NAILING PER MANUF. REQUIREMENTS. 3.INCREASE STRAP LENGTH ON POST SIDE WHERE THERE IS DBL. TOP PLATE BETWEEN POST AND BEAM. SIMPSON STRAP PER SCHEDULE EQ . BEAM/POST CONNECTION ALT 1: STRAP SPLICE SIMPSON STRAP PER SCHEDULE EQ.EQ. ALT 2: LAP SPLICE LAP SPLICE LENGTH PER SCHEDULE 2x STUDS (PLACE AT JOINT TYP.) 16d SEE SCHEDULE FOR REQ'D # 2x STUDS (PLACE AT JOINT TYP.) 2 1/2" (MIN.) 16d NAIL PATTERN TOP PLATE (PLAN VIEW @ LAP ZONE) NOTES: 1.NAILING SHOULD BE PER MANUFACTURER TO DEVELOP 100% CAPACITY OF THE STRAP. 2.FOR NAIL SIZE AND SPACING OUTSIDE THE LAP LENGTH REFER TO NAILING SCHEDULE OF GENERAL NOTES. 3.STAGGER NAILS AND SPACE EVENLY TO AVOID SPLITTING. TOTAL STRAP LENGTH TOP PLATE SPLICE 2x STUDS (PLACE AT JOINT TYP.)2x STUD (PLACE AT JOINT TYP.) SIMPSON STRAP PER SCHEDULE EQ.EQ. EQ.EQ. HIP CONDITION VALLEY CONDITION SIMPSON STRAP PER SCHEDULE NO. OF 16d LAP SPLICE LENGTH SIMPSON STRAP A 18 4'-0"ST22 B 28 4'-0"ST6224 C 40 6'-0" 42 ST6236 MARK E 8'-0"MSTC52 D 62 8'-0"MSTC37 (NOTE 1) SPLICE SCHEDULE @ EACH LAP (NOTE 2) LAP SPLICE STRAP SPLICE 1 2 3 5 4 8 10 13 12 14 6 PROVIDE SOLID SHIM UNDER AND AT THE SIDE AS REQUIRED SIMPSON MSTC 28, U.N.O. POST PER PLAN w/ SIMPSON CCQ OR CC EQ.EQ. SIMPSON ECCQ OR SIMILAR POST PER PLAN w/ SIMPSON ECCQ OR ECC END CONDITION MIDDLE CONDITION (EQUAL BEAM HEIGHTS) MIDDLE CONDITION (UNEQUAL BEAM HEIGHTS) LARGER BEAM SMALLER BEAMFIRST BEAM SECOND BEAMBEAM EQ.EQ. NOTES: 1.BEAMS SHALL BE ALIGNED TO RECEIVE STRAP. ALTERNATIVELY STRAP MAY BE PLACED OVER THE TOP OF BEAM. 2.SHIM TIGHT WHERE REQUIRED. 3.STRAP NOT REQUIRED AT INTERIOR SUPPORT OF CONTINUOUS BEAMS. BEAM TO POST CONNECTION ALT. CONDITION SIMPSON ECCL OR SIMILAR BEAM POST PER PLAN WOOD BEAM SEE PLAN SIMPSON ECCLQ/CCCQ/CCT OR SIMILAR BEAM POST PER PLAN BEAM WOOD BEAM SEE PLAN EQ.EQ.SIMPSON MSTC 28, U.N.O. 7 BEAM & POST CONNECTION BEAM PER PLAN FULL HEIGHT POST PER PLAN "HUCQ" HANGER (U.N.O.) SIMPSON A35 FLUSH BEAM SIMPSON A34 (TYP.) MULTIPLE STUDS (SISTER w/FACE NAILS PER NAILING SCHEDULE) OR POST, PER PLAN DBL. TOP PLATES SILL/SOLE PLATE FRONT VIEW SIDE VIEW CONT. FLUSH BEAM WHERE OCCURS FLUSH BEAM TO DBL TOP PLATES CONNECTION9 PERPENDICULAR TRUSS TO EXTERIOR WALL WITH PARAPET ROOF SHEATHING (PER PLAN SEE S-0.10) PARAPET BY TRUSS MANUFACTURER E.N. E.N. E.N. E.N. 2x BLOCKING W/E.N. DBL. TOP PLATES 2x STUD ROOF TRUSS PER PLAN SIMPSON A35 PER SHEARWALL SCHEDULE (MAX 48" O.C.) SHEAR BLOCKING PER TRUSS ENGINEER (MIN. 200PLF) MA X 2 ' - 0 " 2x BLOCKING 16d's @ 6" O.C. STRAP TYPE PER SCHEDULE FLUSH BM. PER PLAN DBL. TOP PL (1)ST22 PER EA. MTS/HTS STRAP (TOTAL # OF ST STRAPS TO MATCH TOTAL # OF TWIST STRAPS). SEE NOTE 3 SOLID BLK'G. SIZE TO MATCH FLUSH AND DROP BEAM WIDTHS AND ACCOMMODATE TWIST STRAPS. DROP BM./HDR. PER PLAN PLYWOOD SHEATHING EQ . EQ . LONGER TWIST STRAP WHERE APPLICABLE (SEE NOTE 3) STRAP SCHEDULE SIMPSON STRAP A (2) MTS16 B (2) MTS20 C (4) MTS20 1980# 2830# 5660# CAPACITYMARK TYPE NOTES: 1.PROVIDE EQUAL NUMBER OF NAILS TO BM. AND BLK'G. PROVIDE TOTAL NUMBER OF NAILS PER MANUFACTURER. 2.NAILING OF STRAP TO DBL. TOP PLATE IS NOT REQ'D AND SHALL NOT BE COUNTED TOWARDS TOTAL NUMBER OF NAILS REQ'D BY MANUFACTURER. 3.CONTRACTOR'S OPTION TO USE LONGER TWIST STRAPS (MTS/HTS) AND ELIMINATE ST22 STRAP WHERE APPLICABLE. IN SUCH CASES, TOTAL # OF NAILS (PER MANUFACTURER) SHALL BE EQUALLY APPLIED TO FLUSH BEAM AND DROP BM./HDR. EXTRA NAILS TO SOLID BLK'G SHALL NOT BE CONSIDERED TOWARDS TOTAL COUNT OF NAILS. BEAM TO HDR / DROP BEAM CONNECTION 11 SHEAR TRANSFER DETAIL ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) PARAPET BY TRUSS MANUFACTURER E.N. E.N. E.N. E.N. 2x BLOCKING W/E.N. DBL. TOP PLATES 2x STUD CANT. ROOF TRUSS PER PLAN 2x BLOCKING E.N.E.N.2x BLOCKING W/E.N. 2x BLOCKING W/E.N. SHEAR BLOCKING PER TRUSS ENGINEER (MIN 200PLF) SIMPSON A35 PER SHEARWALL SCHEDULE (MAX 48" O.C.) SIMPSON H1 @ 48" O/C (U.N.O.) ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) 15 SHEAR TRANSFER DETAIL ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) PARAPET BY TRUSS MANUFACTURER (WHERE OCCURS) E.N. E.N. E.N. E.N. 2x BLOCKING W/E.N. DBL. TOP PLATES 2x STUD ROOF TRUSS PER PLAN E.N. 2x BLOCKING E.N. 2x BLOCKING W/E.N. SHEAR BLOCKING PER TRUSS ENGINEER (MIN 200PLF) SIMPSON A35 PER SHEARWALL SCHEDULE (MAX 48" O.C.) OVER LAP TRUSS W/(6) 16d's ROOF TRUSS PER PLAN ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) SIMPSON H1 @ 48" O/C (U.N.O.) 16 CONNECTION DETAIL 1/2" PLYWOOD SPACER BETWEEN HSS AND 5/8" WELD THRD STUD @16" O.C. & 6" FROM T&B, TYP. EA. SIDE OF COL. HSS COL. PER PLAN NAILER SIZE TO MATCH WALL STUD SIZE, TYP. DOOR/ WINDOW OPENINGS BELOW PLWD SHEATHING ALL AROUND OPENING EDGE NAILING CONT. CS16 STRAP OVER 2X BLK'G AT EA. CORNER OF OPENING F.H. STUDS PER PLAN B.N. B.N. 3/8" THICK PLYWOOD (4) 16d's PER STUD E.N. 2/ 3 O F PA R A P E T H E I G H T E.N. LOCATE ROOF TRUSS @ BRACE B.N. 4' - 0 " M A X . 16d's @ 6" O.C. 2X4 BRACE @ 16" O.C. ANCHOR BASE TO SPREADER. PLATE W/(3) 16d TOE NAILS AND A35, TYP. B.N. B.N. 3/8" THICK PLYWOOD 2x6 STUDS @16" O.C. AT PARAPET (4) 16d's PER STUD E.N. SHEAR MATERIAL TO MATCH WALL BELOW (MIN. TYPE 2) 2/ 3 O F PA R A P E T H E I G H T E.N. F.H. BLK'G @ BRACE ROOF TRUSS PER PLAN B.N. AT PARALLEL FRAMING AT PERPENDICULAR FRAMING PARAPET CONNECTION DETAIL DBL. TOP PLATES DBL. TOP PLATES 1 1 2X BLKG. W/(3) 16d's 1 1 2x6 STUDS @16" O.C. AT PARAPET SHEAR MATERIAL TO MATCH WALL BELOW (MIN. TYPE 2) 16d's @ 6" O.C. 2X BLKG. W/(3) 16d's 2X4 BRACE @ 16" O.C. ANCHOR BASE TO SPREADER. PLATE W/(3) 16d TOE NAILS AND A35, TYP. F.H. BLK'G @ 48" O.C. TRUSS PER PLAN SHEAR BLK'G PER TRUSS ENGINEER (MIN 200PLF) ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) CL E A R SP A N CU T L E N G T H 2x SOLE PLATE. FLOOR SHEATHING PER PLAN. SOLID RIM JOIST OR BLK'G. LINE OF BLK'G. UNDER SHEAR WALL. DBL.TOP PLATES CRIPPLE WALL ABOVE HDR. WHERE OCCURS. BEAM/HDR PER PLAN. WHERE BEAM DEPTH IS LESS THAN END LENGTH, UPLIFT CAPACITY SHALL BE REDUCED BY THE RATIO OF (BM. DEPTH/END LENGTH) SHEAR WALL END POST PER SCHEDULE U.N.O. IN PLANS WHERE MULTIPLE STUDS ARE USED, PROVIDE E.N. TO ALL STUDS REFER TO PLANS & SCHEDULE BELOW FOR STRAP TYPE AND END LENGTH. PROVIDE FULL NAILING PER MANUFACTURER EQUAL. STRAP DETAIL STRAP STUD/#OF NAILS @ END LENGTH A (1) CS16 2x4 (11) 16d 13" B (2) CS16 (2) 2x4 (11) 16d P/STRAP 13" C (2) CS14 (2) 2x4 (15) 16d P/STRAP 18" C*(3) CS14 4x6 (15) 16d P/STRAP 18" POST TYPE EA. END LENGTH EN D LE N G T H NAILS NOT REQUIRED IN CLEAR SPAN MIN. (2)16d's FROM RIM TO SOLID BLK'G. NOTES: 1.ALL STRAPS SHALL BE SIMPSON STRONG TIES. 2.TOTAL LENGTH OF STRAP SHALL BE DETERMINED BASED ON END LENGTH REQUIRED & CLEAR SPAN. 3.PROVIDE FULL NAILING PER MANUFACTURER (EQUAL # OF NAILS AT EACH END). 4.SLIT CUT FLOOR SHEATHING TO PASS STRAP THROUGH AT INTERIOR CONDITION, DO NOT OVERCUT. 5.STRAP MAY BE APPLIED OVER PLYWOOD SHEATHING. PROVIDE SHIMMING AT CLEAR SPAN AS NEEDED FOR A STRAIGHT STRAP (DO NOT BEND STRAPS). 6.POST SIZES INDICATED IN SCHEDULE ARE MINIMUM SIZES. USE LARGER POSTS/STUDS PER PLAN CALL OUTS AS REQUIRED. 7.FOR BALANCE OF INFORMATION SEE "END POST TO END POST STRAP HOLDOWN DETAIL. END POST AT BEAM/HDR STRAP HOLDOWN MIN. DEPTH OF BEAM OR HDR PER PLAN MIN. 11 1/4" MIN. 11 1/4" MIN. 11 1/4" MIN. 11 1/4" MECH SCREEN DETAIL 1.5" SQ G.I. GUARDRAIL VERTICAL POST @ 48" O.C. BOLTED THROUGH PLYWOOD & SOLID 4x BLK'G w/(4) 3/8"Ø x 8" LENGTH G.I. ANCHOR BOLTS INTO SOLID BLK'G G.I. CAP @ SQ VERT POST PER ARCH. ROOF SHEATHING 6x BLK'G @ VERTICAL MECH SCREEN POSTS 1x6 P.T.D.F. w/ S.S. RECESSED TORX CREW HARDWARE ROOF TRUSS PER PLAN 1", TYP. 1/4" STEEL PLATE 1/2", TYP. SOLID BLK'G (4) 3/8"Ø x 8" LENGTH G.I. ANCHOR BOLTS INTO SOLID BLK'G 17 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 01/13/2025 Pr o j e c t A d d r e s s : NE X X B U R G E R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 01 / 1 3 / 2 0 2 5 CL I E N T R E V I S I O N 201 E Sandpoint Ave. Suite #400 Santa Ana, CA 92707 ST R U C T U R A L DE T A I L S S0.8 1 SHEAR TRANSFER DETAIL E.N. E.N. SIMPSON H1 @ 48" O/C (U.N.O.) SHEAR PANEL PER PLAN DBL TOP PLATES SIMPSON A35 PER SHEAR WALL SCHEDULE (MAX 24' O/C) CONT. TRUSS PER PLAN ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) SHEAR BLOCKS BY TRUSS ENGINEER (MATCH CAPACITY OF SHEAR PANNEL BELOW) (MIN. 260 PLF) SHEAR TRANSFER DETAIL ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) PARAPET BY TRUSS MANUFACTURER E.N. E.N. E.N. E.N. 2x BLOCKING W/E.N. DBL. TOP PLATES 2x STUD ROOF TRUSS PER PLAN W/POCKET @ BEAM 2x BLOCKING E.N. 2x BLOCKING W/E.N. SHEAR BLOCKING PER TRUSS ENGINEER (MIN 200PLF) SIMPSON A35 PER SHEARWALL SCHEDULE (MAX 48" O.C.) BEAM PER PLAN 1/4" x 6" SDS SCREW @ 16" O/C HANGER PER TRUSS ROOF TRUSS PER PLAN ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) 2 CONNECTION DETAIL CONDITION B CONDITION A HSS BM. SEE PLAN HSS COL. SEE PLAN HSS BM. SEE PLAN 1/4 1/4" THICK STL END/ CAP PLATE HSS COL. SEE PLAN 1/4 1/4 1/4 NOTE: GRIND SMOOTH ANY VISIBLE WELDS FOR ARCHITECTURAL PURPOSES BEAM CONNECTION DETAIL SECTION VIEW BM PER PLAN HSS STL BM PER PLAN HSS STL BM PER PLAN BM PER PLAN 4" WIDE x 1/4" THK STL PLATE W/(2) 5/8" DIAM. BOLTS BOTH SIDES OF HDR 2" WIDE x 1/4" THK STL PLATE W/(2) 5/8" DIAM. BOLTS BOTH SIDES OF HDR 2" 4" 6" EQEQ 1/4" 1/4" SIDE VIEW 1/4"2x NAILER W/ 5/8" Ø STUD BOLTS @ 24" O/C 2x FILLER 2x NAILER W/ 5/8" Ø STUD BOLTS @ 24" O/C 3 4 CORNER BEAM TO BEAM DETAIL BEAM/ RIM PER PLAN 18 " 18" CS16 STRAP @ CORNER HANGER PER PLAN BEAM/ RIM PER PLAN TOP VIEW BEAM/ RIM PER PLAN 18" CS16 STRAP HANGER PER PLAN BEAM/ RIM PER PLAN TOP VIEW 18" BEAM/ RIM PER PLAN 5 CONNECTION DETAIL BEAM PER PLAN TRUSS W/ POCKET @ BM E.N. SIMPSON A35 @ 24" O/C MAX. SIMPSON A35 @ 24" O.C. TYP. SHEATHING (SEE S-0.10 SHEET) SHEAR BLOCKING PER TRUSS ENGINEER (MIN 200PLF) OR 2x BLK'G (U.N.O.) 6 CONNECTION DETAIL BEAM PER PLAN TRUSS PER PLAN SHEAR BLOCKING PER TRUSS ENGINEER (MIN.200PLF) OR 2x BLK'G (U.N.O.) E.N. SIMPSON A35 @ 24" O/C (MAX.) TYP. SHEATHING (SEE S-0.10 SHEET) 16d's @ 6" O.C. 16d's @ 6" O.C. TRUSS PER PLAN F.H. BLK'G w/E.N. @ 48" O.C. F.H. BLK'G w/E.N. @ 48" O.C. (3) 16d TOE NAIL SHEAR TRUSS OR TRUSS PER PLAN 7 CONNECTION DETAIL BEAM PER PLAN TRUSS W/ POCKET @ BM SHEAR BLOCKING PER TRUSS ENGINEER (MIN.200PLF) OR 2x BLK'G (U.N.O.) E.N. SIMPSON A35 @ 24" O/C (MAX.) SIMPSON A35 @ 24" O.C. TYP. SHEATHING (SEE S-0.10 SHEET) 16d's @ 6" O.C. F.H. BLK'G w/E.N. @ 48" O.C. 16d's @ 6" O.C. TRUSS PER PLAN SHEAR TRUSS OR TRUSS PER PLAN 8 SHEAR TRANSFER TYP. SHEATHING (SEE S-0.10 SHEET) TRUSS PER PLAN DBL TOP PLATES 2x STUDS WALLSIMPSON A35 PER SHEAR WALL SCHEDULE (MAX 24" O/C) TRUSS PER PLAN 16d's @ 4" O.C. SHEAR BLOCKING PER TRUSS ENGINEER (MATCH CAPACITY OF SHEAR PANEL BELOW MIN.200PLF) 16d's @ 4" O.C. SIMPSON H1(U.N.O.) E.N. SHEAR PANEL (MIN. TYPE 1) F.H. BLK'G w/E.N. @ 48" O.C. E.N. SHEAR PANEL PER PLAN E.N. E.N. SHEAR TRUSS PER PLAN 9 CONNECTION DETAIL CANTILEVER BEAM PER PLAN BEAM PER PLAN INVERTED HANGER PER PLANCS16 STRAP (WRAP AROUND SUPPORTED BEAM) 18" 10 SHEAR TRANSFER DETAIL ROOF SHEATHING (PER PLAN SEE S-0.10 SHEET) PARAPET BY TRUSS MANUFACTURER E.N. E.N. E.N. E.N. 2x BLOCKING W/E.N. DBL. TOP PLATES 2x STUD ROOF TRUSS PER PLAN W/POCKET @ BEAM 2x BLOCKING E.N. SHEAR BLOCKING PER TRUSS ENGINEER (MIN 200PLF) OR 2x BLK'G (U.N.O.) SIMPSON A35 PER SHEARWALL SCHEDULE (MAX 48" O.C.) BEAM PER PLAN 1/4" x 6" SDS SCREW @ 16" O/C SHEAR PANEL MIN. TYPE 1 (SEE SHEAR WALL SCHEDULE) 16d's @ 6" O.C. 11 CL E A R SP A N EN D LE N G T H . PROVIDE MIN. END DISTANCE OF 1 5/8" FOR 16d NAILS. STRAP SCHEDULE STRAP MIN. STUD/END LENGTH A (1) CS16 2x4 14" B (2) CS16 (2) 2x4 14" C (2) CS14 (2) 2x4 19" (3) CS14 4x6 19" 1705# 3410# 4980# 7470# CAPACITY POST SIZE MARK E (1) CMST12 4x6 44" F (2) CMST14 6x6 34" G (2) CMST12 6x8 44" 9215# 12950# 18430# D (1) CMST14 4x4 34"6475# EN D LE N G T H . CU T L E N G T H NOTE 8 2X SOLE PLATE. DBL.TOP PLATE. FLOOR SHEATHING PER PLAN. SHEAR WALL END POST PER SCHEDULE U.O.N. IN PLANS WHERE MULTIPLE STUDS ARE USED, PROVIDE E.N. TO ALL STUDS REFER TO PLANS & SCHEDULE FOR STRAP TYPE AND END LENGTH. PROVIDE FULL NAILING PER MANUFACTURER (NOTE 3) SOLID RIM JOIST OR BLK'G. SHEAR WALL END POST PER SCHEDULE U.O.N. IN PLANS WHERE MULTIPLE STUDS ARE USED, PROVIDE E.N. TO ALL STUDS NAILS NOT REQUIRED IN CLEAR SPAN EN D LE N G T H CL E A R SP A N EN D LE N G T H CU T L E N G T H MIN. (2)16d's FROM RIM TO SOLID BLK'G. FRONT VIEW SIDE VIEW FRONT VIEWSIDE VIEW FRONT VIEW SIDE VIEW NOTES: 1.ALL STRAPS SHALL BE SIMPSON STRONG TIES. 2.TOTAL LENGTH OF STRAP SHALL BE DETERMINED BASED ON END LENGTH REQUIRED & CLEAR SPAN. 3.PROVIDE FULL NAILING PER MANUFACTURER (EQUAL # OF NAILS AT EACH END). 4.SLIT CUT FLOOR SHEATHING TO PASS STRAP THROUGH AT INTERIOR CONDITION, DO NOT OVERCUT. 5.STRAP MAY BE APPLIED OVER PLYWOOD SHEATHING. PROVIDE SHIMMING AT CLEAR SPAN AS NEEDED FOR A STRAIGHT STRAP (DO NOT BEND STRAPS). 6.POST SIZES INDICATED IN SCHEDULE ARE MINIMUM SIZES. USE LARGER POSTS/STUDS PER PLAN CALL OUTS AS REQUIRED. 7.IN LIEU OF DOUBLE CS16/CS14 STRAPS, CMST14 MAY BE USED PER CONDITION D. 8.PROVIDE SOLID BLK'G TO FILL THE GAP BTW. UPPER AND LOWER POSTS. WIDTH TO MATCH POST WIDTH. WHEN USED ALONG SIDE FLOOR JOIST, TOTAL WIDTH OF BLK'G + JOIST SHALL BE EQUAL OR GREATER THAN POST WIDTH. STRAP AT POST TO POST C* 12 SHEAR TRANSFER DBL TOP PLATES TRUSS PER PLAN ROOF SHEATHING E.N. SHEAR PANEL PER PLAN SIMPSON A35 PER SHEAR WALL SCHEDULE (MAX 24" O/C) SHEAR BLOCKS PER TRUSS ENGINEER (MATCH CAPACITY OF SHEAR PANEL BELOW, MIN. 260 PLF) SILL PLATE 2x6 @ 16" O/C SHEAR PANEL (MIN. TYPE 1) E.N.E.N. 2x6 @ 16" O/C SHEAR PANEL (MIN. TYPE 1) 16d's @ 6" O/C 2x BRACE @ 16" O/C AT 45 DEGREE ANGLE W/(3) 16d's TOP & BOTTOM CONNECTION (ALTERNATE DIRECTION OF BRACE) E.N. MAX 36" E.N. DBL TOP PLATES 7' - 6 " SIMPSON CS 16 STRAP AT 32" O/C MIN 18" PAST EA. WAY EXTEND STRAP 18" EXTEND STRAP 18" EXTEND STRAP 18" 16d's @ 6" O/C SILL PLATE 13 CONNECTION DETAIL 2x2x16GA THICK ANGLE CLIP W/(2)#10 SDS EA. LEG FLUSH BEAM PER PLAN + 600T125-54 TOP TRACK (U.N.O.) + CFS STUD PER PLAN EA. SIDE W/(2)#10 SDS 14 CONNECTION DETAIL ++ WOOD BEAM PER PLAN SIMPSON ST6236 STRAP W/#10 CREWS U.N.O. BACK-TO-BACK CFS POST PER PLAN 600T125-54 TOP TRACK (U.N.O.) EN D LE N G T H EN D LE N G T H 15 16 17 SHEAR TRANSFER 18GA (OR SAME SIZE W/STUD WALL BLW) CRIPPLE STUD EA. SIDE OF TRUSS BOUNDARY SCREW PER SW SCHEDULE MIN. 18GA C-STUD FLAT BLK'G W/FLANGES CUT OFF AT TRUSS, AND ATTACH TO TOP TRACK W/#10 SCREW CFS STUD WALL E.S. CONT. MIN. 18GA C-STUD FLAT BLK'G W/FLANGES CUT OFF AT TRUSS.ROOF SHEATHING (1) #10 EA. STUD FLANGE, TYP. CONNECTION DETAIL TYP. SHEATHING (SEE S-0.10 SHEET) TRUSS PER PLAN SIMPSON A35 PER SHEAR WALL SCHEDULE (MAX 24" O/C) TRUSS PER PLAN 16d's @ 4" O.C. TRUSS BLK'G PER TRUSS ENGINEER 16d's @ 4" O.C. SIMPSON H1A (U.N.O.) E.N. F.H. BLK'G w/E.N. @ 48" O.C. E.N. SHEAR TRUSS PER PLAN 600T125-54 TOP TRACK (U.N.O.) CFS STUD WALL (1) #10 EA. STUD FLANGE, TYP. 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 01/13/2025 Pr o j e c t A d d r e s s : NE X X B U R G E R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 01 / 1 3 / 2 0 2 5 CL I E N T R E V I S I O N 201 E Sandpoint Ave. Suite #400 Santa Ana, CA 92707 S0.9 ST R U C T U R A L DE T A I L S 1 2 DRAG DETAIL ++ WOOD BEAM PER PLAN BACK-TO-BACK CFS POST PER PLAN ++ 600T125-54 TOP TRACK (U.N.O.) STUD PER PLAN SIMPSON ST6236 STRAP W/#10 SCRWS EQ.EQ. DRAG DETAIL BEAM PER PLAN TRUSS W/ POCKET @ BM TRUSS BLK'G PER TRUSS ENGINEER E.N. SIMPSON A35 @ 24" O/C (MAX.) SIMPSON A35 @ 24" O.C. TYP. SHEATHING (SEE S-0.10 SHEET) 16d's @ 6" O.C. F.H. BLK'G w/E.N. @ 48" O.C. 16d's @ 6" O.C. TRUSS PER PLAN TRUSS PER PLAN ++ CFS POST PER PLAN ++ CFS STUD PER PLAN POST BEAM CONNECTION PER DETAIL 15/S0.9 SIMPSON ST6236 STRAP W/#10 SCRWS 600T125-54 TOP TRACK (U.N.O.) (4) 3/8" Ø A36 THREAD. ROD (EQ. DISTANCE) ROOF TRUSS PER PLAN WASHER & NUT ROOF SHEATHING 1/4" Ø CLOSED EYE SCREW WITH FULL THREAD EMBEDMENT (1 1/4" MIN.) (4)12GA SPLAY WIRES (TYPICAL 3 WRAP TIE) HOOD SUPPORT L6x6x3/8" STL PLATE W/ (4)1/2"Ø A307 BOLT MOUNTED ON WALL (MATCH LENGTH WITH HOOD LENGTH) 1/2" Ø MIN. 3" LAG SCREW w/ COUPLING DEVICE PER SIMPSON STRONG TIE OR EQUIVALENT TO WOOD FRAMING ABOVE. 45 ° ALT. DIRECTION (PARALLEL CONDITION) SIMPSON A35 w/ (1) #10 SCREW EACH STUD NON-BEARING WALL PER ARCH HOOD ASSEMBLY BY OTHERS 4x8 BLK'G w/ (3) 10d's TO TRUSS (EACH CONNECTION @ PARALLEL CONDITION) 6x BLK'G w/ (3) #10 SCREWS EACH STUD 3 CMU WALL PER PLAN CMU WALL PER PLAN STEEL COLUMN PER PLAN STEEL COLUMN PER PLAN 1/2" THICK SEAL WELDED END PLATE, TYP. DECKING PER PLAN HSS BEAM PER PLAN 1/2" THICK SEAL WELDED END PLATE, TYP. HSS BEAM PER PLAN STEEL COLUMN PER PLAN 1/2" THICK SEAL WELDED END PLATE, TYP. HSS BEAM PER PLAN SEE DETAIL 12/S0.7 FOR INFORMATION SEE DETAIL 12/S0.7 FOR INFORMATION 1/4 1/4 1/4 #12 SCREWS @ 24" O.C. AT EDGE SUPPORT 2 - #12 SCREWS PER EACH VALLEY 2 - #12 SCREWS PER EACH VALLEY #12 SCREWS @ 24" O.C. AT EDGE SUPPORT 2 - #12 SCREWS PER EACH VALLEY #12 SCREWS @ 24" O.C. AT EDGE SUPPORT DECKING PER PLAN DECKING PER PLAN SECTION A-A ALT. SECTION A-A END CLOSURE TRACK WHERE OCCURS ROOF TO CMU WALL A A 4 BEAM CONNECTION DETAIL 1/4 1/4 HSS BEAM PER PLAN HSS BEAM PER PLAN 5 DRAG ELEMENT PARALLEL TO JOISTS STRAP SCHEDULE SIPMSON END LENGTH A CS16 18" B (2) CS16 18" D CMST14 36" MARK ALT. STRAP LOCATION PLYWOOD SHEATHING w/ E.N. BEAM PER PLAN HANGER PER PLAN STRAP PER SCHEDULEDRAG STRUT OR BEAM w/ E.N. PER PLAN. C CMSCTC16 30" STRAP TYPE SIMPSON SDS25300@4"o.c. 2x4 DRAG MEMBER PER NOTE #4 SIMILAR CONDITION WHERE STRAP APPLIED UNDER JOIST STRAP PER MARK B, C OR D CONT. JOISTA A END LENGTHEND LENGTH SECTION A-AELEVATION VIEW NOTES: 1.PROVIDE FULL NAILING PER MANUFACTURER ON END LENGTH SIDES (i.e. ALL HOLES; ONLY HALF OF TOTAL # OF NAILS ARE REQUIRED AT EACH END LENGTH). 2.AT MARK C & D MIN. WIDTH OF MEMBER SHALL BE 3 1/2". 3.AT MARK B MIN. WIDTH OF MEMBER SHALL BE 3". ALTERNATIVELY ONE PIECE OF 2x4 x 4 FT LONG MEMBER MAY BE SISTERED TO MEMBER PER SECTION A-A. 4.APPLICATION OF STRAP OVER SHEATHING IS ACCEPTABLE. WHERE STRAP IS APPLIED OVER SHEATHING, E.N. ALONG THE STRAP LENGTH (ONLY) MAY BE ELIMINATED. 6 ROOF SHT'G ROOFTOP UNIT PER MECH. PLANS UNIT CONN. PER MFR. w/1/2"Ø LAG SCREW WITH 1 1/2" EMBED. 2x BLK'G OR CONT. MEMBER AROUND PERIMETER OF PLAT.2-2x6 @16" O.C. w/ 1/2"Ø LAG SCREW, 3" EMBED. TO BLKG BELOW 3x BLK'G BM PER PLAN W/ HANGER PER PLAN SECTION A-A ROOFTOP UNIT PER MECH. PLANS ROOF SHEATHING PER PLAN ROOF TRUSS PER PLAN BM PER PLAN W/ HANGER PER PLAN RTU CONNECTION DETAIL 2x BLK'G BUILT-IN TRUSS TWO ROWS OF (3) A35's (TOTAL 6) TWO ROWS OF (3) A35's (TOTAL 6) 2x BLK'G BUILT-IN TRUSS 7 TRUSS W/ POCKET AT BEAM CL'G BEAM PER PLANCONT. TRUSS W/ POCKET @ FL. BM ROOF SHEATHING SHEAR BLOCKING PER TRUSS ENGINEER E.N. SIMPSON A35 PER SHEAR WALL SCHEDULE MAX 24" O/C "D " 8 CONNECTION DETAIL ROOF TRUSS PER PLAN PROVIDE TRUSS BLK'G TO SUPPORT BEAM BY MANU. HANGER PER PLAN BEAM PER PLAN 9 CS16 STRAP ENTIRE LENGTH OF BLOCKING CONT. ROOF SHEATHING BM PER PLAN W/ APPROVED HANGER NOTES: 1. STRAP TO EXTEND ON ALL BLKG. (MIN. (3) BAYS). 2. USE DOUBLE BLOCKING OR FLAT BLOCKS FOR CONDITION B. 3. USE SINKER AT STRAPS. END LENGTHSTRAP CS16 (2) CS16 A B 3'-6" 3'-6"(2) ROWS 8d @ 4 1/8" (2) ROWS 8d @ 4 1/2" NAIL SIZE & SPACING ENTIRE LENGTH OF BLOCKING DRAG DETAIL CMSTC16 CMST14 C D 6'-0"(2) ROWS 16d @ 4 1/8" (2) ROWS 16d @ 4 1/2"6'-0" SHEAR BLK'G W/E.N. SHEAR BLK'G PER TRUSS ENGINEER OR 2X BLK'G BM PER PLAN 2X BLK'G W/ A35 @ 24" O.C. SIMPSON A35 @ 24" O.C. 10 54312 R E V I S I O N DA T E SHEET NO.: PROJECT MANAGER: S.W. DATE: JOB NO.: 23033 01/13/2025 Pr o j e c t A d d r e s s : NE X X B U R G E R 14 3 0 E E D I N G E R A V E , S A N T A A N A , C A 9 2 7 0 5 Pr o j e c t N a m e : DE S C R I P T I O N 6 Core Structure, Inc. Phone: 949-954-7244 info@corestructure.com From The Ground Up 08/19/2024 01 / 1 3 / 2 0 2 5 CL I E N T R E V I S I O N 201 E Sandpoint Ave. Suite #400 Santa Ana, CA 92707 S1.0 ST R U C T U R A L DE T A I L S 1 1 1 Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 TITLE 24 - SHEET 1 T-001 1 EXP. 03-31-26 Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 TITLE 24 - SHEET 2 T-002 1 EXP. 03-31-26 Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 TITLE 24 - SHEET 3 T-003 1 EXP. 03-31-26 Scale Date Drawn By Checked By Project Number DC 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N BI AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 TITLE 24 - SHEET 4 T-004 EXP. 03-31-26 1.THE ELECTRICAL CONTRACTOR SHALL VISIT THE SITE OF THE WORK AND THOROUGHLY FAMILIARIZE HIMSELF WITH THE WORKING CONDITIONS AND THE EXACT NATURE AND EXTENT OF THE WORK TO BE PERFORMED. ELECTRICAL CONTRACTOR IS TO TAKE INTO CONSIDERATION SPECIAL OR UNUSUAL FEATURES PECULIAR TO THIS JOB. 2.CONTACT UTILITY COMPANIES AND PROVIDE ALL SERVICES, WORK, INSTALLATION AND COORDINATION REQUIRED FOR THEIR USE. PAY ANY CHARGES MADE BY THEM. 3.DO ALL WORK PER GOVERNING CODE REQUIREMENTS AND SUBMIT EVIDENCE OF APPROVAL. ALL WORK SHALL COMPLY WITH 2022 CEC & NEC. 4.OBTAIN AND PAY FOR ALL ELECTRICAL PERMITS, INSPECTION FEES, ETC. 5.COORDINATE WORK WITH ALL OTHER TRADES AND AS REQUIRED FOR FUTURE INCREMENTS OF CONSTRUCTION. 6.PRIOR TO FINAL INSPECTION, FURNISH TO THE ENGINEER A SET OF "AS-BUILT" TRANSPARENCIES (OBTAINED FROM THE ARCHITECT AT THE COWNER'S COST) OF THE ORIGINAL DRAWINGS CORRECTED TO SHOW ALL CHANGES IN INSTALLATION. 7.THE ELECTRICAL CONTRACTOR SHALL EXERCISE ALL CONTRACT PLANS IN ORDER ORDER TO LOCATE WORK IN COORDINATION WITH THE CONSTRUCTION OF SUCH ITEMS AS CABINETS, BEAMS, FURRING, DOORS, DUCTS, PIPES AND CEILINGS. 8.EXACT LOCATION AND DIMENSIONS OF ALL EQUIPMENT SHALL BE VERIFIED IN FIELD PRIOR TO ORDERING AND INSTALLATION, AS PER NORMAL INDUSTRY STANDARDS. 9.REFER TO MECHANICAL/PLUMBING DRAWINGS FOR EXACT LOCATION OF ALL MECHANICAL/PLUMBING EQUIPMENT RESPECTIVELY. 10.REFER TO MECHANICAL CONTROL WIRING DIAGRAMS FOR ITEMS AND DEVICES TO BE FURNISHED, INSTALLED AND/OR CONNECTED BY ELECTRICAL CONTRACTOR FOR COMPLETE AND OPERABLE "HVAC" SYSTEM. 11.REFER TO PLUMBING DRAWINGS FOR ITEMS AND DEVICES TO BE FURNISHED, INSTALLED AND/OR CONNECTED BY ELECTRICAL CONTRACTOR. 12.CONDUIT STUBS SHALL BE TERMINATED IN ACCESSIBLE LOCATIONS, SECURELY CAPPED AND IDENTIFIED BY VISIBLE MARKER. 13.INSTALL APPROVED GROUNDING BUSHING AT EACH TERMINATION OF RIGID CONDUIT, AND AS OTHERWISE REQUIRED BY CODE. 14.ALL WIRE SHALL BE NEW, ALUMINUM OR COPPER AS INDICATED, THWN OR THHN. ALL COPPER CONDUCTORS WITH #1 OR SMALLER SHALL BE RATED 60° CELSIUS. ALL COPPER CONDUCTOR WITH #1/0 OR BIGGER SHALL BE RATED 75 DEGRESS CELSIUS, U.O.N. 15.PERMANENTLY AND VISIBLY LABEL ALL J-BOX COVER PLATES WITH CIRCUIT AND VOLTAGE CONTAINED. 16.CONDUIT RUNS ARE SHOWN DIAGRAMMATICALLY FOR CIRCUITING PURPOSES ONLY AND MAY BE VARIED IF APPROVED IN WRITING. 17.PROVIDE A MINIMUM OF 12" SEPARATION BETWEEN POWER AND TELEPHONE CONDUITS WHERE THEY ARE INSTALLED IN THE SAME TRENCH OR CROSS, U.O.N. 18.CONDUITS SHALL BE CLEAN OF WATER DEBRIS AND OTHER FOREIGN MATERIAL PRIOR TO PULLING CABLES. 19.ALL CONDUITS FOR FUTURE USE SHALL HAVE PULL ROPE LEFT IN PLACE. 20.THE ELECTRICAL CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING AND MARKING THE CORRECT PHASING OF THE BRANCH CIRCUIT OF THE ELECTRICAL PANELS AND BRANCH CIRCUITS. 21.OVERCURRENT PROTECTION AND DISCONNECTING MEANS FOR ALL MOTORS SHALL BE INSTALLED TO COMPLY WITH N.E.C. AND LOCAL JURISDICTION. 22.ALL ELECTRICAL EQUIPMENT SHALL BE UL LISTED AND ALL OUTDOOR OUTLET SHALL BE GFCI, WEATHERPROOF. ALL OUTDOOR EQUIPMENT SHALL BE WEATHERPROOF. 23.IT IS THE INTENT OF THESE DRAWINGS THAT THIS BE A COMPLETE ELECTRICAL JOB. ANY DISCREPANCIES OR OMISSIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO BIDDING. 24. ALL CIRCUIT BREAKERS IN PANELS ARE RATED 14,000 A FOR 277V & 10KAIC FOR 120V. ALL CIRCUIT BREAKERS TO BE RATED AT 75 DEGREES U.O.N. 25.ELECTRICAL CONTRACTOR TO VERIFY IN FIELD THE MOST FEASIBLE WAY OF ROUTING AND COMBINING HOME RUNS AND PERFORM ACCORDINGLY. 26.ALL ELECTRICAL OUTLETS READILY ACCESSIBLE LOCATED IN THE BATHROOMS AND KITCHEN SHALL BE EQUIPPED WITH GROUND FAULT CIRCUIT INTERRUPTIVE DEVICE. 27.ALL COLORS AND FINISHES OF ELECTRICAL EQUIPMENT AND LIGHTING FIXTURES TO BE VERIFIED WITH OWNER AND/OR ARCHITECT PRIOR TO ORDERING. 28.ELECTRICAL CONTRACTOR TO SIZE ALL J-BOXES AS PER TABLE 370-16A. ALL J-BOXES TO BE SQUARE 4"X 2-1/8" MINIMUM. ALL J-BOXES TO BE READILY ACCESSIBLE. 29.ALL PANELBOARDS, SWITCHBOARDS, ETC. SHALL BE RATED AT 75° CELSIUS U.N.O. 30.THE MAXIMUM LENGTH OF SOLAR EXPOSED CONDUITS SHALL NOT EXCEED 4 FEET. 31.ALL CIRCUIT BREAKER TRIP SHALL BE OF A TYPE TO BE ADJUSTED BY A QUALIFIED PERSON ONLY. 32.FOR EXACT LIGHTING FIXTURE SPECIFICATIONS, REFER TO SHEET E1.01 33.REFER TO ARCHITECTURAL OR SPACE PLANNING DRAWINGS FOR EXACT LOCATION OF LIGHTING FIXTURES, OUTLETS, FURNITURE AND OTHER EQUIPMENT. IN CASE OF ANY DISCREPANCY BETWEEN THE ARCHITECTURAL OR ELECTRICAL DRAWINGS, THE FORMER TAKES PRECEDENCE. ELECTRICAL CONTRACTOR TO INFORM THE ENGINEER IMMEDIATELY. 34.FUSES SPECIFIED FOR MOTORS AND AIR CONDITIONING EQUIPMENT 600A AND UNDER SHALL BE TIME DELAY DUAL ELEMENT TYPE FRN-R (250V) AND FRS-R (600V) CLASS "L" U.O.N. 35.FUSES SPECIFIED IN SWITCHBOARDS 600A AND UNDER SHALL BE FAST ACTING TYPE KTN-R (250V) AND KTS-R (600V) CLASS RKI. FOR 601A AND ABOVE USE TYPE KTU (600V) CLASS "L" U.O.N. 36.LIGHTING CONTROL PANEL SHALL BE 365-DAYS PROGRAMMABLE WITH 10-HOURS BATTERY BACKUP. 37.FIRE ALARM CONSULTANT SHALL SUBMIT FIRE ALARM SYSTEM DESIGN ON A SEPARATE PACKAGE. FIRE ALARM IS NOT PART OF THIS CONTRACT AND SHALL BE DONE BY OTHERS. 38.ALL ELECTRICAL MATERIALS SHALL BEAR THE UNDERWRITERS (OR EQUIVALENT TESTING AGENCY) LABEL. ELECTRICAL EQUIPMENT SHALL BE LISTED BY A CITY OF LOS ANGELES RECOGNIZED ELECTRICAL TESTING LABORATORY OR APPROVED BY THE DEPARTMENT. 39.UNLESS INFORMED OTHERWISE IN WRITING, THIS PROJECT HAS BEEN DETERMINED TO REQUIRE THE LOCAL CITY AUTHORITIES PLAN CHECK APPROVAL AND VALID PERMIT IN ACCORDANCE WITH THE LAW. ALL DESIGN WORK INDICATED ON PLANS AND SPECIFICATIONS IS SUBJECT TO REVIEW AND CHANGES BY SAID PLAN CHECK AUTHORITIES. 40.DO NOT ORDER ANY EQUIPMENT OR PERFORM ANY WORK OVER $500 IN TOTAL VALUE ON THE JOB UNTIL THE COMPLETION OF THE PLAN CHECK APPROVAL PROCESS AND OBTAINING OF ALL REQUIRED PERMITS. INSTALLATION OF ANY EQUIPMENT WITHOUT VALID PERMITS, WHEN REQUIRED, IS A VIOLATION OF THE CODE. 41.UNDER THE STATE OF CALIFORNIA CONTRACTORS STATE LICENSE BOARD REGULATIONS, ALL CONTRACTORS ARE REQUIRED TO ADHERE TO THE LOCAL CODES AND LAWS WITHOUT EXCEPTION. 42.ELECTRICAL CONTRACTOR TO OBTAIN ARCHITECTURAL APPROVAL OF ALL LIGHTING FIXTURES SPECIFIED FOR THE PROJECT PRIOR TO ORDERING. 43.ELECTRICAL CONTRACTOR SHALL PROVIDE CLEARANCES FOR ALL ELECTRICAL EQUIPMENT PER TABLE 110.26 (A) (1) CEC 2019. 44.PROVIDE GROUND FAULT CIRCUIT INTERRUPTER (GFCI) PROTECTION ON RECEPTACLES LOCATED IN THE FOLLOWING AREAS: A.KITCHEN, BATHROOM, GARAGES, OUTDOORS, CRAWL SPACES, AND UNFINISHED BASEMENTS OF DWELLING UNITS. B.WITHIN 6 FEET OF LAUNDRY, UTILITY AND WET BAR SINK IN DWELLING UNITS. C.OUTDOOR SPACES. 45.THESE ELECTRICAL PLAN ARE SAID TO BE FINAL WHEN STAMPED AND APPROVED BY BUILDING & SAFETY DEPARTMENT. 46.PLAN CHECK REVISIONS (IF ANY) WILL BE ISSUED AT A LATER DATE AS AN ADDENDUM. 47.THE WORK SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING LEGALLY CONSTITUTED AUTHORITIES AND CODES HAVING JURISDICTION. A.2022 CALIFORNIA ELECTRICAL CODE (CEC) B.2022 CALIFORNIA BUILDING CODE (CBC) C.2022 CALIFORNIA MECHANICAL CODE (CMC) D.2022 CALIFORNIA PLUMBING CODE (CPC) E.2022 CALIFORNIA ENERGY CODE (CENC) 48.CONTRACTOR TO VERIFY MOTOR STARTER SWITCH REQUIREMENTS OF ALL AHU, A/C AND PUMPS. PROVIDE AS NECESSARY. 49.CONTRACTOR TO BE RESPONSIBLE FOR FINAL COORDINATION AND LOCATION OF MAIN TELEPHONE BACKBOARD WITH TELEPHONE COMPANY AND BUILDING OWNER'S REP. 50.CONTRACTOR TO PROVIDE TYPED CIRCUIT DIRECTORY SHOWING CIRCUIT ARRANGEMENT OF ELECTRICAL LOADS IN THE PANEL BOARD. 51.CONDUCTORS OF A MULTI-WIRE BRANCH CIRCUIT SHALL ORIGINATE FROM THE SAME PANEL BOARD. THE BRANCH CIRCUIT SHALL BE PROVIDED WITH A MEANS THAT WILL SIMULTANEOUSLY VIBRATING MOTORIZED EQUIPMENT FINAL CONNECTION SHALL BE PROVIDED WITH LIQUID TIGHT ORIGINATES PER [210.4,240.15(B)(1)] 52. ALL UNDERGROUND CONDUITS SHALL BE PVC SCHEDULE 40. 53.ALL EXPOSED CONDUITS (NOT SUBJECT TO THE MOISTURE) SHALL BE ELECTRICAL METALLIC TUBING (EMT). (C). ALL VIBRATING MOTORIZED EQUIPMENT FINAL CONNECTION SHALL BE PROVIDED WITH LIQUID TIGHT FLEXIBLE CONDUIT. (D) MINIMUM CONDUIT SIZE SHALL BE 3/4"C. 54.THE WORD "PROVIDE" MEANS FURNISH, INSTALL AND ELECTRICALLY CONNECT AS PART OF THE WORK OF DIVISION 26. 55.BONDING OF PIPING SYSTEMS IN ACCORDANCE WITH NEC ART. 250.80 SHALL INCLUDE BONDING OF ALL WATER, GAS, FIRE SPRINKLER, COMPRESSED AIR AND/OR ANY OTHER METALLIC PIPING. 56.NO PIPING, DUCTS OR EQUIPMENT FOREIGN TO ELECTRICAL EQUIPMENT SHALL BE PERMITTED TO BE LOCATED WITHIN THE DEDICATED SPACE ABOVE THE INDOOR/OUTDOOR ELECTRICAL EQUIPMENT. 57.COORDINATE ALL SWITCHING LOCATIONS WITH THE ARCHITECT PRIOR TO ROUGH IN CONSTRUCTION OCCUPANCY SENSOR CONTROLS (I.E., WALL MOUNTED SINGLE AND DOUBLE POLE, CEILING MOUNTED SENSORS) 58.EVERY SINGLE HOMERUNS SHALL BE PROVIDED WITH THE APPROPRIATE CONDUIT SIZE AS INDICATED ON THE ELECTRICAL PLAN. MINIMUM SIZE OF CONDUIT SHALL BE 3/4" C. U.N.O. 59.EXIT SIGNS SHALL BE INTERNALLY OR EXTERNALLY ILLUMINATED. 60.EXIT SIGNS SHALL BE ILLUMINATED BY AN EXTERNAL SOURCE SHALL HAVE AN INTENSITY OF NOT LESS THAN 5-FOOT CANDLES (54 LUX). 61.INTERNALLY ILLUMINATED SIGNS SHALL BE LISTED AND LABELED AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND SECTION 2702. 62.EXIT SIGNS SHALL BE ILLUMINATED AT ALL TIMES. 63.EXIT SIGNS SHALL BE CONNECTED TO AN EMERGENCY POWER SYSTEM THAT WILL PROVIDE AN ILLUMINATION OF NOT LESS THAN 90 MIN. IN CASE OF PRIMARY POWER LOSS. (1011.5-1011.6.3). 64.THE MEANS OF EGRESS, INCLUDING THE EXIT DISCHARGE, SHALL BE ILLUMINATED AT ALL TIMES THE BUILDING SPACE SERVED BY THE MEANS OF EGRESS IS OCCUPIED. THE MEANS OF EGRESS ILLUMINATION LEVEL SHALL NOT BE LESS THAN 1 FOOT-CANDLE AT THE WALKING SURFACE. (1006.1) 65.ALL EMERGENCY AND EXIT LIGHTS SHALL BE PROVIDED WITH UNCONTROLLED HOT WIRE AS REQUIRED. EMERGENCY LIGHTING SHALL BE PROVIDED WITH MINIMUM 90 MINUTE BATTERY PACK. 66.PROVIDE ARC-FLASH HAZARD WARNING AS REQUIRED. 110.16A. GENERAL A.ELECTRICAL EQUIPMENT, SUCH AS SWITCHBOARDS, SWITCHGEAR, PANELBOARDS, INDUSTRIAL CONTROL PANELS, METER SOCKET ENCLOSURES, AND MOTOR CONTROL CENTERS, THAT IS IN OTHER THAN DWELLING UNITS, AND IS LIKELY TO REQUIRE EXAMINATION, ADJUSTMENT, SERVICING, OR MAINTENANCE WHILE ENERGIZED, SHALL BE FIELD OR FACTORY MARKED TO WARN QUALIFIED PERSONS OF POTENTIAL ELECTRIC ARC FLASH HAZARDS. THE MARKING SHALL MEET THE REQUIREMENTS IN 110.21 B.AND SHALL BE LOCATED SO AS TO BE CLEARLY VISIBLE TO QUALIFIED PERSONS BEFORE EXAMINATION, ADJUSTMENT, SERVICING, OR MAINTENANCE OF THE EQUIPMENT. 110.16B SERVICE EQUIPMENT. IN OTHER THAN DWELLING UNITS, IN ADDITION TO THE REQUIREMENTS IN (A), A PERMANENT LABEL SHALL BE FIELD OR FACTORY APPLIED TO SERVICE EQUIPMENT RATED 1200 AMPS OR MORE. THE LABEL SHALL MEET THE REQUIREMENTS OF 110.21(B) AND CONTAIN THE FOLLOWING INFORMATION: (1)NOMINAL SYSTEM VOLTAGE (2)AVAILABLE FAULT CURRENT AT THE SERVICE OVERCURRENT PROTECTIVE DEVICES (3)THE CLEARING TIME OF SERVICE OVERCURRENT PROTECTIVE DEVICES BASED ON THE AVAILABLE FAULT CURRENT AT THE SERVICE EQUIPMENT. (4)THE DATE THE LABEL WAS APPLIED EXCEPTION: SERVICE EQUIPMENT LABELING SHALL NOT BE REQUIRED IF AN ARC FLASH LABEL IS APPLIED IN ACCORDANCE WITH ACCEPTABLE INDUSTRY PRACTICE. 67.PROVIDE LOCK OUT DISCONNECT SWITCH TO EACH ILLUMINATED SIGN RATED FOR ITS USE AS REQUIRED BY CEC 600.6. 68.PROVIDE SHUNT TRIP TYPE CIRCUIT BREAKER/S TO EACH COOKING EQUIPMENT AS REQUIRED IN COMMERCIAL KITCHEN AND INTEGRATE WITH FIRE SUPPRESSION SYSTEM. GENERAL NOTES SCOPE OF WORK PROVIDE NEW MAIN SWITCHBOARD MSB 600A, 120/208V, 3Ø, 4W. PROVIDE NEW PANELBOARDS FOR LIGHTING, POWER, MECHANICAL AND PLUMBING CONNECTIONS. PROVIDE CONNECTIONS TO NEW LIGHTING (NORMAL AND EMERGENCY), POWER, AND KITCHEN EQUIPMENT. PROVIDE CONNECTION TO EACH MECHANICAL, PLUMBING AND KITCHEN EQUIPMENT. FIRE ALARM NOTES (SEPARATE SUBMITTAL AND PERMIT) 1.CONTRACTOR (LIFE SAFETY VENDOR) SHALL BE RESPONSIBLE FOR SUBMITTING COMPLETE FIRE ALARM PLANS, REQUIRED CONNECTION DIAGRAMS, WIRING DIAGRAMS, BATTERY CALCULATIONS AND WORST CASE VOLTAGE DROP CALCULATIONS TO THE CITY FIRE DEPARTMENT FOR REVIEW AND OBTAIN APPROVAL FROM THE CITY PRIOR TO INSTALLING THE SYSTEM. 2.AN APPROVED MANUAL AND AUTOMATIC FIRE ALARM SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH CFC, SECTION 907 AND CALIFORNIA BUILDING CODE. 3.VARIANCE FOR THE FIRE ALARM SYSTEM SHALL BE SEPARATE. ELECTRICAL CONTRACTOR TO PAY SEPARATE FEE FOR VARIANCE/MODIFICATION UPON PLAN CHECK RESUBMITTAL. GENERAL NOTES & SHEET INDEX E-101 Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 SHEET INDEX SHEET NUMBER DESCRIPTION ISSUE TAG 05-REV1 E-101 GENERAL NOTES & SHEET INDEX PC CORR.#1 05-REV1 E-102 SYMBOLS LIST & ABBREVIATION PC CORR.#1 05-REV1 E-103 SINGLE LINE DIAGRAM PC CORR.#1 05-REV1 E-104 LUMINAIRE SCHEDULE PC CORR.#1 05-REV1 E-105 PANEL SCHEDULES PC CORR.#1 05-REV1 E-106 INTERIOR LIGHTING TITLE 24 PC CORR.#1 05-REV1 E-107 OUTDOOR LIGHTING TITLE 24 PC CORR.#1 05-REV1 E-108 ELECTRICAL SITE PLAN PC CORR.#1 05-REV1 E-109 SITE LIGHTING PHOTOMETRIC CALCULATIONS PC CORR.#1 05-REV1 E-110 LIGHTING PLAN PC CORR.#1 05-REV1 E-111 EMERGENCY PHOTOMETRIC PLAN PC CORR.#1 05-REV1 E-112 POWER PLAN PC CORR.#1 05-REV1 E-113 ELECTRICAL ROOF PLAN PC CORR.#1 05-REV1 E-114 ELECTRICAL DETAILS PC CORR.#1 05-REV1 E-115 ELECTRICAL DETAILS PC CORR.#1 05-REV1 E-116 ELECTRICAL DETAILS PC CORR.#1 05-REV1 E-117 ELECTRICAL DETAILS PC CORR.#1 05-REV1 E-118 EQUIPMENT SCHEDULE PC CORR.#1 05-REV1 E-119 POWER TITLE 24 PC CORR.#1 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 SYMBOLS LIST & ABBREVIATION ANNOTATIONS A-1&3&5 A-1,3 TELEPHONE OUTLET BOX, CEILING MOUNTED COMBINATION TELEPHONE AND DATA OUTLET BOX FLUSH MOUNTED IN CEILING PB a,bC B A UTILITY COMPANY METER. PROVIDE "CT's" AND "PT's" AS REQUIRED, REFER TO SINGLE LINE DIAGRAM. NON-FUSED DISCONNECT SWITCH, HP RATED AND WEATHERPROOF AS REQUIRED. PROVIDE FINAL CONNECTION TO UNIT EQUIPMENT. SEE MOTORIZED EQUIPMENT SCHEDULE FOR DISCONNECT SIZES. FUSED DISCONNECT SWITCH, HP RATED, OR COMBINATION MOTOR STARTER/DISCONNECT SWITCH WITH FUSES PER EQUIPMENT MANUFACTURER AND WEATHERPROOF AS REQUIRED. PROVIDE FINAL CONNECTION TO UNIT EQUIPMENT. SEE MOTORIZED EQUIPMENT SCHEDULE FOR DISCONNECT AND STARTER SIZES. DUPLEX RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. DOUBLE DUPLEX RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. DUPLEX, GFCI RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. WP INDICATES WEATHERPROOF. DOUBLE DUPLEX, GFCI RECEPTACLE, WALL MOUNTED. WP INDICATES WEATHERPROOF. DUPLEX RECEPTACLE, ONE HALF SWITCHED, WALL MOUNTED +18" AFF OR AS NOTED. DUPLEX, ISOLATED GROUND RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. SIMPLEX RECEPTACLE, WALL MOUNTED +18" AFF OR AS NOTED. JUNCTION BOX, WALL MOUNTED AT +18" A.F.F. OR AS NOTED. 4S/DP MINIMUM OR AS REQUIRED BY N.E.C.. JUNCTION BOX, MOUNTED IN ACCESSIBLE CEILING FOR APPLICATION DENOTED ON PLAN. 4S/DP MINIMUM OR AS REQUIRED BY N.E.C.. JUNCTION BOX, WALL MOUNTED AT 6" ABOVE COUNTER OR SPLASH. 4S/DP MINIMUM OR AS REQUIRED BY N.E.C.. THERMOSTAT OUTLET BOX, PROVIDE 1/2"C.O. TO RESPECTIVE MECHANICAL UNIT. EXHAUST FAN, OR MOTOR LOAD. REFER TO MECHANICAL, PLUMBING OR KITCHEN DRAWINGS FOR SPECIFIC LOAD REQUIREMENTS OR AS NOTED. TRANSFORMER, REFER TO SINGLE LINE DIAGRAM. DENOTES TWO SINGLE PHASE CIRCUITS WITH SEPARATE NEUTRAL WIRE. 3/4" CONDUIT- 4#12 + 1/#12 GRD REFER TO DERATING TABLE. CONCEALED CONDUIT OR BRANCH CIRCUIT UNLESS OTHERWISE NOTED. 3/4" CONDUIT MINIMUM, 2 #12 +1#12 GRD CONDUCTORS MINIMUM. CONDUIT OR BRANCH CIRCUIT CONCEALED BELOW GRADE, 3/4" CONDUIT MINIMUM WITH (2) 12 AWG CONDUCTORS MINIMUM AND A CODE SIZED EQUIPMENT GROUND. CIRCUIT BREAKER: "A" REPRESENTS CIRCUIT BREAKER AMPERE RATING, "B" REPRESENTS NUMBER OF POLES AND "C" REPRESENTS MISCELLANEOUS BREAKER FEATURES. FUSIBLE SWITCH: "A" REPRESENTS SWITCH / FRAME AMPERE RATING, "B" REPRESENTS THE FUSE AMPERE RATING, "C" INDICATES NUMBER OF POLES AND "D" REPRESENTS MISCELLANEOUS FUSE / SWITCH FEATURES. SINGLE POLE SWITCHES, WALL MOUNTED. SUBSCRIPTS AT SYMBOL INDICATE THE FOLLOWING: NOTE: ALL WALL SWITCHES CONTROLLING EMERGENCY CIRCUITS SHALL BE ENGRAVED WITH "EMERGENCY". EMERGENCY POWER OFF STATION, WALL MOUNTED PER EPO SYSTEM DETAIL. PULLBOX, SIZED PER N.E.C. OR AS NOTED. GROUND CONNECTION, SIZE AS INDICATED AND REQUIRED. CONDUIT STUB OUT, CAP, MARK AND RECORD ON AS-BUILT DRAWINGS CONDUIT CONTINUATION. CONDUIT STUB DOWN CONDUIT STUB UP TV OUTLET, WALL MOUNTED. STUB A 3/4"C.O. UP 6" ABOVE THE ACCESSIBLE CEILING AND PROVIDE BUSHING. MECHANICAL EQUIPMENT CALLOUT, "AC" INDICATES UNIT TYPE AND "2" INDICATES UNIT NUMBER. REFER TO MECHANICAL DRAWINGS FOR EXACT LOCATION AND ELECTRICAL REQUIREMENTS. DETAIL CALLOUT, "3" INDICATES DETAIL NUMBER "E-1" INDICATES SHEET NUMBER. PLAN NOTE REFERENCE, REFER TO NOTES ON SHEET, OR AS DIRECTED. REVISION REFERENCE. WYE CONFIGURATION DELTA CONFIGURATION GROUND TELEPHONE OUTLET BOX, WALL MOUNTED. STUB A 1" C.O. UP 6" ABOVE THE ACCESSIBLE CEILING AND PROVIDE A BUSHING. 4S/DP MINIMUM WITH SINGLE GANG RING. DATA OUTLET BOX, WALL MOUNTED. STUB A 1" C.O. UP 6" ABOVE THE ACCESSIBLE CEILING AND PROVIDE A BUSHING. 4S/DP MINIMUM WITH SINGLE GANG RING. COMBINATION TELEPHONE AND DATA OUTLET BOX, WALL MOUNTED. STUB A 1" C.O. UP 6" ABOVE THE ACCESSIBLE CEILING AND PROVIDE A BUSHING. 4S/DP MINIMUM WITH SINGLE GANG RING. FLUSH MOUNTED, LOCKABLE TERMINAL CABINET WITH TERMINAL STRIPS AS REQUIRED. SURFACE MOUNTED, LOCKABLE TERMINAL CABINET WITH TERMINAL STRIPS AS REQUIRED. TELEPHONE TERMINAL BACKBOARD SIZED AS NOTED, REFER TO SYSTEM GROUND DETAIL. J J J T T TV 2 4 3 E-1 AC 2 A S M F ELECTRICAL SYMBOL LISTS A-1 DENOTES 120V OR 277V CIRCUIT WITH NEUTRAL WIRE. 3/4" CONDUIT- 2/#12 + 1/#12 GRD MIN. DENOTES THREE PHASE CIRCUIT NO NEUTRAL WIRE. 3/4" CONDUIT- 3#12 + 1/#12 GRD A-1&3 DENOTES SINGLE PHASE CIRCUIT NO NEUTRAL WIRE. 3/4" CONDUIT- 2#12 + 1/#12 GRD DATA OUTLET BOX, CEILING MOUNTED TELEPHONE OUTLET BOX, FLUSH MOUNTED IN FLOOR COMBINATION TELEPHONE AND DATA OUTLET BOX FLUSH MOUNTED IN FLOOR DATA OUTLET BOX, FLUSH MOUNTED IN FLOOR SYMBOL INDICATES MOUNTED FLUSH ON FLOOR SYMBOL INDICATES CEILING MOUNTED IG ASTRONOMICAL TIME CLOCK.TC EXIT SIGN. ARROW AND SHADE DENOTES DIRECTION. REFER TO EMERGENCY SYSTEM FOR CIRCUITING. POLE LIGHT. REFER TO STRUCTURAL PLANS FOR POLE BASE REQUIREMENT AND SPECIFICATION. EMERGENCY BUG EYE. PROVIDE MINIMUM 90 MIN BACK-UP BATTERY SURFACE DOWNLIGHT. HATCH INDICATES ON EMERGENCY. PROVIDE 90 MIN BATTERY PACK OR EMERGENCY CIRCUIT CONNECTION. REFER TO EMERGENCY SYSTEM FOR EXACT REQUIREMENT. NORMAL POWER SURFACE MOUNTED STRIP LIGHT RECESSED DOWNLIGHT. HATCH INDICATES ON EMERGENCY. PROVIDE 90 MIN BATTERY PACK OR EMERGENCY CIRCUIT CONNECTION. REFER TO EMERGENCY SYSTEM FOR EXACT REQUIREMENT. 1X4 LED STRIP LIGHT. DOUBLE LINE DENOTES RECESSED MOUNTED. HATCH DENOTES EMERGENCY POWER. PROVIDE 90 MIN BATTERY PACK OR ON EMERGENCY CIRCUIT CONNECTION. REFER TO EMERGENCY SYSTEM FOR EXACT REQUIREMENT. LV CAMERA. PROVIDE DEDICATED CAT 6 CABLE PER CAMERA. MAXIMUM CABLE LENGTH SHALL BE 225'-0" SD SMOKE DETECTOR. PROVIDE LOCK-ON DEVICE IN PANEL BREAKER. DEDICATED 208/240V OUTLET SINGLE PHASE 2 POLE. VERIFY NEUTRAL WIRE REQUIREMENT WITH EQUIPMENT SUBMITTAL DENOTES EQUIPMENT NUMBER. REFER TO EQUIPMENT SCHEDULE FOR DETAILS MSB SWITCHBOARD/DISTRIBUTION BOARD TAG, "MSB" INDICATES EQUIPMENT DESIGNATION. PANEL TAG, "A" INDICATES PANELBOARD OR EQUIPMENT DESIGNATION. 1 WALL MOUNTED OCCUPANCY SENSOR LOWER CASE LETTERS INDICATES SWITCH LEG CEILING MOUNTED OCCUPANCY SENSOR LOWER CASE LETTERS INDICATES SWITCH LEG PCI CEILING MOUNTED DAYLITE PHOTOCELL CONTROL. 4S/DP 4" SQUARE BY 2-1/8" DEEP BOX ADA AMERICAN WITH DISABILITIES ACT A.F.F. ABOVE FINISH FLOOR A.F.G. ABOVE FINISH GRADE AWG AMERICAN WIRE GAUGE AMP AMPERE A.I.C.AMPERES INTERRUPTING CAPACITY AF/AT AMP FRAME, AMP TRIP AHJ AUTHORITY HAVING JURISDICTION AS/AF AMPERE SWITCH, AMPERE FUSE ATS AUTOMATIC TRANSFER SWITCH AVG AVERAGE BR BRANCH BLDG BUILDING CBC CALIFORNIA BUILDING CODE CEC CALIFORNIA ELECTRICAL CODE CIRC CIRCUIT CKT. CB CIRCUIT BREAKER CSFD COMBINATION SMOKE FIRE DAMPER C CONDUIT C.O. CONDUIT ONLY, COMPLETE WITH PULLSTRING CONN CONNECTED CT CURRENT TRANSFORMER (D)EXISTING DEVICE TO BE DEMOLISHED. DIA DIAMETER DISC DISCONNECT DIST DISTRIBUTION E.C.ELECTRICAL CONTRACTOR EMS ENERGY MANAGEMENT CONTROL SYSTEM EMT ELECTRICAL METALLIC TUBING ENT ELECTRICAL NON-METALLIC TUBING EWC ELECTRIC WATER COOLER EPO EMERGENCY POWER OFF EOL END OF LINE CIRCUIT TERMINATOR EF EXHAUST FAN E, (E) EXISTING DEVICE TO REMAIN EP EXPLOSION PROOF (ER)EXISTING DEVICE TO BE RELOCATED FT or 'FEET FA FIRE ALARM FLA FULL LOAD AMPS GRD GROUND GFCI GROUND FAULT CIRCUIT INTERRUPTER GFP GROUND FAULT PROTECTION GEC GROUNDING ELECTRODE CONDUCTOR HACR HEATING AIR CONDITIONING REFRIGERATION HOA HAND-OFF-AUTO HVAC HEATING, VENTILATING AND AIR CONDITIONING H.,W.,D.,L.HEIGHT, WIDTH, DEPTH, LENGTH HP HORSEPOWER HPS HIGH PRESSURE SODIUM IN.or ''INCHES I/G ISOLATED GROUND IBC INTERNATIONAL BUILDING CODE JBOX JUNCTION BOX K DEGREE KELVIN KCMIL THOUSAND CIRCULAR MILS KVA KILOVOLT AMPERES KW KILOWATT KWH KILOWATT HOUR LCL LONG CONTINUOUS LOAD L.F LINEAR FEET LTG LIGHTING MAX.MAXIMUM MCB MAIN CIRCUIT BREAKER MLO MAIN LUGS ONLY MCB MECHANICAL CONTRACTOR M METER M/M METER MAIN MIN.MINIMUM MCA MINIMUM CIRCUIT AMPS MCC MOTOR CONTROL CENTER MCM THOUSAND CIRCULAR MILS MCP MOTOR CIRCUIT PROTECTOR MFR MANUFACTURER MTD MOUNTED MW MICROWAVE NATS NON AUTOMATIC DISCONNECT NEC NATIONAL ELECTRICAL CODE NEMA NATIONAL ELECTRICAL MANUFACTURERS' ASSOCIATION NC NORMALLY CLOSED NO NORMALLY OPENED NF NON-FUSED NIC NOT IN CONTRACT N.T.S.NOT TO SCALE NL NIGHT LIGHT NO.or #NUMBER OFCI OWNER FURNISHED, CONTRACTOR INSTALLED %Z PERCENT IMPEDANCE PH.or ø PHASE PC PHOTOCELL P.C.A PLUMBING CONTRACTOR P POLE PVC POLY VINYL CHLORIDE PDU POWER DISTRIBUTION UNIT PT POTENTIAL TRANSFORMER PA PUBLIC ADDRESS (R)DENOTES RELOCATED DEVICE LOCATION. REC, RECEPT RECEPTACLE REF REFRIGERATOR RGS RIGID GALVANIZED STEEL RMS ROOT MEAN SQUARE SCC SHORT CIRCUIT CURRENT SCS STRUCTURED CABLING SYSTEM SFD SMOKE FIRE DAMPER TC TIMECLOCK TEL/DATA TELEPHONE AND DATA TV TELEVISION T.V..S.TRANSIENT VOLTAGE SURGE SUPPRESSION TYP TYPICAL TTB TELEPHONE TERMINAL BOARD U.G.P.S.UNDERGROUND PULL SECTION U.O.N.UNLESS OTHERWISE NOTED U.P.S.UNINTERRUPTABLE POWER SYSTEM VAV VARIABLE AIR VOLUME V VOLTS VA VOLT AMPERES VD VOLTAGE DROP VL VERIFY EXACT LOCATION IN FIELD/OWNER/ARCHITECT AND OTHER TRADE WP WEATHERPROOF W WIRE XFMR TRANSFORMER ABBREVIATIONS BRANCH CIRCUIT SYMBOLS C B A D SHUNT= PROVIDE SHUNT TRIP MECHANISM HACR= PROVIDE HACR-RATED BREAKER GFP= GROUND FAULT PROTECTION CLCB= CURRENT LIMITING CIRCUIT BREAKER SS= PROVIDE SOLID STATE CIRCUIT BREAKER LO= PROVIDE PERMANENT LOCK-OPEN (OFF) HARDWARE LC= PROVIDE PERMANENT LOCK-CLOSED (ON) HARDWARE SHUNT= PROVIDE SHUNT TRIP MECHANISM GFP= GROUND FAULT PROTECTION CLF= CURRENT LIMITING FUSE D - DIMMER LV - LOW VOLTAGE VC - VACANCY SENSOR M - MOTOR RATED OS - OCCUPANCY SENSOR K - KEY OPERATED 4 - FOUR WAY 3 - THREE WAY 2 - DOUBLE POLE a,b. - DENOTES SWITCH LEG. LIGHTING TELEPHONE/DATA POWER 2X4 LED LIGHT. DOUBLE LINE DENOTES RECESSED MOUNTED. HATCH DENOTES EMERGENCY POWER. PROVIDE 90 MIN BATTERY PACK OR ON EMERGENCY CIRCUIT CONNECTION. REFER TO EMERGENCY SYSTEM FOR EXACT REQUIREMENT. Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 E-102 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 GENERAL NOTES: A.ALL EQUIPMENT SHOWN IN THE SINGLE LINE DIAGRAM ARE NEW U.O.N. B.ALL EQUIPMENT AND DEVICES OUTDOOR SHALL BE NEMA 3R RATED AND WEATHER PROOF. C.ALL OVERCURRENT DEVICES IN AN INDIVIDUAL PIECE OF EQUIPMENT SHALL HAVE AN AIC RATING EQUAL TO THE OVERALL RATING OF THE EQUIPMENT-SERIES RATING OF DEVICES WITHIN A PIECE OF EQUIPMENT IS NOT ALLOWED. D.ALL TERMINATIONS AND ENCLOSURES SHALL BE RATED FOR USE WITH 75 DEGREE CELSIUS CONDUCTORS. E.ALLOWABLE DIMENSIONS IN MAIN ELECTRICAL ROOM ARE A CRITICAL COORDINATION ITEM. CONTRACTOR SHALL PROVIDE 1/4"= 1'-0" SCALE DRAWINGS WITH SWITCHGEAR SUBMITTALS SHOWING THAT ALL PROPOSED EQUIPMENT WILL FIT IN THE SPACE PROVIDED. SUBMITTALS WITHOUT THIS DRAWING SHALL BE REJECTED AS INCOMPLETE. F.WHERE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION OR WHERE A NEW GROUND FAULT PROTECTIVE DEVICE IS BEING INSTALLED, A GROUND FAULT SYSTEM TEST SHALL BE CONDUCTED BY AN INDEPENDENT TESTING AGENCY PER NEC (OR CEC-WHERE ADOPTED) 230.95(C) . THE GROUND FAULT SYSTEM TEST SHALL BE PERFORMED IN THE PRESENCE OF THE LOCAL AUTHORITY HAVING JURISDICTION. VERIFICATION OF DEVICE SETTINGS PER THE POWER SYSTEMS STUDY SPECIFICATION SHALL BE PERFORMED BY THE SAME INDEPENDENT TESTING AGENCY. THE GROUND FAULT TEST RESULTS SHALL BE DELIVERED TO THE ENGINEER OF RECORD. G.EACH FEEDER AND BRANCH CIRCUITS SHALL BE COPPER AND IN RIGID CONDUIT U.O.N. H.EACH 120V BRANCH CIRCUIT SHALL BE PROVIDED WITH A NEUTRAL WIRE. DO NOT SHARE NEUTRAL WIRE. I.MAIN SWITCHBOARD, DISTRIBUTION BOARD AND PANEL BOARDS SHALL BE PROVIDED WITH AT LEAST 20% SPARE OR SPACE CIRCUIT AND CAPACITY FOR FUTURE USE OF THE PROJECT. J.EACH CIRCUIT BREAKERS SHALL HAVE AIC RATINGS THAT, AT MINIMUM, MATCH OR ARE GREATER THAN THE AIC RATING FOR THE NEAREST & HIGHEST-RATED UPSTREAM/LINE SIDE OVERCURRENT PROTECTIVE DEVICE (PREFERRED OR ALTERNATE SOURCE). SERIES RATING WITH UPSTREAM DEVICES IS NOT ALLOWED. CIRCUIT BREAKERS UTILIZED FOR MSS UNITS SHALL BE FROM THE SAME MANUFACTURER AS THE BALANCE OF THE PROJECT'S ELECTRICAL DISTRIBUTION EQUIPMENT. K.ALL ELECTRICAL EQUIPMENT AND MATERIALS SHALL BE LISTED, LABELED AND APPROVED BY A DULY AUTHORIZED ELECTRICAL TESTING AGENCY. L.NO PIPING, DUCTS OR EQUIPMENT FOREIGN TO ELECTRICAL EQUIPMENT SHALL BE PERMITTED TO BE LOCATED WITHIN DEDICATED SPACE ABOVE THE ELECTRICAL EQUIPMENT AS REQUIRED. M.PROVIDE AND MAINTAIN REQUIRED WORK SPACE, ADEQUATE ILLUMINATION, ACCESS TO WORK SPACE AND HEAD ROOM ABOVE ELECTRICAL EQUIPMENT AND DEDICATED SPACE AS OF ELECTRICAL EQUIPMENT. N.PROVIDE PERMANENT ENGRAVED LABEL TO EACH NEW BOARD, DISCONNECT & PANEL BOARDS. O.ALL CONDUIT STUBS SHALL BE FIELD COORDINATED WITH EQUIPMENT INSTALLATION MANUALS PRIOR TO ANY ROUGH-INS. P.CONTRACTOR TO CHECK EQUIPMENT LANDING LUGS AND PROVIDE REQUIRED LUG SIZE TO ACCOMMODATE SPECIFIED WIRE SIZE PER FEEDER SCHEDULE. CONTRACTOR TO FIELD COORDINATE. Q.ALL ELECTRICAL WORK RELATED UTILITY SHALL BE PER UTILITY COMPANY STANDARDS AND SPECIFICATIONS. CONTRACTOR TO FIELD COORDINATE WITH UTILITY COMPANY FOR A SET OF APPROVED ELECTRICAL UTILITY DESIGN DRAWINGS AND SPECIFICATIONS. CONTRACTOR TO FIELD COORDINATE FOR ALL REQUIRED INSPECTIONS BY SERVING UTILITY COMPANY. R.PROVIDE PULL BOX SIZED PER CODE AS REQUIRED. S.VERIFY ALL DISTANCES IN THE FIELD. CONTRACTOR TO FIELD MEASURE THE EXACT LOCATION AND DISTANCES OF EACH FEEDERS FROM THE MAIN SWITCHBOARD TO EACH NEW PANEL LOCATION. G.EACH SERVICE EQUIPMENT (SWITCHBOARD, PANELBOARDS, ETC.) SHALL BE LABELED WITH AN NEC, OR CEC WHERE ADOPTED, 110.16 COMPLIANT ARC FLASH HAZARD WARNING (BRADY LABEL #94913 GENERIC ARC FLASH LABEL). 1 PROVIDE NEW PANEL 200A,120/208V, 3Ø, 4 WIRE. VERIFY EXACT LOCATION IN THE FIELD. REFER TO SHEET E5.02 DETAIL 10 & 11 FOR COMPLETE GROUNDING SYSTEM REQUIREMENT. PROVIDE 2-4" CONDUIT PER POWER COMPANY STANDARD AND REQUIREMENT.VERIFY AND COORDINATE WITH POWER COMPANY FINAL CONSTRUCTION DRAWING PROVIDE SHUNT TRIP TYPE CIRCUIT BREAKER AND INTEGRATE WITH FIRE SUPPRESSION SYSTEM. PROVIDE NEW PANEL 100A,120/208V, 3Ø, 4 WIRE. VERIFY EXACT LOCATION IN THE FIELD. 1 SCALE: NTS SINGLE LINE DIAGRAM TO POWER COMPANY POINT OF CONNECTION NEW MSB 600A, 120/208V, 3Ø, 4W 200A 3P N G 600A 3P MAIN PANEL "L" SPARE SPARE 600A BUS, 120/208V, 3Ø, 4W M 1 PANEL "P" PANEL "K" 200A 3P 200A 3P 2 3 200A 3P SCE SERVICE REQUEST#3574717 200A 3P 200A 3P 11 204 204 204 3 2 FEEDER SCHEDULE - CU FOUR WIRE FEEDERS FEEDER TAG CONDUIT CONDUCTORS QTY SIZE QTY SIZE GND 024 1 EA 3/4"4 EA 12 12 034 1 EA 3/4"4 EA 10 10 044 1 EA 1"4 EA 8 10 054 1 EA 1 1/4"4 EA 6 10 064 1 EA 1 1/4"4 EA 4 10 074 1 EA 1 1/4"4 EA 4 8 084 1 EA 1 1/2"4 EA 2 8 094 1 EA 1 1/2"4 EA 2 8 PASTESPE 1 EA 2"4 EA 1 8 114 1 EA 2"4 EA 1 6 123 1 EA 2"4 EA 1/0 6 154 1 EA 2"4 EA 1/0 6 174 1 EA 2"4 EA 2/0 6 204 1 EA 2 1/2"4 EA 3/0 6 224 1 EA 2 1/2"4 EA 4/0 4 254 1 EA 3"4 EA 250 4 304 1 EA 3"4 EA 350 4 354 1 EA 3 1/2"4 EA 500 3 404 1 EA 4"4 EA 600 3 454 2 EA 2 1/2"4 EA 4/0 2 504 2 EA 3"4 EA 250 2 604 2 EA 3"4 EA 350 1 704 2 EA 3 1/2"4 EA 500 1/0 804 2 EA 3 1/2"4 EA 500 1/0 1004 3 EA 3 1/2"4 EA 400 2/0 1204 3 EA 4"4 EA 600 3/0 1604 4 EA 4"4 EA 600 4/0 2004 5 EA 4"4 EA 600 250 2504 6 EA 4"4 EA 600 350 3004 8 EA 4"4 EA 500 400 4004 10 EA 4"4 EA 600 500 4 SCALE: NTS SHORT CIRCUIT AND VOLTAGE DROP ANALYSIS 3 SCALE: NTS FEEDER SCHEDULE 4 44 KEY NOTES: SINGLE LINE DIAGRAM Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 1 PANEL "EQ" 100A 3P 100A 3P 104 54 5 3 SCALE: NTS MSB CALCULATION E-103 1 1 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 LUMINAIRE SCHEDULE LUMINAIRE SCHEDULE NOTES: A.CONTRACTOR TO PROVIDE SUBMITTAL DATA FOR EACH LUMINAIRE SHOWING THE MANUFACTURER, UL LISTING AND OTHER MARKINGS REQUIRED BY AHJ. B.CONTRACTOR TO VERIFY AND COORDINATE ALL OPTIONS AND TRIM WITH OWNER AND ARCHITECT. C.CONTRACTOR TO PROVIDE LAMP, ACCESSORIES AND OTHER OPTIONS AS APPROVED BY OWNER/ARCHITECT FOR A COMPLETE AND OPERABLE LIGHTING SYSTEM. D.SUBSTITUTIONS OF THE SPECIFIED PRODUCTS ARE STRICTLY PROHIBITED - UNLESS APPROVED BY OWNER/ARCHITECT. LAMP SUBSTITUTIONS SHALL BE FORMALLY PRESENTED TO THE OWNER/ARCHITECT PRIOR TO BID TIME. E.CONFLICTS BETWEEN CATALOG NUMBERS AND LAMP DESCRIPTIONS SHALL BE BROUGHT TO THE ATTENTION OF THE OWNER/ARCHITECT, PRIOR TO BID TIME, FOR CLARIFICATION. F.CONTRACTOR TO PROVIDE ALL LAMP(S), AS REQUIRED FOR EACH FIXTURE INDICATED ON THE DRAWINGS. G.CONTRACTOR TO REPLACE ALL FAILED LAMPS, AS REQUIRED, UNTIL WRITTEN ACCEPTANCE OF THE PROJECT IS EXECUTED BY THE OWNER. H.AT THE COMPLETION OF THE PROJECT, CONTRACTOR SHALL PROVIDE TO THE OWNER AN ADDITIONAL 5% ( MINIMUM QUANTITY OF TWO ) STOCK OF LAMPS FOR EACH LAMP TYPE UTILIZED ON THE PROJECT. I.EACH EMERGENCY AND EXIT LIGHTS SHALL BE PROVIDED WITH MINIMUM 90 MINUTES EMERGENCY BACK-UP BATTERY AS REQUIRED. J.CONTRACTOR TO VERIFY AND COORDINATE SIZE, RATING AND EXACT LOCATION OF EMERGENCY INVERTER WITH OWNER, ARCHITECT AND ENGINEER. INVERTER SHALL MAINTAIN MINIMUM 40% SPARE CAPACITY. LUMINAIRE SCHEDULE MARK SYMBOL DESCRIPTION MANUFACTURER/MODEL MOUNTING TYPE WATTS VOLTAGE FINISH REMARKS SL-01 6" LED DOWNLIGHT LITHONIA LIGHTING LDN6-35K-1500L OR EQUAL RECESSED LED 17.5 120 WHITE SEE LUMINARIES NOTES SL-02 OUTDOOR WALL SCONCE CARSON 12" GOOSENECK A0155 OR EQUAL WALL MOUNT LED 100 120 MATTE BLACK SEE LUMINARIES NOTES SL-03 LED PENDANT LIGHT WAC LIGHTING OR EQUAL PENDANT LED 15 120 WHITE SEE LUMINARIES NOTES SL-04 4" LED DOWNLIGHT LSI INDUSTRIES LCD4-14L-35K OR EQUAL RECESSED LED 14 120 WHITE SEE LUMINARIES NOTES SL-05 LED PENDANT LIGHT WAC LIGHTING OR EQUAL PENDANT LED 13 120 WHITE SEE LUMINARIES NOTES SL-06 6" LED DOWNLIGHT LSI INDUSTRIES LCD6 14L-35K OR EQUAL RECESSED LED 14 120 WHITE SEE LUMINARIES NOTES SL-07 OUTDOOR SURFACE MT LED LIGHT WAC LIGHTING OR EQUAL SURFACE MOUNT LED 17 120 STAINLESS STEEL SEE LUMINARIES NOTES SL-08 LED STRIP LIGHT CALIFORNIA ACCENT LIGHTING OR EQUAL RECESSED LED 4W/FT 120 WARM WHITE SEE LUMINARIES NOTES SL-09 OUTDOOR SURFACE MT LIGHT WAC LIGHTING OR EQUAL SURFACE MOUNT LED 12 120 WHITE SEE LUMINARIES NOTES X EXIT LIGHT LITHONIA LRP W 1 RW ELN OR EQUAL SURFACE SINGLE FACE LED 3 120 RED SEE LUMINARIES NOTES XE EMERGENCY/EXIT LIGHT COMBO LITHONIA ECRG HO SQ M6 OR EQUAL SURFACE LED 4 120 RED SEE LUMINARIES NOTES S1 SINGLE POLE LIGHT LITHOUNIA RSX2 P2 40K R5 MOUNTED ON 20'-0" POLE AND 2.5FT BASE POLE LED 71 120 BLACK SEE LUMINARIES NOTES Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 E-104 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 PANEL SCHEDULES Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 K P EQ L 1 KEY NOTES: PROVIDE SHUNT TRIP TYPE CIRCUIT BREAKER AND INTEGRATE WITH FIRE SUPRESSION SYSTEM. E-105 1 1 1 1 1 1 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 INTERIOR LIGHTING TITLE 24 E-106 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 Nexx Burger 1430 E Edinger Ave. Santa Ana, CA 92705 Nexx Burger Nexx Burger Nexx Burger Nexx Burger 1430 E Edinger Ave. Santa Ana, CA 92705 Nexx Burger Nexx Burger Nexx Burger Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 OUTDOOR LIGHTING TITLE 24 E-107 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 Nexx Burger Nexx Burger Nexx Burger 1430 E Edinger Ave. Santa Ana, CA 92705 Nexx Burger Nexx Burger 1430 E Edinger Ave. Santa Ana, CA 92705 Nexx BurgerNexx Burger APPROXIMATE LOCATION OF EXISTING POWER POLE 1 E EDINGER AVE GR A N D A V E L NEW MSB IN THE ELECTRICAL ROOM MSB J J J J J WP J J J WP WP WP WP WPJ WP WP J WP L-13 2 2L-11 2L-1 2L-3 L-5 2L-9 L-7 3 5 5 4 4 S1 S1 S2 S2 L-3 L-3 L-1 L-1 L-5 5 L-15 2 6 6 6 6 J WP J WP L-10 2 L-12 2 P Q EQ GENERAL NOTES: A.ALL EQUIPMENT AND DEVICES OUTDOOR SHALL BE WEATHER PROOF WITH NEMA 3R ENCLOSURE. B.CONTRACTOR SHALL OBTAIN UTILITY COMPANY DRAWINGS PRIOR TO SUBMITTING BID AND PROVIDE ALL ITEMS INDICATED IN THE UTILITY COMPANY DRAWINGS AS PART OF THE CONTRACTOR'S RESPONSIBILITY. INCLUDE ALL COSTS FOR INSTALLATION OF UTILITY EQUIPMENT IN THEIR BASE BID. C.PROVIDE ALL MATERIAL AND ALL WORK TO COMPLY WITH POWER COMPANY FINAL CONSTRUCTION PLANS, STANDARD AND BUILDING AND SAFETY REQUIREMENT. CONTRACTOR TO INCLUDE IN HIS BASE BID. D.COORDINATE ALL LANDSCAPE LIGHTING LOCATIONS AND AIMING WITH LANDSCAPE ARCHITECT PRIOR TO ROUGH-IN. E.ALL BENDS, TURNS, AND CHANGE OF DIRECTION IN CONDUIT SHALL BE MADE UTILIZING RIGID STEEL FITTINGS TO PREVENT DAMAGE TO CONDUIT AND FUTURE CABLES DURING CABLE INSTALLATION. F.VERIFY ALL UTILITY LOCATIONS AND REQUIREMENTS WITH UTILITY COMPANY INSTALLATION DRAWINGS PRIOR TO BEGINNING EXCAVATION. G.ALL EXTERIOR CONDUIT INSTALLED UNDERGROUND SHALL BE 1" MINIMUM UNLESS INDICATED OTHERWISE. H.ALL EXTERIOR WIRING INSTALL UNDERGROUND SHALL BE #10 MINIMUM UNLESS INDICATED OTHERWISE. I.ALL GRADE MOUNTED PULL BOXES SHALL HAVE 4" CONCRETE COLLAR UNLESS OTHERWISE NOTED. J.ALL OUTDOOR LIGHTING SHALL BE CONNECTED TO A LIGHTING CONTROL PANEL U.N.O, K.ALL NEW CABLES AND WIRES SHALL BE CU AND IN A CONDUIT. L.ALL ELECTRICAL EQUIPMENT AND MATERIALS SHALL BE LISTED, LABELED AND APPROVED BY A DULY AUTHORIZED ELECTRICAL TESTING AGENCY. M.ALL WORK SHALL COMPLY WITH ALL MUNICIPAL AND STATE ELECTRICAL CODE AND ALL OTHER AGENCY HAVING JURISDICTION. N.PROVIDE PULL BOX SIZED PER CODE AS REQUIRED. O.ALL CONDUIT STUBS SHALL BE FIELD COORDINATE WITH EQUIPMENT INSTALLATION MANUALS PRIOR TO ANY ROUGH-INS. P.CONTRACTOR TO CHECK EQUIPMENT LANDING LUGS AND PROVIDE REQUIRED LUG SIZE TO ACCOMMODATE SPECIFIED WIRE SIZE PER FEEDER SCHEDULE. CONTRACTOR TO FIELD COORDINATE. Q.MAXIMUM CONDUIT FILL FOR ALL ELECTRICAL WORK WITHIN CLASSIFIED AREA SHALL BE 25%. R.EACH UNDERGROUND FEEDER AND BRANCH CIRCUITS SHALL BE COPPER AND IN PVC CONDUIT SCHEDULE 40 MIN. U.O.N. S.ALL EXTERIOR UNDERGROUND CONDUIT MUST BE BURIED AT A MINIMUM DEPTH OF 24 INCHES. 1 ELECTRICAL SITE PLAN SCALE: 1/8" = 1'-0" NORTH 1 PROVIDE HOUSE SIDE SHIELD. PROVIDE CONNECTION TO ASTRONOMICAL TIME CLOCK AND PHOTO CELL CONTROL. PROVIDE WP J-BOX FOR CONNECTION TO MONUMENT SIGN. VERIFY AND COORDINATE EXACT LOCATION WITH OWNER/SIGN CONTRACTOR AND IN THE FIELD. PROVIDE WP J-BOX AND DATA FOR CONNECTION TO MENU BOARD. VERIFY AND COORDINATE EXACT LOCATION WITH OWNER/MENU BOARD CONTRACTOR AND IN THE FIELD. PROVIDE WP J-BOX FOR CONNECTION TO BUILDING SIGN. VERIFY AND COORDINATE EXACT LOCATION WITH OWNER/SIGN CONTRACTOR AND IN THE FIELD. REFER TO POLE BASE DETAIL ON SHEET E5.02 DETAIL #12.(TYPICAL) Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 ELECTRICAL SITE PLAN RESTAURANT 2,4589 SF 2 3 4 5 6 KEY NOTES: 1 E-108 1 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 B-1 A-3 A-4 1.2 1.4 1.7 1.9 2.1 2.3 2.4 2.5 2.5 2.5 2.5 2.4 2.4 2.2 2.0 1.8 1.6 1.2 1.4 1.7 2.0 2.3 2.5 2.7 2.9 3.0 3.0 3.0 3.0 2.9 2.8 2.6 2.4 2.2 1.9 1.3 1.6 2.0 2.3 2.8 3.2 3.4 3.6 3.6 3.5 3.4 3.4 3.5 3.5 3.3 3.1 2.7 2.2 1.5 1.8 2.2 2.8 3.4 3.8 4.0 4.2 4.3 4.0 3.8 4.0 4.2 4.1 3.8 3.7 3.3 2.6 1.6 2.0 2.5 3.2 3.8 4.0 4.3 4.6 4.7 4.5 4.2 4.4 4.6 4.4 4.1 4.0 3.6 1.7 2.1 2.6 3.4 3.9 3.6 4.6 4.2 4.9 4.5 4.3 4.6 4.7 3.9 4.3 3.5 3.8 1.7 2.1 2.7 3.4 4.0 4.3 4.6 4.8 4.5 4.3 4.6 4.7 4.4 4.2 4.1 1.7 2.1 2.6 3.3 3.9 4.3 4.5 4.8 4.8 4.2 4.0 4.2 4.4 4.3 4.0 4.1 1.7 2.1 2.5 3.0 3.6 4.0 4.3 4.4 3.8 3.7 3.6 3.7 3.8 3.8 3.6 3.8 1.6 2.0 2.4 2.8 3.2 3.5 3.1 3.0 2.9 1.6 2.0 2.3 2.6 2.7 2.8 2.8 2.7 2.6 1.5 1.9 2.1 2.4 2.6 2.8 2.8 2.6 2.4 1.4 1.7 2.0 2.3 2.6 2.7 2.7 2.5 2.3 1.3 1.5 1.9 2.2 2.4 2.5 2.5 2.4 2.3 1.2 1.5 1.9 2.3 2.5 2.7 2.3 2.2 1.7 2.0 2.2 1.1 1.4 1.8 2.1 1.8 2.5 2.6 2.7 2.2 2.1 2.1 2.2 2.3 2.2 2.3 2.3 1.6 1.9 2.2 1.3 1.6 1.9 1.1 1.3 1.5 1.0 5.0 3.0 2.7 2.5 2.4 1.94.1 1 SITE PHOTOMETRIC PLAN SCALE: 1/8" = 1'-0" NORTH Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 RESTAURANT 2,4589 SF SITE LIGHTING PHOTOMETRIC CALCULATIONS POLE CONCRETE BASE REINF. RODS, REFER TO SEE SITE PLAN FOR (4) 1"X36" GALV STEEL ANCHOR RODS FINISH GRADE 1"X45° CHAMFER GALV. STEEL BASE PLATE BOLTS AND WASHERS POWER & SIZE HANDHOLE W/NON-FERROUS TAMPER PROOF SCREWS 2'-6" REF STRUCT BASE COVER EXOTHERMIC WELD 20'-0" BARE #6 CU. IN GROUND UNDER BASE CONDUIT & CONDUCTORS, STRUCTURAL PLANS REF STRUCT PROVIDE 1/2 TIE SPACING ABOVE GRADE 2 LIGHT POLE BASE ELECTRICAL DETAIL N.T.S. NOTE 1: FOR TOTAL HEIGHT OF POLE FROM GROUND REFER TO PHOTOMETRIC PLAN. NOTE 1 E-109 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 2a SL-01 L-2c SL-01 L-2c SL-01 L-2c SL-01 L-2c SL-01 L-2c SL-01 L-2c SL-01 L-2c SL-01 L-2g SL-01 L-2g SL-01 L-2g SL-01 L-2 S3D c L-2 L-2h SL-01L-2hSL-01 L-2h SL-01 L-2h SL-01 L-2h SL-01 L-2h SL-01 L-2f SL-01 L-2j SL-01 L-2j SL-01 SDd L-2k SL-01 L-2k SL-01 L-2k SL-01 L-2k SL-01 L-2i SL-01 SDkl Di mn L-4m SL-01 L-4m SL-01 L-4m SL-01 L-4m SL-01 L-4nrs SL-01 4r SL-01 SL-01SL-01 Sw L-14w SL-01 L-14w SL-01 L-4a SL-06 L-4a SL-06 L-4a SL-06 L-4a SL-06 L-4a SL-06 L-4a SL-06 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4r SL-05 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4t SL-04 L-4s SL-03 L-4s SL-03 SL-02 L-6y SL-02 L-6y SL-02 L-6y SL-02 L-6y SL-02 L-6y SL-02 SL-02 L-6y SL-07 L-6z SL-07 L-6z SL-07 L-6z SL-07 L-6z SL-07 L-6z SL-07 L-6z SL-07 L-6z SL-07 L-6z SL-07 L-6z SL-02 L-6y SL-02 L-6y L-2 L-2 L-2 L-2 L-2 L-4 L-4 L-4L-4 L-4 L-4 L-4 L-2 L-6w SL-07 S Da S Dt S3D r S3Dr SDa L-14z SL-02 L-6y L-2 L-4 L-6 PCI 2 PCI 2 X X XX XE XE XE XE XE XE XE XE XE XE X SL-08 SL-08 Saz 4s 4r 4r 4r L-2 3 3 S f S j L-6y 4 1 1 1 1 1 1 SL-02 SL-02 L-6y L-6y L-8a L-8a L-8 4 4 4 4 FOOD PREP/DISH WASH SECONDARY ENTRANCE DRY STORAGE WAITING AREA DINING TABLE EMPLOYEE ROOM ELECTRICAL EXIT ORDER PICK-UP FREEZER WALK-IN COOLER COOKING LINE MA I N E N T R Y SERVICE AREA SINGLE-USER ALL-GENDER RESTROOM SINGLE-USER ALL-GENDER RESTROOM BACK OF HOUSE DINING AREA (TABLED SEATING) SDd S 3Dc 3 SDh 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 2a SL-01 SL-04 SL-04 L-6w SL-07 L-6w SL-07 SL-08 L-8a SL-08 L-8a SL-08 L-8a SL-08 L-8a SL-08 L-8a L-4t L-4t ELECTRICAL L-14a L-2l FLOOR SINK A.PROVIDE JUNCTION BOX NEAR PANEL FOR MULTIPLE HOME RUN CIRCUITRY. B.PROVIDE ACCESS PANEL TO CONCEALED JUNCTION BOX AND PULL BOX. C.CONTRACTOR TO PROVIDE EXIT LIGHTS AT EACH LOCATION SHOWN IN THE ARCHITECTURAL RCP AND EGRESS PLANS. D.PROVIDE ADDITIONAL SWITCHPACK TO OCCUPANCY SENSOR FOR 120V LIGHT FIXTURES WITHIN THE ROOM AND CONNECT AS REQUIRED. E.REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION & ELEVATION OF ALL LIGHTING FIXTURES AND ALL DEVICES. ALL WALL-MOUNTED DEVICE HEIGHTS SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO ROUGH-IN. F.VERIFY EXACT CEILING CONSTRUCTION WITH ARCHITECTURAL REFLECTED CEILING PLAN AND PROVIDE LIGHTING FIXTURES WITH ALL NECESSARY MOUNTING HARDWARE. G.ALL RECESSED FIXTURES SHALL BE PROVIDED WITH ALL REQUIRED STRUCTURAL SUPPORTS AS REQUIRED BY THE CURRENTLY ADOPTED ISSUE OF THE IBC, OR CBC WHERE ADOPTED, IN ADDITION TO ANY LOCAL CODES. H.ALL COVE MOUNTED FIXTURES SHALL EXTEND THE FULL LENGTH OF THE COVE. CONTRACTOR TO FIELD MEASURE COVE LENGTH AND ORDER QUANTITY OF FIXTURES AS REQUIRED. I.ALL DIMMING BRANCH CIRCUITS SHALL BE PROVIDED WITH A DEDICATED NEUTRAL CONDUCTOR FOR EACH ZONE/CHANNEL. J.ALL FLUORESCENT DIMMING ZONES/CHANNELS SHALL BE PROVIDED WITH 3 LINE VOLTAGE CONDUCTORS (NEUTRAL, DIMMED HOT, SWITCHED HOT) OR 2 LINE VOLTAGE CONDUCTORS/2 CONTROL CONDUCTORS AS REQUIRED BY THE CONTROL/BALLAST TYPE. K.REFER TO ARCHITECTURAL REFLECTED CEILING PLANS FOR EXIT SIGN CHEVRONS AND NUMBER OF FACES PER EXIT SIGN. ANY DISCREPANCIES BETWEEN EXIT SIGNS SHOWN ON THE ELECTRICAL AND ARCHITECTURAL PLANS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO ORDERING EXIT SIGNS. L.ALL BRANCH CIRCUITS SHALL BE ROUTED NEATLY TRAINED AND IN PARALLEL TO STRUCTURES OR DUCT WORK. THE TERM "TRAINED" MEANS ALL PARALLEL CONDUITS SHALL MAINTAIN THE SAME SPATIAL RELATIONSHIP WITH EACH OTHER FOR ENTIRE RUN TO INCLUDE RADIUS BENDS AND SWEEPS. M.ALL LED REMOTE INDICATORS FOR DUCT DETECTORS AND FIRE/SMOKE DAMPERS REQUIRED BY THE LOCAL AHJ SHALL BE LOCATED IN CEILINGS IN COORDINATION WITH ARCHITECT PRIOR TO ANY ROUGH-IN. N.EACH NORMAL LIGHTING CIRCUIT SHALL BE CONNECTED TO AN ASTRONOMICAL TIME CLOCK. EACH EMERGENCY AND EXIT LIGHT SHALL BE PROVIDED WITH A CONSTANT HOT CONNECTION TO THE CHARGING LEAD. PROVIDE MINIMUM 90 MIN BACK-UP BATTERY. SEE LUMINAIRE SCHEDULE NOTES FOR MORE INFORMATION.(TYPICAL) PROVIDE PHOTOCELL/ DAYLIGHT SENSOR TO CONTROL FIXTURES IN THE PRIMARY DAYLIT ZONE. REFER TO DAYLIT ZONE LEGEND FOR FIXTURES INCLUDED IN THE PRIMARY DAYLIT ZONE. VERIFY AND COORDINATE EXACT LOCATION OF EACH LIGHTING CONTROL WITH OWNER/ARCHITECT. (TYPICAL) PROVIDE CONNECTION TO ASTRONOMICAL TIME CLOCK AND PHOTO CONTROL. KEY NOTES: 1 GENERAL NOTES: 1 SCALE: 1/4" = 1'-0" LIGHTING FLOOR PLAN DAYLIT ZONE LEGEND HATCH DESCRIPTION PRIMARY SIDELIT DAYLIT ZONE NORTH LIGHTING PLAN 2 3 4 Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 E-110 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 EMERGENCY PHOTOMETRIC PLAN 1 SCALE: 1/4" = 1'-0" EMERGENCY PHOTOMETRIC PLAN NORTH 8.6 6.5 4.2 5.5 7.3 5.8 3.4 2.5 2.8 3.6 3.8 3.3 2.1 1.7 2.7 4.9 6.1 4.2 2.6 2.2 2.3 2.1 1.8 8.1 6.0 3.8 4.6 6.8 5.9 4.4 3.3 3.3 3.8 3.8 2.7 1.7 1.5 2.5 4.6 6.6 5.4 3.8 3.3 3.4 3.1 2.5 5.4 3.8 2.7 3.0 4.4 4.7 4.0 3.3 3.0 3.1 2.6 1.8 1.2 1.2 1.9 3.2 4.8 4.7 4.2 4.0 4.3 4.0 3.3 3.0 2.2 3.1 3.7 3.7 4.3 4.4 4.0 3.5 1.7 1.5 2.1 2.8 3.3 3.9 4.0 3.8 3.4 1.3 1.1 3.1 3.2 3.3 3.1 2.7 1.1 0.9 3.0 3.7 1.5 1.9 2.3 2.4 2.1 2.1 2.7 2.9 2.8 2.6 1.4 1.1 5.3 6.8 2.1 2.9 3.6 4.2 3.6 1.8 2.4 2.8 2.9 2.8 2.4 1.6 7.5 9.0 3.0 4.3 5.3 5.9 5.6 1.8 2.5 3.6 4.0 3.5 4.8 2.9 7.6 6.7 4.0 8.2 8.8 3.6 5.1 5.7 6.7 6.4 2.1 3.7 5.8 5.5 4.2 8.6 7.9 10.7 8.9 5.0 6.6 6.7 3.9 5.2 5.3 5.6 5.2 2.7 5.5 7.9 6.6 4.3 10.1 10.0 10.9 13.6 14.5 8.7 4.5 10.4 8.8 6.6 4.9 4.7 3.8 4.5 4.5 4.3 3.8 2.9 5.6 6.8 5.2 3.1 7.0 8.5 10.7 14.6 9.6 8.8 11.1 11.1 6.5 4.8 3.9 3.8 4.0 3.1 3.0 3.0 2.5 3.7 4.0 3.1 2.2 4.3 2.8 9.5 15.6 15.7 10.8 6.8 4.8 5.3 4.2 2.5 3.2 3.0 2.3 1.7 3.1 3.3 7.6 13.1 12.9 8.9 6.4 6.0 6.3 5.2 3.7 5.9 5.1 3.1 1.9 5.4 6.7 4.6 7.5 7.4 6.1 6.6 7.6 6.8 4.5 4.3 8.1 8.0 4.8 2.4 9.1 10.1 2.4 3.5 4.2 4.5 6.1 7.3 6.0 3.3 3.2 6.3 6.7 5.0 3.0 7.4 7.5 3.3 2.1 2.0 3.3 4.4 3.9 4.4 3.9 0.9 1.3 1.9 7.1 7.3 4.8 3.0 4.5 8.4 10.9 8.5 9.1 5.0 2.8 3.0 4.4 5.8 5.0 3.1 2.1 2.0 0.5 16.7 Statistics Description Symbol Avg Max Min Max/Min Avg/Min EGRESS PATH 4.8 fc 16.7 fc 0.5 fc 33.4:1 9.6:1 E-111 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 FD FD FD NEW MSB IN THE ELECTRICAL ROOM K-38 K-21&23 K-27 K-25 K-17 EQ-22 EQ-28 K-32 K- 28 MSB K-15 3 3 P-6 6 6 6 6 P-8 8 14 P-4 4 EQ-27 25 23 19 17 EQ-21 15 EQ-26 K-10 2632 32 10 28 21 EQ-23 EQ-25 EQ-19 EQ-15 EQ-13 15 13 EQ-24 24 K-38 38 28 6 6 K-34 34 34 EQ-7 7 6 K-19 K-16 16 40 K-18 40 SECONDARY ENTRANCE DRY STORAGE WAITING AREA DINING TABLE ELECTRICAL EXIT ORDER PICK-UP FREEZER WALK-IN COOLER COOKING LINE MA I N E N T R Y ELECTRICAL SERVICE AREA SINGLE-USER ALL-GENDER RESTROOM SINGLE-USER ALL-GENDER RESTROOM BACK OF HOUSE DINING AREA (TABLED SEATING) 8 15 K-15 EQ-20 20 K-11 9 K-37 28 28 36 K- 36 9 EQ-9 2 EQ-3 K-1 3 18 EQ-5 K-2 5 2 K-31&33&35 FOOD PREP + DISH WASH 38 38 38 38 38 13 K-13 40 P-14 SJJ EQ-12 10 K-7 K-9 7 J J EQ-10K-8 K-10 S 7 10 J SJ EQ-8 K-30 K-28 7 10 L WH 1 ET 1 CP P K EMPLOYEE ROOM H 1 H 3 H 2 1 EQ-2 2 34 34 EQ-1616 16 11 11 11 F K-20&22&24 2 EQ-4 EQ-6 K-12 EQ EQ-14 6 A.EACH RECEPTACLE WITHIN THE KITCHEN/FOOD PREPARATION AREAS SHALL BE GFCI TYPE AS REQUIRED. B.CONTRACTOR TO VERIFY AND COORDINATE EACH RECEPTACLE (OUTLET AND PLUG) WITH THE EQUIPMENT SUBMITTAL/CUT SHEET, KITCHEN EQUIPMENT SCHEDULE AND INSTALLATION MANUAL. C.ALL EQUIPMENT AND DEVICES ARE NEW. PROVIDE ALL NECESSARY ACCESSORIES. D. ALL RECEPTACLES ON COMMON WALLS SHALL BE SEPARATE BOXES AND OFFSET 24" MINIMUM. E.ALL PENETRATIONS THROUGH FIRE RATED WALLS SHALL BE PROTECTED FROM THE SPREAD OF FIRE WITH AN APPROVED FIRESTOP SYSTEM EQUAL OR GREATER THAN THE FIRE RATING OF THE WALL. F.ALL WALL-MOUNTED DEVICE HEIGHTS SHALL BE VERIFIED WITH THE ARCHITECT AND KITCHEN CONSULTANT PRIOR TO ROUGH-IN. G.WHEN EXPOSED CEILINGS OR OPEN GRID CONDITIONS OCCUR, THE CONTRACTOR WILL NEED TO PROVIDE THE FOLLOWING ITEMS: 1.ALL BRANCH CIRCUITS SHALL BE IN EMT. 2.ALL BRANCH CIRCUITS SHALL BE ROUTED NEATLY AND IN PARALLEL TO STRUCTURES OR DUCT WORK. 3.VISUALLY OBJECTIONABLE BRANCH CIRCUITS SHALL BE REROUTED AT THE REQUEST OF THE ARCHITECT AT NO ADDITIONAL COST. K.EXPOSED CABLE/CONDUCTORS INSTALLED IN A PLENUM SPACE SHALL CONFORM TO NEC, OR CEC WHERE ADOPTED, ARTICLE 300.22(C) . GENERAL NOTES: Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 1 SCALE: 1/4" = 1'-0" POWER FLOOR PLAN NORTH POWER PLAN CONTRACTOR TO VERIFY AND COORDINATE EXACT LOCATION AND RECEPTACLE TYPE WITH EQUIPMENT SUBMITTAL, IN THE FIELD AND WITH OWNER IN THE OFFICE AREA. PROVIDE 60AS, 40AF, 3 POLE DISCONNECT SWITCH. PROVIDE 1"C - 3#8 + 1#10 GRD. VERIFY AND COORDINATE EXACT LOCATION AND POWER REQUIREMENT WITH EQUIPMENT SUBMITTAL AND INSTALLER. PROVIDE CEILING MOUNTED OUTLET FOR SHOW WINDOW. VERIFY EXACT LOCATION IN THE FIELD.(TYPICAL) NOT USED. PROVIDE 1"C - 3#6 + 1#10 GRD FOR COFFEE MACHINE. VERIFY AND COORDINATE EXACT LOCATION WITH OWNER/ARCHITECT/CONTRACTOR AND IN THE FIELD. PROVIDE CONNECTION TO WALL MOUNTED MOTION SENSOR SWITCH. REFER TO SHEET E-110 FOR LOCATION. REFER TO SHEET E-116 DETAIL #2 FOR COMPLETE INFORMATION. CONTRACTOR TO VERIFY AND COORDINATE EXACT LOCATION WITH EQUIPMENT SUBMITTAL, IN THE FIELD AND WITH OWNER. PROVIDE POWER FOR ANSUL FIRE SUPRESSION AND INTEGRATE WITH FIRE ALARM SYSTEM. VERIFY AND COORDINATE EXACT LOCATION WITH ARCHITECT, OWNER AND KTICHEN DRAWING. PROVIDE GFCI 208V RECEPTACLE. PROVIDE 1"C + 3#8 + 1#10GRD. VERIFY AND COORDINATE EXACT LOCATION AND TYPE WITH THE EQUIPMENT SUBMITTAL AND IN THE FIELD. PROVIDE CONNECTION FOR ANSUL SYSTEM. PROVIDE INTERLOCK CONNECTION WITH FIRE SUPPRESSION SYSTEM.VERIFY AND COORDINATE EXACT LOCATION. AIR CURTAIN SHALL BE DOOR ACTIVATED WITH MICRO SWITCH. KEY NOTES: 1 2 3 4 5 6 7 8 9 2 10 11 1 E-112 1 1 1 1 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 P-13&15&17 F P-7&9&11 P-1&3&5 F F P-25&27 WP P-2 P-2 WPP-2 1 2 3 4 PROPOSED METAL LADDER TO ROOF RTU 1 RTU 2 MAU 1 1 F FP-33&35 4 1 KEF 2 KEF 1 KEF 3 1 F P-19&21 4 GENERAL NOTES: A.ALL EQUIPMENT AND DEVICES OUTDOOR SHALL BE NEMA 3R RATED AND WEATHER PROOF. B.ELECTRICAL CONTRACTOR SHALL COORDINATE THE ROUTING OF CONDUIT/WIRING TO ROOF-MOUNTED EQUIPMENT WITH EQUIPMENT INSTALLER PRIOR TO ROUGH-IN. WHERE ROOF-MOUNTED EQUIPMENT IS MANUFACTURED TO BE FED FROM WITHIN MECHANICAL CURB ASSEMBLY - SEPARATE ROOF PENETRATIONS FOR WIRING CONNECTIONS SHALL NOT BE PERMITTED. ALL WIRING SHALL BE BELOW THE ROOF IN AN ACCESSIBLE CEILING SPACE LOCATION. C.ELECTRICAL CONTRACTOR SHALL VERIFY THE EXACT LOCATION OF ALL CONNECTION POINTS WITH THE EQUIPMENT INSTALLER PRIOR TO ROUGH-IN. ELECTRICAL CONTRACTOR SHALL PROVIDE LOCAL REMOTE DISCONNECTING MEANS FOR ALL ELECTRIC HEATING EQUIPMENT AS REQUIRED BY THE LOCAL ELECTRICAL CODE. D.ELECTRICAL CONTRACTOR SHALL REFER TO MECHANICAL/PLUMBING AND ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND CHARACTERISTICS OF ALL EQUIPMENT LISTED IN SCHEDULE. ANY MODIFICATIONS AND/OR ADDITIONAL WORK NECESSARY SHALL BE INCLUDED IN THE BASE BID. E.ALL TEMPERATURE CONTROL AND INTERLOCK CONDUIT AND WIRING SHALL BE BY ELECTRICAL CONTRACTOR. VERIFY AND COORDINATE EXACT LOCATION AND CONTROL REQUIREMENT WITH MECHANICAL PLANS AND IN THE FIELD. (TYPICAL) PROVIDE WP 60AS, 50AF,3P DISCONNECT SWITCH. PROVIDE 1-1/2"C-3#6 + 1#10 GRD. PROVIDE WP 30AS, 30AF,3P DISCONNECT SWITCH. PROVIDE 3/4"C-3#10 + 1#10 GRD. PROVIDE WP 30AS, 20AF,2P DISCONNECT SWITCH. PROVIDE 3/4"C-2#12 + 1#12 GRD. 1 Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 1 SCALE: 1/4" = 1'-0" ELECTRICAL ROOF PLAN NORTH ELECTRICAL ROOF PLAN 2 3 4 2 KEY NOTES: E-113 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 A A SECTION A-A UL# W-L-1074 SYSTEM NO. W-L-1074 F RATINGS - 1HR RECTORSEAL -METACAULK 950 OR EQUAL INSTALLATION TO COMPLY WITH MANUFACTURER'S INSTRUCTIONS 4 5 2 1 3 TYP. FIRE PENETRATION GYPSUM WALL ASSEMBLY REFERENCE NOTES: WALL ASSEMBLY - THE FIRE RATED GYPSUM WALBOARD/STUD WALL ASSEMBLY STUDS - WALL FRAMING WOOD STUDS OR STEEL CHANNEL STUDS. WALLBOARD GYPSUM - ONE LAYER OF NOM 5 8 IN. THICK GYPSUM WALLBOARD. CONDUIT TO BE SUPPORTED ON BOTH SIDES OF WALL ASSEMBLY. THE ANNULAR SPACE BETWEEN THE THROUGH - PENETRANT AND THE PERIPHERY OF THE OPENING SHALL BE MIN. 0 IN. TO MAX 14 IN. THE FOLLOWING TYPES OF CONDUITS OR TUBING MAY BE USED: CONDUIT-NOM 6 IN. DIAM (OR SMALLER) STEEL ELECTRICAL METALLIC TUBING OR STEEL CONDUIT. FILL VOID OR CAVITY MATERIAL - CAULK - FILL MATERIAL TO BE FORCED INTO THE ANNULUS TO MAXIMUM EXTENT POSSIBLE. ADDITIONAL FILL MATERIAL TO BE INSTALLED SUCH THAT A MIN. 12 IN. CROWN IS FORMED AROUND THE PENETRATING ITEM AND LAPPING 14 IN. BEYOND THE PERIPHERY OF THE OPENING. 1 2 3 4 5 NELSON FIRESTOP PRODUCTS - TYPE CMP MORTAR OR EQUAL INSTALLATION TO COMPLY WITH MANUFACTURER'S INSTRUCTIONS. SECTION A-A UL# C-AJ-8007 SYSTEM NO. C-AJ-8007 F RATINGS - 2 AND 3 HR A A 2 2 22 2 245 TYP. FIRE PENETRATION ASSEMBLY CONCRETEACCESSIBLE REACH LIMITS FOR EXACT LOCATIONS OF WIRING DEVICES, SEE A-SERIES DRAWINGS 48" MAX 46" MAX 10" MAX 24" MAX 34" MAX 30" MAX 30" MAX 15" MIN * * * FLOOR & WALL ASSEMBLY - MIN. 314 IN. THICK REINFORCED LIGHTWEIGHT ON NORMAL WEIGHT (100-150 PCF) CONCRETE. WALL MAY ALSO BE CONSTRUCTED ON ANY UL CLASSIFIED CONCRETE BLOCKS. MAX OF OPENING IS 300 SQ IN WITH MAX DIMENSION OF 30 IN. THROUGH PENETRANTS - A MAX OF FIVE CONDUITS SPACE BETWEEN CONDUITS OR TUBING SHALL BE MIN 3 4 IN. TO MAX 112 IN. THE SPACE BETWEEN CONDUITS OR TUBING AND PERIPHERY OF OPENING SHALL BE MIN 3 4 IN. TO MAX 13 4"IN. CONDUITS, CONDUIT OR TUBING TO BE RIGIDLY SUPPORTED ON BOTH SIDES FOR FLOOR OR WALL ASSEMBLY. CONDUIT-NOM 4 IN. DIA. (OR SMALLER) ELECTRICAL METALLIC TUBING OR NOM 6 IN. (OR SMALLER) RIGID STEEL CONDUIT. FORMS-(NOT SHOWN) FORMS TO BE RIGID SHEET MATERIAL, CUT IT FIT THE CONDUCTOR OF THE PENETRATING ITEM AND FASTENED TO THE UNDERSIDE OF FLOOR OR BOTH SIDES OF WALL. FORMS TO BE REMOVED AFTER FILL MATERIAL HAS CURED. FILL VOID OR CAVITY MATERIAL WRAP MATERIAL - SINGLE LAYER OF A CERAMIC FIBER INSULATION COVERED ON BOTH SURFACES WITH A FOIL FACING. THE WRAP MATERIAL SHALL EXTEND A MIN. OF 6 IN. BEYOND BOTH SURFACES OF THE ASSEMBLY AND SHALL BE SECURED TOGETHER WITH MIN. NO.12 AWG STEEL WIRE FILL VOID OR CAVITY MATERIAL MORTAR. FILL MATERIAL APPLIED WITHIN THE ANNULUS, FLUSH WITH TOP SURFACE OF FLOOR OR WITH BOTH SURFACES OF WALL. 1 2 3 4 5 CONDUIT MOUNTING STRAP GREEN HEX HEAD GROUND SCREW CONNECTION N Ø N Ø EG EG EG INTERSTITIAL SPACE PANEL MOUNTING DETAIL GROUND ROD STRUCTURAL STEEL CONNECTION RECEPTACLE WIRING DETAIL SECURELY ANCHOR CHANNEL TO CONCRETE FLOOR SLAB (TYP) ALUMINUM CHANNEL SUPPORT TYPICAL LAB ELECTRICAL PANEL FASTENED TO CHANNEL. INTERSTITIAL LEVEL STEEL FLOOR DECK. STRUCTURAL FLOOR SLAB. CHANNEL TO BE SECURELY FASTENED TO FLOOR DECK (TYP). OUTLET BOX ISOLATED GROUND ISOLATED GROUND RECEPTACLE IG BUS EG BUS NORMAL "COMMON" BUILDING GROUND (EG) GREEN HEX HEAD GROUND SCREW CONNECTION MOUNTING STRAP BONDING JUMPER OUTLET BOX CONVENTIONAL RECEPTACLE CADWELD CONNECTION TO BUILDING STEEL STRUCTURAL STEEL CABLE GROUND ROD CONNECTION 19mm X 3050mm (3/4" X 10'-0") LONG COPPERCLAD GROUND ROD BUILDING SYSTEM EXTERIOR GROUND LOOP REFERENCE NOTES: 2NTS 1NTS3NTS5NTS 4NTS6NTS ELECTRICAL LIGHT SWITCH OR RECEPTACLE LOCATION. INSTALL PER ADA STANDARD MAXIMUM SIDE REACH OVER OBSTRUCTION HIGH AND LOW SIDE REACH LIMITS Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 ELECTRICAL DETAILS E-114 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 C N G B A INCOMING 4 #6AWG, #10AWG E.G. FEEDER CONDUCTORS IN 1" CONDUIT CONNECT TO ALTERNATE PHASE (TYPICAL) TYPICAL CIRCUIT BREAKER 1P, 20A, 120V, 10,000 KAIC UON. SURFACE METAL RACEWAY ASSEMBLY DUPLEX GROUNDING TYPE RECEPTACLE RATED AT 125V, 20A, NEMA 5-20R (USE GROUND FAULT INTERRUPTER TYPE WHERE INDICATED) SURFACE MOUNTED RACEWAY ENTRANCE JUNCTION BOX TOGGLE SWITCH FOR UNDERSHELF LIGHTING FIXTURES MOUNTED IN METAL RACEWAY A, B OR C N G UNDERSHELF LIGHTING FIXTURE EMT EMT UNDERCOUNTER DUPLEX GROUNDING TYPE RECEPTACLE RATED AT 125V, 20A, NEMA 5-20R 2P, 20A OR 30A CIRCUIT BREAKER 2P, 3W GROUNDING TYPE RECEPTACLE - 250V NEMA 6-20R / 6-30R EMT G EQUIPMENT GROUND CONDUCTOR BONDED TO EACH SURFACE METAL RACEWAY SECTION, INCLUDING FITTINGS. USE #10 AWG FOR ALL SPECIALTY RECEPTACLE SURFACE METAL RACEWAY WIRING DETAILGROUND ROD DETAIL 1NTS3NTS LIQUIDTIGHT TO ALL OTHER U.S. FIXTURES CONTINUED TO OTHER FIXTURESNOTE: CONNECT GROUNDING ELECTRODE CONDUCTOR TO ALL AVAILABLE GROUNDING ELECTRODES THAT ARE PRESENT AT EACH BUILDING TO FORM GROUNDING ELECTRODE SYSTEM CEC ARTICLE 250.50 NOTES: A. THE GROUND ROD OR PIPE MUST HAVE A RESISTANCE TO EARTH OF 25 OHMS OR LESS, OR BE SUPPLEMENTED BY AN ADDITIONAL ELECTRODE PER CEC 250.53(A)(2). B.WHEN USING MULTIPLE ROD, THEY MUST SPACED AT LEAST 6 FT. APART. C. GROUND ROD ELECTRODES MUST MEET AND QUALIFY AS A GROUNDING ELECTRODE ARE AS FOLLOWS: - NOT LESS THAN 8 FT IN LENGTH - ROD-TYPE GROUNDING ELECTRODES MUST CONSIST OF THE FOLLOWING MATERIALS: - STAINLESS OR COPPER OF ZINC COATED - AT LEAST 15.87 MM (5/8") IN DIAMETER, UNLESS LISTED. #4/0 GROUND WIRE TO ELEVATOR SYSTEM TRAFFIC RATED COVER GROUND LEVEL 12" MIN 6" MIN GROUND CONNECTOR (TYP.) COPPER GROUND ROD 3/4" DIA x 10'-0" 6" MIN #6 AWG CU CEC 250.66(A) GROUNDING DETAIL 2NTS CONNECT GROUNDING ELECTRODE CONDUCTOR WITHIN FIRST 5FT OF WHERE METAL WATER PIPING ENTERS BUILDING. 250.68 (C)(1) METAL UNDERGROUND WATER PIPE IF IN DIRECT CONTACT WITH THE EARTH FOR 10FT OR MORE CEC 250.52(A)(1) MAIN SWITCHBOARD GROUNDING BUS BAR NOTE: CONNECT GROUNDING ELECTRODE CONDUCTOR TO ALL AVAILABLE GROUNDING ELECTRODES THAT ARE PRESENT AT EACH BUILDING TO FORM GROUNDING ELECTRODE SYSTEM CEC ARTICLE 250.50 (N) 3/4"C - 1#3/0 GEC METAL FRAME OF THE BUILDING AS PER CEC 250.52(A)(2) MAIN SERVICE EQUIPMENT M BONDING JUMPER AROUND METER MAIN BONDING JUMPER NEUTRAL BUS GROUND ROD EXOTHERMIC WELD(TYPICAL) #6 AWG CU CEC 250.66(A) NOTES: A. THE GROUND ROD OR PIPE MUST HAVE A RESISTANCE TO EARTH OF 25 OHMS OR LESS, OR BE SUPPLEMENTED BY AN ADDITIONAL ELECTRODE PER CEC 250.53(A)(2). B.WHEN USING MULTIPLE ROD, THEY MUST SPACED AT LEAST 6 FT. APART. C. GROUND ROD ELECTRODES MUST MEET AND QUALIFY AS A GROUNDING ELECTRODE ARE AS FOLLOWS: - NOT LESS THAN 8 FT IN LENGTH - ROD-TYPE GROUNDING ELECTRODES MUST CONSIST OF THE FOLLOWING MATERIALS: - STAINLESS OR COPPER OF ZINC COATED - AT LEAST 15.87 MM (5/8") IN DIAMETER, UNLESS LISTED. NOTE: 1.MAXIMUM FOUR DUPLEX RECEPTACLES ON ANY SINGLE 20A CIRCUIT BREAKER. Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 ELECTRICAL DETAILS 2'-6" REF STRUCT POLE BASE DETAIL NOTE 1.FOR TOTAL HEIGHT OF POLE FROM GROUND REFER TO PHOTOMETRIC PLAN. HANDHOLE W/NON-FERROUS TAMPER PROOF SCREWS GALV. STEEL BASE PLATE BOLTS AND WASHERS 1"X45° CHAMFER PROVIDE 1/2 TIE SPACING ABOVE GRADE (4) 1"X36" GALV STEEL ANCHOR RODS FINISH GRADE CONDUIT & CONDUCTORS, SEE SITE PLAN FOR POWER & SIZE REINF. RODS, REFER TO STRUCTURAL PLANS CONCRETE BASE REF STRUCT EXOTHERMIC WELD BASE COVER POLE NOTE 1 20'-0" BARE #6 CU. IN GROUND UNDER BASE 4NTS E-115 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 TYPICAL 1-ZONE ROOM USING nLIGHT POWER PACK (0-10VDC DIMMING) ON/OFF REFER TO PLANS FOR TYPES AND QUANTITIES TO ADDITIONAL nLIGHT DEVICES OR TO BRIDGE PORT (IF NETWORKED) T24 2016 COMPLIANT SEQUENCE OF OPERATION: 1. OCCUPANCY SENSOR PROVIDES AUTOMATIC ON/OFF OF LIGHTS BASED ON ROOM OCCUPANCY (USE DEFAULT TIME DELAY FOR OCCUPANCY SENSOR). 2. nPODMA-DX SWITCH PROVIDES MANUAL OVERRIDE OF THE LIGHTS: ON/OFF/RAISE/LOWER. CAT 5E PATCH CABLE PLENUM RATED (TYPICAL) nPODMA-DX DESCRIPTION: nLIGHT ON/OFF/RAISE/LOWER SWITCH BUS POWERED WHITE: NEUTRAL BLACK: LINE IN 120VAC (CAP ORANGE) ORANGE: LINE IN 277VAC (CAP BLACK) BLUE: LINE OUT TO LOAD GRAY: DIM+ VIOLET: DIM- GND #14 AWG/90°, #12 AWG/75°, OR LARGER CLASS 1 WIRING 18 AWG CLASS 1 OR 2 WIRING nPP16 D BLUE:LINE IN 120VAC/277VAC DESCRIPTION: nLIGHT 16A POWER PACK WITH 0-10VDC DIMMING WITH 12" KO REQUIRES 120VAC/277VAC CAT 5E PATCH CABLE PLENUM RATED (TYPICAL) nLIGHT SYSTEM NOTE: 1. OCCUPANCY SENSOR IS CAPABLE OF DOING PARTIAL ON AND PARTIAL OFF AS PROGRAMMED ON SITE. PROVIDE IN SPACES WHERE REQUIRED SUCH AS CORRIDORS AND STAIRWELLS. 2. OCCUPANCY SENSOR IS CAPABLE OF DOING PARTIAL ON 50%-70% LIGHTING POWER AND FULL AUTO OFF. PROVIDE IN SPACES WHERE REQUIRED SUCH AS CONFERENCE ROOMS, OFFICES < 250SQFT, MULTIPURPOSE ROOMS < 1000SQFT, AND CLASSROOMS. DESCRIPTION: nLIGHT OCCUPANCY SENSOR DUAL TECH STANDARD RANGE 360° CEILING MOUNT BUS POWERED; BEST FOR OFFICE, OPEN OFFICES, AND GENERAL SPACES nCM PDT 9 RJB WHITE BLUE BLACK GND #14 AWG/90°, #12 AWG/75°, OR LARGER CLASS 1 WIRING GND nPP20 PL CONTROLLED WALL RECEPTACLE DESCRIPTION: nLIGHT 20A POWER PACK FOR RECEPTACLE LOAD(S) WITH 12" KO REQUIRES 120VAC DESCRIPTION: SPLIT WIRE DUPLEX SHOWN CHECK POWER PLANS FOR TYPE AND QTY (NON-nLIGHT DEVICE; BY OTHERS) LINE IN 120VAC BLUE: TO SWITCHED LOAD NEUTRAL GND PLUG LOAD RECEPTACLE CONTROLS WHERE REQUIRED 1-ZONE STANDARD ROOMS, OFFICES, CONFERENCES 2 TYPICAL RESTROOM USING nLIGHT POWER PACK CONTROLLING LIGHTS AND EXHAUST FAN REFER TO PLANS FOR TYPES AND QUANTITIES T24 2016 COMPLIANT SEQUENCE OF OPERATION: 1. OCCUPANCY SENSOR PROVIDES AUTOMATIC ON/OFF OF LIGHTS AND EXHAUST FAN BASED ON ROOM OCCUPANCY (USE DEFAULT TIME DELAY FOR OCCUPANCY SENSOR). 2. nPOD-KEY SWITCH PROVIDES MANUAL OVERRIDE OF THE LIGHTS (ON/OFF/RAISE/LOWER). GND #14 AWG/90°, #12 AWG/75°, OR LARGER CLASS 1 WIRINGCAT 5E PATCH CABLE PLENUM RATED (TYPICAL) GNDWHITE: NEUTRAL BLACK: LINE IN 120VAC (CAP ORANGE) ORANGE: LINE IN 277VAC (CAP BLACK) BLUE: LINE IN 120VAC/277VAC BLUE: LINE OUT TO LOAD nPP16 DESCRIPTION: nLIGHT 16A POWER PACK SWITCHING ONLY WITH 12" KO REQUIRES 120VAC/277VAC EXHAUST FAN DESCRIPTION: 120VAC/277VAC BY OTHERS WHITE: NEUTRAL BLACK: LINE IN 120VAC (CAP ORANGE) ORANGE: LINE IN 277VAC (CAP BLACK) BLUE: LINE OUT TO LOAD GRAY: DIM+ VIOLET: DIM- GND #14 AWG/90°, #12 AWG/75°, OR LARGER CLASS 1 WIRING 18 AWG CLASS 1 OR 2 WIRING BLUE:LINE IN 120VAC/277VAC DESCRIPTION: nLIGHT 16A POWER PACK WITH 0-10VDC DIMMING WITH 12" KO REQUIRES 120VAC/277VAC TO BRIDGE PORT (IF NETWORKED) CAT 5E PATCH CABLE PLENUM RATED (TYPICAL) NPOD-KEY DESCRIPTION: nLIGHT KEY SWITCH BUS POWERED NOTE1: CAN OPERATE AS ON/OFF/RAISE/LOWER OR EN/DISABLE ANOTHER SWITCH IT'S GANGED WITH TO ADDITIONAL nLIGHT DEVICES IF REQUIRED OR AS INDICATED ON FLOOR PLANS DESCRIPTION: nLIGHT OCCUPANCY SENSOR DUAL TECH STANDARD RANGE 360° CEILING MOUNT BUS POWERED nCM PDT 9 RJB nPP16 D RESTROOM 1NTS NTS Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 ELECTRICAL DETAILS E-116 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 ELECTRICAL DETAILS E-117 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 EXISTING ELEMENTS TO BE DEMOLISHED WALL LEGEND EXISTING WALLS TO REMAIN PROPOSED WD WALLS PROPOSED 1-HR FIRE RATED WALL SEE DETAIL 2/A023 PROPOSED METAL STUD WALL PROPOSED PREFABRICATED WALL PROPOSED 48" HIGH WD STUD PONY WALL NOTES: 1. 2. FLOOR SINKS: ALL EQUIPMENT WHICH GENERATES CONDENSATE OR SIMILAR LIQUID WASTES SHALL BE DRAINED BY MEANS OF INDIRECT WASTE PIPES INTO A FLOOR SINK. ALL FLOOR SINKS MUST BE HALF-EXPOSED UNDER THE CURB MOUNTED EQUIPMENT, OR BE . IN LINE WITH THE FRONT FACE OF ELEVATED FREESTANDING EQUIPMENT, AND LOCATED WITHIN 15 FEET OF THE CONDENSATE PRODUCING EQUIPMENT 1. 2. FINISHES: FINISHES IN ALL AREAS, OTHER THAN THE CUSTOMER WAITING, MUST BE SMOOTH, NONABSORBENT, EASILY CLEANABLE, AND DURABLE. EXISTING FINISHES ARE SUBJECT TO EVALUATION BY THE HEALTH DEPARTMENT. 1. 2. 3. FLOORS: THE FLOOR SURFACES, IN ALL AREAS IN WHICH FOOD IS PREPARED, PACKAGED OR STORED, WHERE ANY UTENSIL IS WASHED, WHERE REFUSE OR GARBAGE IS STORED AND WHERE JANITORIAL FACILITIES ARE LOCATED, AND IN ALL TOILET AND HANDWASHING AREAS, SHALL BE SMOOTH AND OF SUCH DURABLE CONSTRUCTION AND NON-ABSORBENT MATERIAL AS TO BE EASILY CLEANED. THESE FLOOR SURFACES SHALL BE COVED AT THE JUNCTURE OF THE FLOOR AND WALL, WITH A THREE-EIGHTHS INCH (3/8") MINIMUM RADIUS COVING, AND SHALL EXTEND UP THE WALL AT LEAST SIX INCHES (6") EXCEPT IN AREAS WHERE FOOD IS STORED ONLY IN UNOPENED BOTTLES, CANS, CARTONS, SACKS OR OTHER ORIGINAL SHIPPING CONTAINERS. VINYL TOPSET IS NOT ACCEPTABLE. CONCRETE FLOORS ARE TO BE PATCHED SO AS TO REMOVE CRACKS AND DIVOTS. CONCRETE FLOORING SHALL BE SEALED WITH AN APPROVED CLEAR, PENETRATING SEALER THAT IS RESISTANT TO GREASE, OIL, AND ACID. PIGMENTED SEALERS AND EPOXY PAINTS ARE NOT ACCEPTABLE. 1. 2. 3. 4. 5. 6. WALLS & CEILING: THE WALLS AND CEILINGS OF ALL ROOMS, EXCEPT FOR BARS, ROOMS WHERE FOOD IS STORED IN UNOPENED CONTAINERS, DINING AND SALES AREAS, SHALL BE OF A DURABLE, SMOOTH, NON-ABSORBENT, WASHABLE SURFACE. WALLS AND CEILINGS OF FOOD PREPARATION AND UTENSIL WASHING AREAS, AND INTERIOR SURFACES OF WALK-IN REFRIGERATION UNITS, SHALL ALSO BE LIGHT COLORED. WALL AREAS ADJACENT TO BAR SINKS SHALL BE SMOOTH AND EASILY CLEANABLE. WALL AND CEILING MATERIALS SHALL NOT EXCEED THE FLAME SPREAD CLASSIFICATIONS IN CBC TABLE 803.9. PAINTED DRYWALL WILL BE EITHER SEMI-GLOSS OR GLOSS AT THE SELF SERVE, RESTROOMS, DRY STORAGE, AND LOCKERS. INTERIOR WALL AND CEILING FINISH SHALL HAVE A FLAME SPREAD INDEX NOT GREATER THAN THAT SPECIFIED IN TABLE 803.13 FOR THE GROUP AND LOCATION DESIGNATED. INTERIOR WALL AND CEILING FINISH MATERIALS TESTED IN ACCORDANCE WITH NFPA 286 AND MEETING THE ACCEPTANCE CRITERIA OF SECTION 803.1.1.1, SHALL BE PERMITTED TO BE USED WHERE A CLASS A CLASSIFICATION ON ACCORDANCE WITH ASTM E84 OR UL 723 IS REQUIRED. 1. 2. 3. BASE: 6" COVE BASE TILE WITH MIN. 3/8" RADIUS COVE BASE PER FINISH SCHEDULE. SEALED CONCRETE REQUIRES SLIMFOOT TOPSET CERAMIC COVE BASE S3619TN OR METAL TOPSET. QUARRY FLOOR TILES REQUIRE MATCHING QUARRY COVE BASE INTEGRAL WITH THE FLOOR. 1. SPLASHGUARD: PROVIDE A MINIMUM 6-INCH SPLASHGUARD BETWEEN THE PREP SINK AND THE 3 COMPARTMENT UTENSIL SINK WITH A MINIMUM TWO (2) INCH CLEARANCE ON EACH SIDE OF THE SPLASHGUARD THE SPLASHGUARD MUST EXTEND OUT TO BE IN LINE WITH THE FRONT EDGE OF THE PREP SINK. 1. 2. 3. 4. A. B. 5. 6. EQUIPMENT SPECIFICATIONS: ALL NEW AND REPLACEMENT ELECTRICAL APPLIANCES SHALL MEET APPLICABLE UNDERWRITERS LABORATORIES (UL) STANDARDS FOR ELECTRICAL EQUIPMENT AS DETERMINED BY AN ANSI CERTIFICATION PROGRAM. ALL EQUIPMENT. INCLUDING SHELVING, MUST BE SUPPORTED BY 6-IN. HIGH EASILY CLEANABLE LEGS, COMMERCIAL CASTERS, OR COMPLETELY SEALED IN POSITION ON A 4-IN. HIGH CONTINUOUSLY COVED BASE OR CONCRETE CURB WATER FILTERING DEVICE (17A) WILL BE LOCATED EITHER BELOW THE FOOD PREPARATION SINK OR BEHIND THE ICE MACHINE. WATER FILTERING DEVICES MUST BE LOCATED SO AS TO NOT BE LOCATED ABOVE FOOD OR UTENSIL HANDLING EQUIPMENT. WALK-IN COOLER AND WALK-IN FREEZER(S): WILL BE FLASHED FROM WALLS TO CEILING. AREAS ABOVE MAY NOTE BE USED FOR STORAGE WILL NOT BE DIAMOND-PLATED FINISHED AT EITHER INTERIOR OR EXTERIOR. LOCKERS MUST BE INSTALLED ON 6-IN. HIGH, EASILY CLEANABLE LEGS, CANTILEVERED OFF THE WALL, OR ON A MIN. 4-IN. HIGH CONTINUOUSLY COVED CURB OR PLATFORM. L-ANGLE LEGS ARE NOT ACCEPTABLE. COOKING EQUIPMENT SPACED LESS THAN 6-INCHES FROM ADJACENT WALLS SHALL BE FLASHED TOGETHER TO THE WALLS. IN S T A L L B Y DESCRIPTION EQC IT E M QU A N T I T Y SU P P L I E R EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC MANUFACTURER MODEL NUMBER GENERAL REMARKS EQUIPMENT SCHEDULE ELECTRICAL VOLTS K.W.AMPS HP PHASE REMARKS PLUMBING WATER HOT COLD GAS SIZE BTU WA S T E REMARKS EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC EQC 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 17A 18 19 20 21 22 23 24 25 HAND SINK 3 COMP SINK - CLEAN ONLY ICE MACHINE w/ ICE BIN WATER FILTER SINGLE DOOR MOP SINK CABINET WALK IN COOLER COMMERCIAL AIR CURTAIN 75lb CO2 SODA TANK TANKLESS WATER HEATER SS PREP TABLES SS DRY ST RACK ON 6" LEGS MANITOWOC IY-1176C / B-570 PENTAR EVERPURE (EV9437-32) ADVANCED TABCO 9-OPC-84 MARS CH SERIES - 42NCH 15 GAL PER MIN. 18"x 48" / 36" X 74" (6 TIER) TOTAL 32 MIN LIN. FT. 48" WIDE GRIDDLE EMBOSSED ALUMINUM (SEMI-GLOSS) PAINTED 5/8" GYP. BOARD WASHABLE O EQCEQC26 EMPLOYEE LOCKERS 27 29 EQCEQC30 31 1 1 10 2 1 3 1 1 1 1 1 1 4 1 1 1 1 1 1 1 1 1 1 115 115 60 1.1 1 1 1/21/2 1/21/2 1/21/2 1/2 3/4 1/21/2 DIRECT WASTE INDIRECT WASTE 2" F.S. INDIRECT WASTE W/ GREASE INTERCEPTOR FS F.S.INDIRECT WASTE 2"DIRECT WASTE F.S.INDIRECT WASTE INDIRECT WASTE CE I L I N G S O O O O 64,0003/4" REGENCY SS 1"1"199,900 BTU'S MAX EQCEQC 6' - 0" TYPE I HOOD CAPTIVE-AIRE1 STAINLESS STEEL MARLITE FRP (4-FT HIGH MINIMUM) EMBOSSED ALUMINUM (SEMI-GLOSS) PAINTED 5/8" DRYWALL WASHABLE O BA S E S WA L L S O O O O O OO O O WOOD BASE BOARD 4" HIGH SANITARY COVE BASE TOPSET (DALTILE S3619TN) 5" HIGH SS COVE BASE W/ MIN. 3/8" RADIUS (New Age Industrial - 9787C) FINISH SCHEDULE FL O O R S TYPE ENTRY O 6"x24" ACCENT PORCELAIN TILE SERVICE AREA FOOD PREP / DISH WASH COOKING LINE DRY STORAGE O O O O EQC EQC2 PER CONTRACTOR EQCEQC CAPTIVE-AIRE6' - 6" TYPE I HOOD EQCEQC1 EQC EQC1 - EQCEQC EQCEQC EQCEQC EQCEQC EQCEQC CHEF BASE REFRIGERATOR1 BEVERAGE AIR 28 EQCEQC2 WTRCS84HC EQCEQC1 SELF-CONTAINED 6' - 0" TYPE I HOOD ON 6" LEGS SS WORK TABLES W/ HAND SINK DINING / WAITING AREA(S) O O O O O O O RESTROOMS O O O O WALK-IN COOLER O O O O WALK-IN FREEZER O O O O EMPLOYEE ROOM O O O O STORAGE CLOSET O O O O O O ELECTRICAL ROOM O O CONCRETE SEALER (Concrete Sealers USA - TS210 Heavy Duty Oil & Stain Protector) O O O BACK OF HOUSE O CAPTIVE-AIRE1 REGENCY 600HS17 NORITZ NCC199CDV SEE SHOP DRAWINGS TBD Less than 100lbs SEE SHOP DRAWINGS TBD SEE SHOP DRAWINGS TBD STAINLESS STEEL 32 1 1/21/2 DIRECT WASTE2" CUSTOM FABRICATION BY NSF APPROVED FABRICATOR CA.LIC.#43 68 69 N/E METAL PRODUCTS FABRICATION BY NSF APPROVED FABRICATOR SEE SHOP DRAWING'S 33 1 34 1 JANITORIAL SINK BASIN EQP. #18 O O AS MANUFACTURED AS MANUFACTURED AS MANUFACTURED CUSTOM FABRICATION BY NSF APPROVED FABRICATOR CA. LIC.#43 68 69 N/E METAL PRODUCTS. PROVIDE: EAGLE GRP SR14-16-9.5-1 DROP-IN SINK W/HSA-SSK SPLASH GUARD FOR FIELD INSTALLATION HOT PLATE AMERICAN RANGE ARSHP-12-2 115 4.3 11/3 ACCUTEMP PRODUCTS EGF2083A4850-T1 SANDWICH PREP TABLE BEVERAGE AIR SPE72HC-18M SELF-CONTAINED1155.4 11/3 CHEF BASE REFRIGERATOR BEVERAGE AIR WTRCS52HC 115 3.3 11/3 SELF-CONTAINED FIRE EXTINGUISHER WALK IN FREEZER SODA BEV DISPENSER ICE CREAM MACHINE 1/2 F.S. 3/8 F.S. INDIRECT WASTE INDIRECT WASTE. MIN. WTR SUPPLY PRESSURE @ 20psi PER OPERATIONS MANUAL TAYLOR 5454 208/230 1 LANCER ICD 2300 F.S.INDIRECT WASTEFABRICATION BY NSF APPROVED FABRICATOR SEE SHOP DRAWING'S SANDWICH PREP TABLE BEVERAGE AIR SPED48HC-10-2 SELF-CONTAINED1152.0 11/6 OPEN FRYERS DROP PAN FRENCH FR Henny Penny EEG244.0 4 WELL 120HENNY PENNY FDS-210 6.3.75 4-WELL GAS 115 115 PREP SINK EAGLE GROUP FN2020-1-18R-14/3 GSW SE18243D24 208 40 314.25 SINGLE DOOR UNDERCOUNTER REFRIGERATOR BEVERAGE AIR UCR32AHC 2.0 1/6115 SELF-CONTAINED FOUR DOOR UNDERCOUNTER FREEZER U-LINE COMMERCIAL UCFZ588-SS61A 5115 INDIRECT WASTE1 1 FS 300,000 BTU1" FD FD FD DRIVE-THRU SERVICE AREA FOOD PREP + DISH WASH SECONDARY ENTRANCE DRY STORAGE WAITING AREA CL E A R S T O R Y W I N D O W DRIVE - THRU ORDER / MENU BOARD UNDER SEPARATE PERMIT TRASH 5' - 9 " 42" DOOR 36" DOOR 36 " D O O R NOTE: PROVIDE POWER AT EXTERIOR OF BUILDING FOR PROPOSED BACK LIT SIGNAGE, SEE EXTERIOR ELEVATIONS NEW SWITCHBOARD AT PROPOSED ELECTRICAL ROOM. SEE ELEC PLANS EXISTING SWITCH GEAR TO BE RELOCATED AT PROPOSED ELECTRICAL ROOM. SEE ELEC PLANS. 36 " D O O R DINING TABLE (TABLED SEATING) 44" EMPLOYEE ROOM A-011.1 3 5 A-011.1 2 4 A-011.1 6 A-011.1 8 7 1 5 462 23 277 23 910 17 23 15 14 25 25 26 23 20 20 11 30 3 21 19 13 25 8 29 14 17a12 ELECTRICAL SODA CO2 < 100lbs EXIT ORDERPICK-UP 35 1 / 4 " FREEZER WALK-IN COOLER 8'x15' 10'x7' 42" DOOR COOKING LINE MA I N E N T R Y PICK UP WINDOW SERVICE AREA SINGLE-USER ALL-GENDER RESTROOM SINGLE-USER ALL-GENDER RESTROOM BACK OF HOUSE DINING AREA (TABLED SEATING) 9 A-011.1 20PI C K U P WI N D O W 1 A-020 13 22 18 48" HIGH PONY WALL DR I V E - T H R U 12 24 23 24 31 PANEL BOARDS 25 9 16 PROVIDE 4" HIGH 3/8" RADIUS COVE SANITARY COVE BASE UNDER THE SERVICE BEVERAGE DISPENSER, EXTEND A MIN. OF 2 FEET AT THE SIDES 14 14 PROVIDE MIN. 6" HIGH SPLASHGUARD EXTEND TO EDGE OF 3 COMP SINK. PROVIDE 2" CLEARANCE PROVIDE MIN. 6" HIGH SPLASHGUARD AT HANDSINK W/ 2" CLEARANCE 2" 2" PREP SINK DRAIN TO FLOOR SINK W.I.C. DRAIN TO FLOOR SINK CO2 SODA TANK IS FLOOR MOUNTED WITH SEISMIC STRAP PER MANUFACTURER. PROVIDE 4" HIGH CURB WITH 4" HIGH COVE BASE 34" HIGH COUNTER WITH EASILY CLEANABLE LEGS 34" HIGH COUNTER PROVIDE SNEEZE GUARD PROTECTION AT FOOD PREP TABLE AND CUSTOMER AREA 60" HIGH A.F.F. FREEZER DRAIN TO FLOOR SINK FOR REFERENCE ONLY EQUIPMENT SCHEDULE Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 1/8" = 1'-0"2 Equipment Schedule 1/4" = 1'-0"3 Proposed Equipment Plan 1 E-118 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 Scale Date Drawn By Checked By Project Number DC RD August 11, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 08/11/2025 POWER TITLE 24 E-119 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 Nexx Burger Nexx Burger Nexx Burger Nexx BurgerNexx BurgerNexx Burger 1430 E Edinger Ave. Santa Ana, CA 92705 Scale Date Drawn By Checked By Project Number DC RD 09 June, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N AS SHOWN 1 PC CORR#1 06/09/2025 POWER TITLE 24 E-119 1 IA N OF CALIFOR STATE E21947 EL CTRICALE EXP. 09-30-2029- 009-30-2025 MECHANICAL SPECIFICATIONS 30. THE DESIGN ON THE DRAWINGS (ELECTRICAL, STRUCTURAL, ETC.) IS BASED ON THE MANUFACTURER LISTED. IF THE UNIT IS FURNISHED BY ONE OF THE OTHER LISTED MANUFACTURERS, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY MODIFICATIONS REQUIRED TO INSTALL SUCH MANUFACTURERS UNIT. THIS SHALL INCLUDE, BUT NOT BE LIMITED TO, INCREASES IN UNIT ELECTRICAL FEEDER SIZES, SWITCH AND FUSE OR BREAKER SIZES, ETC. 31.ELECTRICAL CONTRACTOR SHALL PROVIDE CONDUIT AND PULL WIRING FOR CONTROLS. FINAL CONNECTION TO CONTROLS SHALL BE BY MECHANICAL CONTRACTOR. 32. REFRIGERANT PIPING: A.ALL REFRIGERANT PIPING SHALL BE REFRIGERATION GRADE TYPE ACR DEGREASED, SEALED AT MILL COPPER TUBING. B.CONTRACTOR SHALL FURNISH A SWEAT TYPE COMBINATION SIGHT GLASS AND MOISTURE INDICATOR. INCLUDE IN THE REFRIGERATION PIPING A FILTER/DRYER. C.A SWEAT TYPE 3 WAY VALVE SHALL BE INSTALLED IN THE LIQUID LINE FOR CHARGING AND EVACUATING. D.HANGERS AND SUPPORTS: 1)ALL TUBING SHALL BE SECURELY SUPPORTED AND ANCHORED WITH "UNISTRUT" OR EQUAL CLAMPS AND CHANNELS; RUBBER GROMMETS SHALL BE USED BETWEEN TUBING AND CLAMPS TO PROTECT THE TUBING FROM POSSIBLE RUBBING. 33. CHARGING: A.THE PROPER AMOUNT OF REFRIGERANT SHALL BE CHARGED INTO THE SYSTEM THROUGH THE LIQUID LINE. THE OIL LEVEL SHALL BE CHECKED AND OIL EITHER ADDED OR REMOVED TO BRING THE LEVEL IN THE COMPRESSOR TO THE MIDDLE OF THE SIGHT GLASS. B.BEFORE ANY MOTORS ARE OPERATED, THE LUBRICATION SHALL BE CHECKED AND OIL OR GAS ADDED WHERE NECESSARY. 1.THE WORK SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING LEGALLY CONSTITUTED AUTHORITIES AND CODES HAVING JURISDICTION. 2.THE CONTRACTOR SHALL FURNISH ALL MATERIAL, LABOR, EQUIPMENT, APPURTENANCES, AND OTHER CONTRACTUAL EXPENSES REQUIRED FOR THE COMPLETE INSTALLATION OF THE MECHANICAL WORK TO THE SATISFACTION OF THE OWNER, ARCHITECT, AND ENGINEER. 3.THE CONTRACTOR SHALL GUARANTEE ALL EQUIPMENT, APPARATUS, ACCESSORIES (I.E., THE ENTIRE INSTALLATION) AS FURNISHED BY HIM FOR A PERIOD OF ONE YEAR. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY ITEM WHICH MAY PROVE DEFECTIVE WITHIN ONE (1) YEAR FROM THE DATE THE APPARATUS IS ACCEPTED AND PLACED IN OPERATION WITHOUT ANY ADDITIONAL COST TO THE OWNER. 4.THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS, LICENSES, AND INSPECTIONS REQUIRED TO COMPLETE THE MECHANICAL WORK. 5.BEFORE SUBMITTING BIDS FOR THE WORK, THE CONTRACTOR SHALL MAKE A THOROUGH FIELD SURVEY OF THE WORK TO DETERMINE ANY EXISTING INTERFERENCES THAT MAY AFFECT THE INSTALLATION OF THE WORK. BY THE ACT OF SUBMITTING A BID, THE CONTRACTOR IS DEEMED TO HAVE MADE FIELD SURVEY AND HAS ACCEPTED THE EXISTING CONDITIONS THAT MAY AFFECT HIS WORK. APPOINTMENTS FOR FIELD SURVEY SHALL BE MADE THROUGH THE OWNER REPRESENTATIVE. 6.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CUTTING, AND PATCHING TO COMPLETE THE INSTALLATION OF THE MECHANICAL WORK IF APPLICABLE. ALL EXPOSED FINISHED AREAS THAT ARE DAMAGED AS A RESULT OF THIS WORK SHALL BE REPAIRED TO MATCH THE EXISTING CONDITIONS AT NO ADDITIONAL COST TO THE OWNER. 7.ALL CONSTRUCTION SITES SHALL BE PROPERLY PROTECTED WITH BARRICADES, WARNING FLAGS, FENCING, AND LIGHTS AS REQUIRED BY CODE AND THE OWNER'S SECURITY DEPARTMENT. PROVIDE SHORING, BRACING, AND ACCESS LADDERS AS REQUIRED BY CODE. TAKE EXTRA CARE TO INSTRUCT ALL PERSONNEL ON SAFETY PROCEDURES. TAKE CARE TO AVOID DAMAGE TO ADJACENT DUCTWORK, PIPING AND ELECTRIC SERVICES. 8.ALL UTILITY SHUT-DOWNS SHALL BE SCHEDULED AT LEAST TWO (2) DAYS IN ADVANCE THROUGH THE OWNER. PROVIDE CONTINUOUS "FIRE WATCH GUARD" TO ALL AREAS AFFECTED BY SHUT-DOWN OF ANY FIRE PROTECTION WATER SERVICE. THE CONTRACTOR'S OPERATION SHALL CAUSE NO UNNECESSARY INCONVENIENCE TO THE BUILDING'S PREMISES. THE ACCESS RIGHTS TO THE PUBLIC SHALL BE CONSIDERED AT ALL TIMES. 9.SHOP DRAWINGS AND MATERIAL LISTS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AT LEAST THIRTY (30) DAYS PRIOR TO THE START OF ANY WORK. NO WORK INDICATED ON ANY OF THE PLANS OR SHOP DRAWINGS SHALL BE PERFORMED, UNTIL THE SHOP DRAWINGS HAVE BEEN REVIEWED BY THE ENGINEER. 10.THE CONTRACTOR SHALL SUBMIT TWO (2) COMPLETE SETS OF AS-BUILT DRAWINGS, AND OPERATIONAL AND MAINTENANCE MANUALS TO THE OWNER AS PERMANENT RECORDS AT SUCCESSFUL COMPLETION OF WORK, BEFORE FINAL PAYMENT CAN BE APPROVED BY THE OWNER REPRESENTATIVE. 11.ALL EQUIPMENT SHALL BE AS SCHEDULED ON THE PLANS. ANY EQUIPMENT SUBSTITUTION SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT IT MEETS ALL THE REQUIREMENTS SUCH AS CAPACITY, DIMENSIONS, ELECTRICAL DATA, ETC. OF THE SPECIFIED EQUIPMENT SHOWN ON THE DRAWINGS. 12.DUCTWORK SHALL BE PROVIDED AS FOLLOWS: A.ALL SHEET METAL DUCTWORK SHALL BE NEW GALVANIZED SHEET METAL UNLESS STATED OTHERWISE IN PLANS. DUCT GAUGES, CONSTRUCTION, SUPPORT, SEISMIC RESTRAINT, AND INSTALLATION SHALL BE IN ACCORDANCE WITH THE CALIFORNIA MECHANICAL CODE, 2022 EDITION. B.FLEXIBLE DUCTWORK SHALL BE CASCO "CAL-FLEX" FULLY LINED, UL AND NFPA RATED, INSULATED FIBERGLASS DUCT. FACTORY MADE FLEXIBLE AIR DUCTS AND CONNECTORS SHALL BE NOT MORE THAN FIVE (5) FEET IN LENGTH AND SHALL NOT BE USED IN LIEU OF RIGID ELBOWS OR FITTINGS. [2022 CMC 603.4.1] C.FLEXIBLE DUCT CONNECTIONS SHALL BE PROVIDED FOR ALL DUCTWORK ATTACHED TO AIR MOVING EQUIPMENT. FLEXIBLE CONNECTIONS SHALL BE VENTFABRICS "VENTGLASS LA" TYPE 30 OUNCE CLOSELY WOVEN GLASS FABRIC DOUBLE COATED WITH NEOPRENE. PROVIDE SHEET METAL WEATHERCOVER OVER FLEXIBLE CONNECTIONS EXPOSED TO WEATHER. NOT APPLICABLE TO GREASE DUCTWORK. D.ALL TRANSVERSE JOINTS AND LONGITUDINAL SEAMS SHALL BE SEALED. PRESSURE SENSITIVE TAPE SHALL NOT BE USED AS PRIMARY SEALANT. E.ALL COMBINATION FIRE/SMOKE DAMPERS SHALL BE TESTED AND LISTED UNDER BOTH UL 555 AND UL 555S. UNITS SHALL BE FACTORY SUPPLIED ASSEMBLIES THAT CONSIST OF DAMPER, SLEEVE, AND APPROVED ACTUATOR. DAMPERS SHALL HAVE A MINIMUM CLASS II LEAKAGE AND DYNAMIC CLOSURE RATING UNDER UL 555S, POTTORFF MODEL FSD 142 OR APPROVED EQUAL. DAMPERS SHALL BE LIKED TO FIRE ALARM SYSTEM WITH DEDICATED ELECTRICAL POWER. F.ALL INSULATED SPIRAL DUCTWORK SHALL BE - DOUBLE WALL WITH INSULATION IN BETWEEN OR SINGLE WALL WITH RIGID INSULATION LINING. G.ALL SIZES INDICATED IN PLANS ARE CLEAR INSIDE DIMENSIONS EXCLUDING ANY INSULATION. 13.DIFFUSERS, REGISTERS, AND GRILLES HAVE BEEN SIZED ON THE BASIS OF MANUFACTURER AND TYPE INDICATED ON THE PLANS. ALL DIFFUSERS, REGISTERS, AND GRILLES SHALL BE LOCATED TO OPERATE WITHOUT OBJECTIONABLE NOISE OR DRAFTS. 14.PIPING SHALL BE PROVIDED AS FOLLOWS: A. COPPER TUBING. TYPE "L" (REFRIGERANT LINES): 1) PIPING SYST EM SHALL BE ARRANGED TO PREVENT LIQUID REFRIGERANT FROM ENTERING THE COMPRESSOR. PIPING SHALL BE ARRANGED SO OIL WILL RETURN TO THE COMPRESSOR. 2) HORIZONTAL SUCTION LINES SHALL SLOPE TOWARD THE COMPRESSOR. AT THE BOTTOM OF EACH RISER SHALL BE A "U" TRAP. 3) ALL LINES SHALL BE STRAIGHT AND FREE FROM KINKS OR RESTRICTIONS AND SHALL BE PROPERLY WRAPPED TO MINIMIZE VIBRATIONS. B. ALL SWEAT TYPE COPPER FITTINGS SHALL BE WROUGHT COPPER. ALL ELBOWS AND RETURN BENDS SHALL BE LONG RADIUS TYPE EXCEPT FOR TRAPS IN RISERS WHICH MAY BE FORMED OF SHORT SWEEP STREET ELLS OR SHORT RETURN BENDS OF FACTORY FABRICATED TRAPS SUCH AS MUELLER BRASS CO. "U" TRAPS. C. THE PIPING SHALL BE PLANNED AND ARRANGED TO KEEP THE NUMBER OF FITTINGS AT A MINIMUM AND TO KEEP THE RUNS AS SHORT POSSIBLE. ARRANGE THE PIPING SO THAT NORMAL INSPECTION AND SERVICING OF THE COMPRESSOR AND OTHER EQUIPMENT IS NOT HINDERED. DO NOT OBSTRUCT THE VIEW OF THE CRANK CASE OIL SIGHT GLASS OR RUN PIPING SO IT INTERFERES WITH REMOVAL OF THE COMPRESSOR, ACCESS PLATES, FANS, FAN MOTORS, OR OTHER PARTS. D. FOR REFRIGERANT LINE LENGTHS THAT EXCEED 50 EQUIVALENT FEET, VERIFY REFRIGERANT PIPE SIZING WITH MANUFACTURER. E. ALL PIPING, EXCEPT WHERE EXISTING PIPING IS INDICATED TO BE REUSED, SHALL BE NEW PIPING MATERIALS. PIPING SCHEDULE, MATERIALS, CONSTRUCTION, SUPPORT, SEISMIC RESTRAINT, AND INSTALLATION SHALL BE IN ACCORDANCE WITH THE CALIFORNIA MECHANICAL CODE, 2022 EDITION AND SMACNA "GUIDELINES FOR THE RESTRAINT OF MECHANICAL SYSTEMS AND PLUMBING PIPING SYSTEMS". F. CONDENSATE DRAIN PIPING SHALL BE TYPE "M" COPPER WITH WROUGHT COPPER FITTINGS FOR 95-5 SOLDER. PLASTIC PIPING IS NOT ACCEPTABLE FOR CONDENSATE DRAIN PIPING. G. FIRE RATED PENETRATION SEALS FOR FLOORS, CEILING AND WALLS SHALL BE PROSET SYSTEM "A" FOR COPPER AND STEEL PIPING. H. PROVIDE PIPE SLEEVES AND ESCUTCHEON PLATES FOR PIPES RUNNING THROUGH WALLS, PARTITIONS, CEILING AND FLOORS EXPOSED TO VIEW. ESCUTCHEON PLATES SHALL BE CHROME PLATED BRASS OR STAINLESS STEEL. 15. THERMAL INSULATION FOR DUCTWORK AND PIPING SHALL BE PROVIDED AS FOLLOWS: A.SUPPLY AND RETURN DUCTWORK (WITHOUT DUCT LINER) IN CONCEALED CEILING SPACES SHALL BE WRAPPED AND WIRED WITH MANVILLE "R-SERIES MICROLITE WITH FSK" TYPE FIBERGLASS INSULATION WITH ALUMINUM FOIL VAPOR BARRIER. THE INSULATION SHALL BE 2 INCHES THICK AND 1.5 LB/CU. FT. DENSITY. B.ALL EXPOSED SPIRAL DUCTWORK IN CONDITIONED SPACE SHALL BE INSULATED TO R4.2, PROVIDE 1 IN THICK JOHN MANSVILLE SPIRACOUSTIC PLUS FOR SINGLE WALL OR 1.5 LB/CU. FT - 1 IN THICK JOHN MANSVILLE SPIRAL SG FOR DOUBLE WALL. C.SOUND LINED DUCT AND PLENUM BOXES SIZES SHOWN ON PLANS ARE NET INSIDE DIMENSIONS. DUCT LINER SHALL BE MANVILLE "LINACOUSTIC" TYPE FIBERGLASS DUCT LINER WITH NEOPRENE COATING OR APPROVED EQUAL BY OWENS CORNING. D.CONDENSATE DRAIN PIPING IN CONCEALED CEILING AND WALL SPACES SHALL BE INSULATED WITH AEROTUBE II FLEXIBLE CLOSED CELL PIPING INSULATION. ALL SEAMS AND MITERED JOINTS SHALL BE SEALED WITH BENJAMIN FOSTER 82-31 ADHESIVE. E.REFRIGERANT SUCTION PIPE SHALL BE PROVIDED WITH 1" THICK OWENS CORNING MOLDED FIBERGLASS PIPE INSULATION WITH A FACTORY APPLIED ALL SERVICE (ASJ) VAPOR BARRIER JACKET STAPLED IN PLACE WITH 1/2 INCH GALVANIZED STAPLES SPACED 4 INCHES ON CENTER. LONGITUDINAL AND BUTT JOINTS SHALL BE SEALED WITH BENJAMIN FOSTER 82-31. F.SUPPLIED ASSEMBLIES THAT CONSIST OF DAMPER, SLEEVE AND APPROVED FITTINGS SHALL BE INSULATED BY CUTTING AND MITERING TO SKIP OVER THE CONTROLS. G.FITTING SEALED WITH BENJAMIN FOSTER 82-31 ADHESIVE. H.ALL DUCT/PIPING INSULATION THAT IS EXPOSED TO THE SUN SHALL BE WEATHER PROOF WITH CANVAS JACKET/ ALUMINUM JACKET / PVC WRAP. 16. MANUAL VOLUME DAMPERS SHALL BE OPPOSED BLADE TYPE FOR RECTANGULAR DUCTWORK OR BUTTERFLY TYPE FOR ROUND DUCTWORK. CONSTRUCTION AND INSTALLATION SHALL BE AS DETAILED IN THE SMACNA "LOW PRESSURE DUCTWORK CONSTRUCTION MANUAL". PROVIDE WITH QUADRANT TYPE SCREW LOCKING HANDLE AND EXTENSION ARM TO CLEAR INSULATION. A.DUCTS WITH EXTERNAL INSULATION: DAMPER OPERATORS SHALL BE LOCKING QUADRANTS WITH ELEVATED DIAL REGULATOR SPRING END BEARING OR APPROVED EQUAL. B.DUCTS WITH INTERNAL INSULATION: DAMPER OPERATORS SHALL BE LOCKING QUADRANTS WITH SPRING END BEARING OR APPROVED EQUAL. 17. AIR EXTRACTOR SHALL BE TITUS AC-35 WITH NO. 3 OPERATOR, KRUEGER EX-8A OR APPROVED EQUAL. 18. TURNING VANES SHALL BE AIR FOILED FOR ALL SUPPLY AIR ELBOWS SHARPER THAN 45 DEGREES. SQUARE AND RECTANGULAR ELBOWS SHALL HAVE TURNING VANES. MITER ELBOWS (NOT SQUARE) SHALL HAVE SPLITTER VANES 3 INCHES ON CENTERS. 19.THE DRAWING INDICATES IN DIAGRAMMATIC FORM ARRANGEMENTS DESIRED FOR PRINCIPAL APPARATUS, PIPING CONDUIT, ETC., AND SHALL BE FOLLOWED AS CLOSELY AS POSSIBLE. SCALED AND FIGURED DIMENSIONS ARE APPROXIMATE AND ARE GIVEN FOR ESTIMATE PURPOSES ONLY. OFFSET AND TRANSITION TO AVOID OBSTRUCTIONS IN PATH OF DUCTWORK AND PIPING SHALL BE PROVIDED BY THE CONTRACTOR AS REQUIRED. BEFORE PROCEEDING WITH ANY WORK, CHECK AND VERIFY EXISTING CONDITIONS, DIMENSIONS, SIZES AND ASSUME FULL RESPONSIBILITY FOR FITTING-IN OF EQUIPMENT AND MATERIALS, (INCLUDING PROVISION FOR OFFSETS, BENDS, ELBOWS, TRANSITIONS, ETC.). 20.DUCTWORK, EQUIPMENT, AND PIPING SHALL BE INSTALLED TO RUN PARALLEL OR PERPENDICULAR TO THE BUILDING STRUCTURE AND SHALL BE ARRANGED TO FORM NEAT SYMMETRICAL PATTERNS TO ASSURE THE BEST POSSIBLE APPEARANCE. HANGERS ON PARALLEL ADJACENT PIPING SHALL BE IN LINE WITH EACH OTHER AND PARALLEL TO THE LINES OF THE BUILDING STRUCTURE. ALL PIPING SHALL BE SUPPORTED FROM THE BUILDING STRUCTURE ONLY, NO PIPING SHALL BE SUPPORTED FROM OTHER PIPING OR AIR CONDITIONING DUCTWORK. 21.HOLD DUCTWORK TIGHT TO UNDERSIDE OF STRUCTURE ABOVE TO MAXIMIZE FREE SPACE IN CEILING PLENUM. COORDINATE LOCATION OF DUCTWORK AND PIPING TO AVOID CREATING INTERFERENCES WITH OTHER TRADES SUCH AS PLUMBING, ELECTRICAL, LIGHTING, ETC. 22.PROVIDE HANGERS TO SUPPORT DUCTWORK AND EQUIPMENT. DUCT AND PIPE HANGER CONSTRUCTION, MATERIALS, ATTACHMENT TO THE STRUCTURE, AND OVERALL INSTALLATION SHALL BE IN ACCORDANCE WITH THE CALIFORNIA MECHANICAL CODE, CALIFORNIA PLUMBING CODE, 2022 EDITION AND SMACNA "GUIDELINES FOR THE RESTRAINT OF MECHANICAL SYSTEMS AND PLUMBING PIPING SYSTEMS" 23.PIPING AND COMPONENTS SHALL BE SPACED SO THAT A THREADED PIPE FITTING MAY BE REMOVED BETWEEN ADJACENT PIPES. NOT LESS THAN 1/2-INCH OF CLEAR SPACE SHALL EXIST BETWEEN THE FINISHED SURFACE AND OTHER WORK, AND BETWEEN FINISHED SURFACE OF PARALLEL ADJACENT PIPING. 24.PROVISION AND INSTALLATION OF CONDUIT AND WIRING FOR MECHANICAL CONTROLS AND ITS FINAL CONNECTION TO RELATED CONTROLS SHALL BE THE SOLE RESPONSIBILITY OF THE MECHANICAL CONTRACTOR IN ORDER TO HAVE A COMPLETE AND FUNCTIONAL CONTROL SYSTEM. IT IS ACCEPTABLE FOR MECHANICAL CONTRACTOR TO SUB OUT THIS WORK AS LONG AS THE MECHANICAL CONTRACTOR WILL BE RESPONSIBLE FOR ALL RELATED WORK. 25.SHEET METAL PLENUMS TO BE FIELD FABRICATED. SUBMIT SHOP DRAWINGS OF CONSTRUCTION TO ENGINEER FOR REVIEW. 26.FIRE RATED SEALS SHALL BE PROVIDED AT ALL PENETRATIONS THROUGH FIRE RATED AREAS. 27.BALANCE AND ADJUST ALL FANS, DIFFUSERS, REGISTERS AND GRILLES FOR OPTIMUM AIR DISTRIBUTION AND MINIMUM NOISE. SUBMIT A QUALIFIED AIR BALANCE REPORT BY INDEPENDENT AABC REGISTERED AIR BALANCE CONTRACTOR TO THE ENGINEER FOR REVIEW. 28.AT THE COMPLETION OF THE WORK, ALL PARTS OF THE INSTALLATION SHALL BE THOROUGHLY CLEANED. ALL FIXTURES, VALVES, PIPES, AND FITTINGS SHALL BE CLEANED OF GREASE, METAL CUTTINGS, SLUDGE, AND OTHER DEBRIS THAT MAY HAVE ACCUMULATED DURING INSTALLATION. 29.THE OWNER SHALL BE RESPONSIBLE FOR LEGAL REMOVAL AND OR ABATEMENT OF ASBESTOS INSULATION. CONTACT THE OWNER'S REPRESENTATIVE FOR INSTRUCTIONS, IF ENCOUNTERED IN THE WORK AREA. Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 MECHANICAL NOTES & SHEET INDEX M-200 SCOPE OF WORK 1.PROVIDE NEW PACKAGED GAS/ELECTRIC ROOFTOP UNITS, ASSOCIATED DUCTWORK AND DIFFUSERS. 2.PROVIDE CEILING MOUNTED EXHAUST FANS TO ALL RESTROOMS. 3.PROVIDE NEW TYPE I HOODS, UTILITY EXHAUST FANS, AND MAKE-UP AIR UNIT FOR KITCHEN VENTILATION. SHEET INDEX SHEET NUMBER DESCRIPTION ISSUE TAG M-200 MECHANICAL NOTES & SHEET INDEX PC CORR.#1 M-201 GENERAL NOTES SYMBOLS & SCHEDULE PC CORR.#1 M-202 SCHEDULE PC CORR.#1 M-203 MECHANICAL FLOOR PLAN PC CORR.#1 M-204 MECHANICAL ROOF PLAN PC CORR.#1 M-205 HOOD 1 & 2 ELEVATION PC CORR.#1 M-206 HOOD 3 ELEVATION PC CORR.#1 M-207 MECHANICAL DETAILS - SHEET 1 PC CORR.#1 M-208 MECHANICAL DETAILS - SHEET 2 PC CORR.#1 M-209 HOOD DETAILS - SHEET 1 PC CORR.#1 M-210 HOOD DETAILS - SHEET 2 PC CORR.#1 M-211 HOOD DETAILS - SHEET 3 PC CORR.#1 M-212 HOOD DETAILS - SHEET 4 PC CORR.#1 M-213 HOOD DETAILS - SHEET 5 PC CORR.#1 M-214 HOOD DETAILS - SHEET 6 PC CORR.#1 M-215 HOOD DETAILS - SHEET 7 PC CORR.#1 EXP. 03-31-26 PACKAGED GAS/ELECTRIC ROOFTOP UNIT SCHEDULE MARK MFR. AND MODEL NUMBER NOM. CAP. (TONS) LOC. E.S.P. (IN. WG.) EFFICIENCY AIRFLOW (CFM) MIN. O.A. (CFM) TOTAL CLG CAP. (MBH) TOTAL HTG. CAP.ELECTRICAL DATA ECONOMIZER MODEL REFRI GERANT NET. WT. (LBS.)REMARKS EER2 SEER 2 AFUE INPUT (MBH) OUTPUT (MBH)V./ PH./ HZ.MCA MOCP TRANE YZK060 OR APPROVED EQUAL 5.00 ROOF 0.7 13.5 19.3 81%2000.0 660.0 59.5 80.0 64.8 208-230/3/60 35 50 MICROMETL ECD-PR2BCCA-DYDB R-454B 983 1 - 8 TRANE YZK036 OR APPROVED EQUAL 3.00 ROOF 0.6 13.5 18.8 81%1200.0 200.0 36.0 80.0 64.8 208-230/3/60 23 30 MICROMETL ECD-PR2BCCA-DYDB R-454B 540 1 - 6, 8 REMARKS: 1. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. PROVIDE NEW ROOF CURB. 2. PROVIDE WITH NEW T24 APPROVED PROGRAMMABLE THERMOSTAT. 3. PROVIDE WITH 2" THICK HIGH EFFICIENCY MERV-13 PLEATED PANEL FILTERS. 4. PROVIDE WITH PREMIUM EFFICIENCY MOTORS AND DISCONNECT SWITCH BY ELECTRICAL CONTRACTOR. 5. PROVIDE WITH LOW LEAK ECONOMIZER WITH BAROMETRIC EXHAUST AND DRY BULB SENSOR 6. PROVIDE WITH SMOKE DETECTORS AT THE SUPPLY SIDE TO CONNECT TO THE BUILDING FORE PROTECTION SYSTEM (IF APPLICABLE), AND SHUTDOWN AC WHEN ACTIVATED. IN CASE THERE IS NO EXISTING FIRE PROTECTION SYSTEM, NO NEED TO PROVIDE CONNECTION WITH SMOKE DETECTOR. 800-R 10"Ø NK A AIR DEVICE DATA TAG DIFFUSER MARK AIR QUANTITY (CFM) S=SUPPLY R=RETURN E=EXHAUST NECK SIZE EQUIPMENT TAG EQUIPMENT TAG NUMBER NOTE TO ALL BIDDERS: THE PROJECT IS NOT READY TO ISSUE (RTI). SOME ITEMS ARE SUBJECT TO CHANGE TO PLANCHECK COMMENTS AND CONTINUING COORDINATION. GENERAL NOTES FCU 4 EXISTING DUCTWORK OR EQUIPMENT TO BE REMOVED ABBREV.SYMBOL DESCRIPTION (D) (E)EXISTING DUCTWORK OR EQUIPMENT TO BE REMAIN 48x36 (N)NEW DUCTWORK OR EQUIPMENT. DUCT SIZE NOTATION W/SIZE OF NEAREST SIDE INDICATED FIRST CD SG RG EG CEILING SUPPLY DIFFUSER SUPPLY GRILLE RETURN AIR GRILLE OR REGISTER EXHAUST GRILLE MVD BDD FSD MANUAL VOLUME DAMPER BACKDRAFT DAMPER FIRE SMOKE DAMPER T TSTAT THERMOSTAT POS POINT ON CONNECTION SD SD SMOKE DETECTOR ARCH ABV AFF BEL BOT CD CFM FT OBD N.T.S NK TYP UC ARCHITECT ABOVE ABOVE FINISHED FLOOR BELOW BOTTOM CONDENSATE DRAIN CUBIC FEET PER MINUTE FOOT / FEET OPPOSED BLADE DAMPER NOT TO SCALE NECK TYPICAL DOOR UNDERCUT SCHEDULES 1.ALL ENVIRONMENTAL EXHAUST DUCTS SHALL BE OF SHEET METAL, TERMINATED 3 FT. AWAY FROM OPENINGS INTO THE BUILDING AND 3 FT. FROM PROPERTY LINE. 2.ALL CONDENSATE LINE SHALL BE ROUTED, SLOPED AND CONNECTED TO THE NEAREST LAVATORY TAILPIECE OR APPROVED PLUMBING RECEPTOR. 3.CONTRACTOR SHALL IINSTALL REQUIRED HVAC COMPONENTS TO FIT ACTUAL JOB CONDITIONS WITHOUT IMPAIRING THE DESIGN CONCEPT. 4.CONTRACTOR SHALL INCLUDE ANY DUCT TURNS OR ANY ADDITIONAL APPURTENANCES NECESSARY FOR THE PROPER FUNCTION OF THE SYSTEM EVEN THOUGH THEY ARE NOT SHOWN ON THE DRAWINGS. 5.ALL REFRIGERANT PIPING SHALL BE SIZED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 6.ALL AIR FILTERS SHALL BE MINIMUM MERV-13 FILTERS. FILTER SIZES SHALL MATCH THE SIZES OF THE RETURN AIR GRILLES. 7.CONTRACTOR SHALL MAKE ALL NECESSARY OFFSETS AND TRANSITION IN ORDER TO ACCOMMODATE DUCTWORK AND PIPING THAT CROSS WITH ONE ANOTHER INSIDE THE SOFFIT AREA. 8.CONTRACTOR SHALL PROVIDE NECESSARY SUPPORT MEMBRANE AND ASSOCIATED COMPONENTS IN ORDER TO MINIMIZE THE SPACE BETWEEN THE TOP OF FAN COIL UNIT AND THE STRUCTURE ABOVE. 9.ALL DUCTWORK SHALL BE ROUTED AS TIGHT AS POSSIBLE TO THE STRUCTURE ABOVE. 10.ALL EQUIPMENT SUBJECT TO NOISE-PRODUCING VIBRATIONS SHALL BE MOUNTED ON VIBRATION ISOLATORS WITH FLEXIBLE CONNECTIONS TO RELATING EQUIPMENT. ALL EQUIPMENT SHALL BE LABELED IN ACCORDANCE WITH THE PLANS. 11.PROVIDE LABELS AT ALL THERMOSTATS INDICATING THE UNIT DESIGNATION (COORDINATE WITH LABELING AT UNITS). CHECK THERMOSTATS LABEL AND REPLACE IF NOT LEGIBLE. 12.CONTRACTOR SHALL ADJUST SUPPLY AIR GRILLES, REGISTERS AND DIFFUSERS TO ACHIEVE PROPER AIR QUANTITIES AND THROW DISTRIBUTION OF AIR IN SPACE. CONTROL DAMPERS SHALL BE WITH LOCKING QUADRANTS ON OUTSIDE AIR DUCTING. 13.DUCTWORK WITH EXTERNAL INSULATION SHALL HAVE LOCKING QUADRANTS WITH ELEVATED DIAL REGULATOR SPRING END BEARING OR EQUAL. 14.CONTRACTOR SHALL INSTALL REQUIRED HVAC COMPONENTS TO FIT ACTUAL JOBSITE CONDITIONS WITHOUT IMPAIRING THE CONCEPT OF THE DESIGN. 15.CONTRACTOR SHALL VERIFY IN THE FIELD THE LOCATION OF NEW UNITS AND EQUIPMENT FOR ACCESSIBILITY PER MANUFATURER'S RECOMMENDATIONS AND APPLICABLE CODES PRIOR TO PURCHASING AND INSTALLATION. 16.CONTRACTOR SHALL PROVIDE TRAVERSE READING AT ALL FAN SYSTEM SUPPLY, RETURN AND EXHAUST DUCTS. VERIFY AIR AMOUNT AND CHECK FOR DUCT LEAKS. LEAKS IN DUCTWORK SHALL NOT EXCEED SMACNA STANDARDS. CONTRACTOR TO PROVIDE ALL NECESSARY CORRECTIVE ACTION. CONTRACTOR SHALL CHANGE FAN RPM TO MEET FIELD PRESSURE CONDITIONS INCLUDING CHANGING OF SHEAVES AS REQUIRED. 17.CONTRACTOR SHALL SET AIR EQUIPMENT, DAMPERS, STATIC FITTINGS, FAN RPM FOR DELIVERING AIR QUANTITIES AT ACTUAL FIELD CONDITIONS ACCORDING TO DESIGN. 18.LISTED SMOKE DAMPERS AND FIRE DAMPERS ARE REQUIRED TO BE INSTALLED AT ALL DUCT PENETRATIONS THROUGH AREA SEPARATION, OCCUPANCY SEPARATION WALLS, FIRE RATED CEILING, AND FIRE RATED SHAFTS PER CMC 2019. DAMPERS SHALL BE LIKED TO FIRE ALARM SYSTEM WITH DEDICATED ELECTRICAL POWER. 19.PROVIDE ACOUSTICAL LINING ON EVERY MAIN DUCT 10' AWAY FROM THE AC UNIT. 20.DUCT SYSTEM SHALL BE SEALED TO A LEAKAGE RATE NOT TO EXCEED 6% OF THE NOMINAL AIR HANDLER AIRFLOW RATE AS CONFIRMED THROUGH FIELD VERIFICATION AND DIAGNOSTIC TESTING. 21.OUTDOOR AIR RATES SHALL BE BALANCED WITHIN 10% OF THE DESIGN OUTSIDE AIR RATE. 22.CONTRACTOR SHALL PROVIDE AIR BALANCING DAMPERS AT BRANCH TAKE-OFFS WETHER STATED IN THE PLANS OR NOT. 23.ALL MECHANICAL VENTILATION AND SPACE CONDITIONING SYSTEMS SHALL BE INSTALLED WITH DUCTWORK, DAMPERS, AND CONTROLS TO ALLOW OUTSIDE AIR RATES TO BE OPERATED AT THE LARGER OF (1) THE MINIMUM LEVELS SPECIFIED IN SECTION 120.1(b) OR (2) THE RATE REQUIRED FOR MAKE UP OF EXHAUST SYSTEMS THAT ARE REQUIRED FOR AN EXEMPT OR COVERED PROCESS FOR CONTROL OF ODORS, OR FOR THE REMOVAL OF CONTAMINANTS WITH IN THE SPACE. ALL VARIABLE AIR VOLUME SPACE-CONDITIONING SYSTEMS SHALL INCLUDE CONTROLS THAT MAINTAIN MEASURED OUTSIDE AIR VENTILATION RATES WITHIN 10 PERCENT OF THE REQUIRED OUTSIDE AIR VENTILATION RATE AT BOTH FULL AND REDUCED SUPPLY AIRFLOW CONDITIONS. SEC.120.1(e) RTU 1 RTU 2 Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 KITCHEN EXHAUST FAN SCHEDULE MARK MFR & MODEL NUMBER LOCATION SERVICE CFM E.S.P. (IN. WG.) DISCH. FPM FAN RPM SONES ELECTRICAL DATA NET. WT. (LBS.) QTY.REMARKS V./ PH./ HZ.HP BHP FLA CAPTIVEAIRE USBI15 DD-RM ROOF H-1 1,350 1.50 938 1398 13.6 208/1/60 2.0 1.5 15.5 261 1 1 - 7 CAPTIVEAIRE USBI15 DD-RM ROOF H-2 1,350 1.50 938 1398 13.6 208/1/60 2.0 1.5 15.5 261 1 1 - 7 CAPTIVEAIRE USBI15 DD-RM ROOF H-3 1,450 1.60 1008 1456 14.7 208/1/60 2.0 0.624 15.5 261 1 1 - 7 REMARKS: 1. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 2. PROVIDE WITH PREMIUM EFFICIENCY MOTORS AND DISCONNECT SWITCH BY ELECTRICAL CONTRACTOR. 3. PROVIDE WITH HOOD ON/OFF TOGGLE SWITCH. INTERLOCK WITH THE CONTROL PANEL. 4. FAN TO RUN CONTINUOUSLY DURING OPERATING HOURS. 5. KITCHEN EXHAUST FAN AND ACCESSORIES SHALL BE FURNISHED THRU CAPTIVEAIRE AND SHALL BE INSTALLED BY MECHANICAL CONTRACTOR. 6. REFER TO MECHANICAL HOOD DETAILS SHEET M4.1 TO M4.14. 7. INTERLOCK WITH MUA-1,RTU-1 AND RTU-2 AND HOOD SERVICED MAKE-UP AIR UNIT SCHEDULE MARK MFR & MODEL NUMBER LOC.SERVICE FAN EVAP. COOLER ELECTRICAL DATA SONES NET. WT. (LBS.) QTY.REMARKS CFM E.S.P. (IN. WG.) HP BHP RPM EAT DB (̊F) EAT WB (̊F) LAT DB (̊F) LAT WB (̊F) V./ PH./ HZ.FLA MCA MOCP CAPTIVEAIRE A2-20D OR APPROVED EQUAL ROOF KITCHEN EXHAUST 5,310 0.50 5.00 3.83 1890.0 90.0 69.0 74.0 69.0 208/3/60 14.5 18.2 30 30.8 830 1 1 - 9 REMARKS: 1. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 2. INTERLOCK TO OPERATE WHEN KEF-1 AND KEF-2 IS ACTIVATED. 3. PROVIDE CIRCULATING PUMP, 3/4" MAKE UP WATER CONNECTION, 2/4" RAIN LINE. 4. PROVIDE EVAPORATOR COOLING WITH COOLING SENSOR AND HI-PRO POLYESER COATING FOR OUTSIDE EQUIPMENT INSTALLATION. 5. PROVIDE WITH NEOPRENE BLOWER VIBRATION ISOLATION, ROOF CURB AND RAIL. 6. PROVIDE WITH PREMIUM EFFICIENCY MOTORS AND DISCONNECT SWITCH BY ELECTRICAL CONTRACTOR. 7. PROVIDE WITH TOGGLE ON/OFF SWITCH. INTERLOCK TO CONTROL PANEL. 8. PROVIDE WITH SMOKE DETECTORS AT THE SUPPLY SIDE TO CONNECT TO THE BUILDING FORE PROTECTION SYSTEM (IF APPLICABLE), AND SHUTDOWN AC WHEN ACTIVATED. 9. REFER TO MECHANICAL HOOD DETAILS SHEET M4.1 TO M4.14. KEF 1 KEF 2 MAU 1 H 1 H 2 H 3 AIR BALANCE SCHEDULE MARK OUTSIDE AIR (CFM)EXHAUST AIR (CFM)DIFFERENCE (CFM) RTU-1 660 +660 RTU-2 200 +200 EF-1 50 -50 EF-2 100 -100 EF-3 50 -50 EF-4 50 -50 KEF-1 2700 -2700 KEF-2 1450 -1450 MAU-1 3600 +3600 TOTAL 4460 4400 +110 GENERAL NOTES SYMBOLS & SCHEDULE LEGEND AND ABBREVIATIONS IDENTIFICATION SYMBOLS M-201 KITCHEN EXHAUST HOOD SCHEDULE MARK MFR & MODEL NUMBER SERVICE EXHAUST CFM VELOCITY (FPM)EXHAUST DUCT SIZE EXHAUST S.P. (IN. WG.) DIMENSIONS REMARKS LENGTH WIDTH HEIGHT CAPTIVEAIRE 3650 BD-2 OR APPROVED EQUAL AS SHOWN 1,350 1,719 12" DIA.-0.638 6'-0"3'-0"4"1 - 2 CAPTIVEAIRE 3650 BD-2 OR APPROVED EQUAL AS SHOWN 1,350 1,719 12" DIA.-0.638 6'-0"3'-0"4"1 - 2 CAPTIVEAIRE 3650 BD-2 OR APPROVED EQUAL AS SHOWN 1,450 1,846 12" DIA.-0.737 6-6"3'-0"4"1 - 2 REMARKS: 1. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 2. REFER TO MECHANICAL HOOD DETAILS SHEET M4.1 TO M4.14. KEF 3 EXP. 03-31-26 EXHAUST FAN SCHEDULE MARK MFR & MODEL NUMBER LOCATION SERVICE CFM E.S.P. (IN. WG.) DRIVE TYPE FAN RPM SONES ELECTRICAL DATA NET. WT. (LBS.) QTY.REMARKS V./ PH./ HZ.POWER MCA MOCP GREENHECK SP-A50-90-VG OR APPROVED EQUAL CEILING RESTROOM 50 0.25 DIRECT 808 0.7 115/1/60 6 W 0.4 15 15 1 1 - 3 GREENHECK SP-A90-130-VG OR APPROVED EQUAL CEILING RESTROOM 100 0.25 DIRECT 960 1.4 115/1/60 24 W 0.4 15 15 1 1 - 3 GREENHECK SP-A50-90-VG OR APPROVED EQUAL CEILING MOP SINK 50 0.25 DIRECT 808 0.7 115/1/60 6 W 0.4 15 15 1 1 - 3 GREENHECK SP-A50-90-VG OR APPROVED EQUAL CEILING ELECTRICAL RM 50 0.25 DIRECT 808 0.7 115/1/60 6 W 0.4 15 15 1 1 - 3 REMARKS: 1. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. 2. PROVIDE WITH CEILING GRILLE, VIBRATION ISOLATOR KIT, FAN TERMINATION CAP WITH BIRD SCREEN, AND BACK-DRAFT DAMPER. 3. PROVIDE MANUAL ON/OFF SWITCH. 4. FAN TO RUN CONTINUOUSLY DURING OPERATING HOURS. Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 EF 1 EF 2 EF 3 SCHEDULES EF 4 GRILLES, REGISTERS AND DIFFUSERS SCHEDULE MARK TYPE MANUFACTURER MODEL FRAME SIZE FINISH OPTIONS REMARKS SUPPLY DIFFUSER TITUS TDC 24"x24"STEEL LOUVERED FACE DIFFUSER BORDER TYPE 1 1, 2 SUPPLY PLENUM DIFFUSER CAPTIVEAIRE DI-PSP 24"x24"STAINLESS STEEL PERFORATED -1, 2 RETURN DIFFUSER TITUS PMR 24"x24"PERFORATED CEILING RETURN BORDER TYPE 1C 1, 2 LINEAR BAR DIFFUSER TITUS CT-481 48"x6"LINEAR BAR DIFFUSER -1, 2 REMARKS: 1. COLOR AND FINISH SHALL BE SELECTED BY THE ARCHITECT. 2. REFER TO FLOOR PLANS FOR THE DIFFUSER SIZE, NECK SIZE AND AIRFLOW. A B C SCHEDULE M-202 D EXP. 03-31-26 FD FD FD 8 8 EF 1 EF 2 6"Ø 6" Ø 12 12 13 13 EF 3 6" Ø 12 13 14 EF 4 12 6" Ø 13 12"Ø NK B548-S TYP-5 12"Ø NK B550-S 24"X14" SD 16"Ø NK C1000-R SD 9 10"Ø NK 250-SA 10"Ø NK 250-SA 10"Ø NK 250-SA 10"Ø NK 250-SA 10"Ø NK 250-SA 10"Ø NK 250-SA 14"Ø NK 670-RC 9 9 H 1 T 3 11H 2 6 4 T 10"Ø NK 250-SB10"Ø NK 250-SB 10"X12" 550-SD 3 10"Ø NK 250-SA 10"Ø NK 200-SA 10"Ø NK 200-SA 45 7 1 1 2 2 H 3 3 22 " x 1 2 " R A 24"x12" SA 10"Ø SA 12"Ø SA 12"Ø SA 14 " Ø S A 10"Ø SA 10"Ø SA 10"Ø SA 10"Ø SA 10"Ø SA 10"Ø SA 10"Ø SA 10"Ø SA 20 " x 1 2 " 18 " x 1 2 " 14 " x 1 2 " 12"X10" 14 " x 1 2 " 10 " x 1 2 " 14"Ø 10 RTU-1 SUPPLY AND RETURN DUCT RISER/DROP FROM ROOF. PROVIDE ALL TRANSITIONS. LOCATE RISER/DROP BETWEEN AVAILABLE JOIST SPACES. RTU-2 SUPPLY AND RETURN DUCT RISER/DROP FROM ROOF. PROVIDE ALL TRANSITIONS. LOCATE RISER/DROP BETWEEN AVAILABLE JOIST SPACES. NEW TYPE I HOOD. REFER TO SHEET M0.01 AND M4.03 TO M4.15 FOR EQUIPMENT DETAILS AND SPECIFICATIONS. HOOD SHALL BE SECURED IN PLACE TO RESIST THE LATERAL LOADS. 12"Ø TYPE I KITCHEN HOOD EXHAUST DUCT RISER T/A, CONNECTED TO KEF-1 LOCATED AT THE ROOF DECK. PROVIDE WITH DOUBLE WALL DUCT TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATION. 12"Ø TYPE I KITCHEN HOOD EXHAUST DUCT RISER T/A, CONNECTED TO KEF-2 LOCATED AT THE ROOF DECK. PROVIDE WITH DOUBLE WALL DUCT TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATION. 12"Ø TYPE I KITCHEN HOOD EXHAUST DUCT RISER T/A, CONNECTED TO KEF-3 LOCATED AT THE ROOF DECK. PROVIDE WITH DOUBLE WALL DUCT TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATION. 20"x20" MAKE-UP AIR DUCT RISER F/A. PROVIDE DUCT TRANSITION AND FLEXIBLE CONNECTION CONNECTING TO MAU-1. PROVIDE AIR BALANCING DAMPER IN THE MAKE-UP AIR DUCT THAT IS ACCESSIBLE FOR AIR BALANCE CONTRACTOR. PROVIDE 1/2" DOOR UNDERCUT OR 12"x6" DOOR GRILLES. COORDINATE WITH ARCHITECT. AIR CURTAIN BY OTHERS. COORDINATE WITH ARCHITECT. RTU-1 THERMOSTAT. RTU-2 THERMOSTAT. NEW CEILING MOUNTED EXHAUST FAN. REFER TO SHEET M0.02 FOR UNIT SPECIFICATIONS. 6"Ø EXHAUST DUCT UP TO ROOF. 3"Ø SCH 40 PVC VENT TO ROOF. WATER HEATER TO HAVE ROOM COMBUSTION AIR INTAKE. 1 A.ALL WORK SHALL BE IN ACCORDANCE WITH CITY CODES, STATE OF CALIFORNIA ENERGY CONSERVATION STANDARDS AND ALL OTHER APPLICABLE CODES. B.PROVIDE SEISMIC RESTRAINTS FOR ALL MECHANICAL EQUIPMENT AS PER SMACNA GUIDELINES (LATEST EDITION). C.ALL DUCTWORK AND PIPING SHALL BE SUPPORTED AND BRACED PER THE SMACNA GUIDELINES FOR SEISMIC RESTRAINTS. D.BALANCE ALL DIFFUSERS AND REGISTERS TO QUANTITIES SHOWN ON DRAWINGS, AND SUBMIT A WRITTEN AIR BALANCE REPORT TO THE OWNER. E.CONTRACTOR SHALL INSTALL REQUIRED HVAC COMPONENTS TO FIT ACTUAL JOB CONDITIONS WITHOUT IMPAIRING THE CONCEPT OF THE DESIGN. F.CONTRACTOR SHALL INCLUDE ANY DUCT TURNS OR ANY ADDITIONAL APPURTENANCES NECESSARY FOR THE PROPER FUNCTION OF THE SYSTEM EVEN THOUGH ARE NOT SHOWN ON THE DRAWINGS. G.ALL SUPPLY & RETURN DUCT BRANCHES SHALL BE EQUIPPED WITH MANUAL DAMPER WETHER INDICATED OR NOT. H.DUCTWORK SHOWN ON DRAWINGS ARE DIAGRAMMATIC. CONTRACTOR TO ADJUST DIMENSIONS BASED ON ACTUAL FIELD CONDITIONS. I.PROVIDE 1/2" DOOR UNDERCUT FOR ALL DOORS FOR ROOMS WITH NO RELIEF AIR PATH. J.MECHANICAL HOOD SHALL COMPLY WITH 2022 CMC TABLE 508.10.1.3. K.GREASE DUCT CONSTRUCTION AND FITTINGS SHALL BE IN COMPLIANCE WITH THE 2022 CMC CHAPTER 5 SECTION 510. L.CONTRACTOR SHALL PROVIDE AN ACCESS PANEL FOR DUCT CLEAN-OUT AND SHALL BE ACCESSIBLE FOR SERVICE. M.FIELD-INSTALLED GREASE DUCT CLEANOUTS SHALL BE PROVIDED AT EACH TURN AND AT TWELVE (12) FEET INTERVALS PER SECTION 510.3.3.1 OF 2022 CMC. N.HORIZONTAL GREASE DUCT SHALL HAVE A MINIMUM OF 1/4" SLOPE PER FOOT AND SHALL HAVE DUCT CLEAN-OUT (CO) IN EVERY TWELVE (12) FEET AND EVERY DUCT TRANSITION. O.PRIOR TO THE USE OF OR CONCEALMENT OF A GREASE DUCT SYSTEM, A LEAKAGE TEST SHALL BE PERFORMED TO DETERMINE THAT WELDED JOINTS AND SEAMS ARE LIQUID TIGHT. [2022 CMC 510.5.6] P.WIRE SMOKE DETECTOR TO BUILDING FIRE ALARM CONTROL PANEL, IF EXISTING OR ELSE FURNISH AND INSTALL A COMPATIBLE REMOTE AUDIBLE/VISUAL ALARM DEVICE. THE DUCT SMOKE DETECTORS SHALL BE SUPERVISED BY SUCH SYSTEMS IN AN APPROVED MANNER, AND INSTALLED IN ACCORDANCE WITH NFPA 72 AND THE CALIFORNIA BUILDING AND FIRE CODE. Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 1 SCALE: 1/4" = 1'-0" MECHANICAL FLOOR PLAN NORTH GENERAL NOTES: KEY NOTES: MECHANICAL FLOOR PLAN M-203 2 3 4 5 6 7 8 9 10 11 12 13 14 EXP. 03-31-26 3' - 6 " 0'-0" 7'-0" 13'-5" 7'-0" 28 ' - 5 1 / 2 " 8' - 1 1 1 / 2 " 0' - 6 " 11 ' - 9 " 0' - 8 " 50 ' - 4 " 9 5 5 5 5 10 KEF 2 OSA MAU 1 1 4 KEF 1 OSA 5 KEF 3 Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 1 SCALE: 1/4" = 1'-0" MECHANICAL ROOF PLAN NORTH NEW MAKE-UP AIR UNIT. REFER TO SHEET M0.2 FOR UNIT SPECIFICATIONS. PROVIDE WITH PRE-FABRICATED MINIMUM 14" HIGH ROOF CURB. PROVIDE WITH 8" CLEARANCE TO ROOF SURFACE. PROVIDED BY CAPTIVEAIRE, INSTALLED BY GC. 12"Ø CAPTIVEAIRE LISTED 18GA. MIN 430 S/S SINGLE WALL FACTORY GREASE DUCT RISER F/B FROM KITCHEN HOOD 1 AND 2. 12"Ø CAPTIVEAIRE LISTED 18GA. MIN 430 S/S SINGLE WALL FACTORY GREASE DUCT RISER F/B. FROM KITCHEN HOOD 3. 20"X20" MAKE-UP AIR DUCT RISER T/B. PROVIDE ALL NECESSARY TRANSITIONS. 6"Ø EXHAUST AIR DUCT RISER F/B. PROVIDE WITH ROOF CAP AND INSECT SCREEN. NEW PACKAGED ROOFTOP UNIT. REFER TO SHEET M0.2 FOR UNIT SPECIFICATIONS AND CUT SHEET FOR PROPER CLEARANCES. PROVIDE DUCT TRANSITIONS IN THE SUPPLY AND RETURN AIR DUCT CONNECTIONS. DUCT DROPS SHALL BE FULL SIZE OF ROOFTOP UNIT DUCT CONNECTION. FAN IS WITHIN 10' OF MECHANICAL AIR INTAKE, PROVIDE DUCT EXTENSION TO DISCHARGE, ENSURE 3 FT DISTANCE ABOVE AIR INTAKES. DISCHARGE SHALL BE FORTY MIN. (40) INCHES ABOVE THE ROOF SURFACE. PROVIDE ALL NEW GREASE EXHAUST FANS WITH PRE-FABRICATED SPRING VIBRATION ISOLATOR. PROVIDED BY CAPTIVEAIRE, INSTALLED BY GC. MECHANICAL EQUIPMENT SCREEN, EXPAND AS NEEDED FOR PROPER EQUIPMENT'S CLEARANCES. COORDINATE WITH ARCHITECT. PROPOSED METAL LADDER TO ROOF IN FIELD. SHOWN FOR REFERENCE ONLY. MAINTENANCE CLEARANCE FOR EQUIPMENT, VERIFY REQUIREMENTS WITH MANUFACTURER'S MANUAL. 3"Ø PVC SCH 40 TERMINATION, REFER TO MANUFACTURER'S MANUAL. 1 2 3 4 5 6 7 A.PROVIDE 1/2" MESH BIRD SCREEN ON ALL EXHAUST OUTLETS AND MAKE-UP AIR INLETS. B.PROVIDE MINIMUM OF MERV-13 FILTERS ON ALL OUTSIDE AIR INTAKE TERMINALS. C.MAINTAIN CLEARANCES TO ALL ROOFTOP EQUIPMENT PER MANUFACTURER'S RECOMMENDATION AND AS PER CODE, FOLLOWING THE STRICTEST GUIDELINE. D.VERIFY ACTUAL ROOF ACCESS LOCATION IN FIELD WITH ARCHITECT/LANDLORD. E.VERIFY ACTUAL LOCATION OF MECHANICAL EQUIPMENT WITH ARCHITECT/LANDLORD. PROVIDE 42" GUARDRAILS FOR EQUIPMENT THAT IS WITHIN TEN (10) FEET OF ROOF'S EDGE. F.ENVIRONMENTAL AIR DUCT EXHAUST SHALL TERMINATE NOT LESS THAN THREE (3) FEET FROM A PROPERTY LINE, THREE (3) FEET FROM OPENINGS INTO THE BUILDING, AND TEN (10) FEET FROM MECHANICAL INTAKE TERMINALS. TERMINATE WITH ROOF CAP. G.ALL OUTSIDE AIR INTAKE TERMINALS SHALL TERMINATE NOT LESS THAN 10' IN DISTANCE FROM AN APPLIANCE VENT OUTLET, A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM, OR THE DISCHARGE OUTLET OF AN EXHAUST FAN, UNLESS THE OUTLET IS 3' ABOVE THE OUTSIDE-AIR INLET. H.ALL EXHAUST TERMINALS TO TERMINATE WITHIN TEN (10) FEET OF A MECHANICAL AIR INTAKE SHALL BE AT LEAST THREE (3) FEET ABOVE THE INTAKE TERMINAL. I.VERIFY EQUIPMENT LOCATIONS IN FIELD. MAKE ADJUSTMENTS ON NEW EQUIPMENT IF NECESSARY. J.ALL WORK SHALL BE IN ACCORDANCE WITH CITY CODES, STATE OF CALIFORNIA ENERGY CONSERVATION STANDARDS AND ALL OTHER APPLICABLE CODES. K.PROVIDE SEISMIC RESTRAINTS FOR ALL MECHANICAL EQUIPMENT AS PER SMACNA GUIDELINES (LATEST EDITION). L.ALL DUCTWORK AND PIPING SHALL BE SUPPORTED AND BRACED PER THE SMACNA GUIDELINES FOR SEISMIC RESTRAINTS. M.CONTRACTOR SHALL INSTALL REQUIRED HVAC COMPONENTS TO FIT ACTUAL JOB CONDITIONS WITHOUT IMPAIRING THE CONCEPT OF THE DESIGN. N.CONTRACTOR SHALL INCLUDE ANY DUCT TURNS OR ANY ADDITIONAL APPURTENANCES NECESSARY FOR THE PROPER FUNCTION OF THE SYSTEM EVEN THOUGH IT IS NOT SHOWN ON THE DRAWINGS. O.DUCTWORK AND PIPING SHOWN ON DRAWINGS ARE DIAGRAMMATIC. P.CONTRACTOR TO ENSURE MANUFACTURER CLEARANCES ARE MET. Q.PROVIDE 3/4" TYPE M COPPER CONDENSATE DRAIN LINE TO ALL RTU UNITS, REFER TO PLUMBING PLANS FOR ROUTING AND TERMINATION. R.GREASE DUCT CONSTRUCTION AND FITTINGS SHALL BE IN COMPLIANCE WITH THE 2022 CMC CHAPTER 5 SECTION 510. S.GREASE DUCT DISCHARGE MUST BE A MINIMUM OF 10 FEET OF CLEARANCE FROM OUTLET TO ADJACENT BUILDINGS, PROPERTY LINES AND AIR INTAKES. WHERE SPACE LIMITATIONS PREVENT A 10 FOOT HORIZONTAL SEPARATION FROM AIR INTAKES DUCT MAY BE ELEVATED TO 3 FEET ABOVE AIR INTAKES WITHIN 10 FEET. [2022 CMC 510.9.1(3)] T.BUILDINGS OF MORE THAN 15 FEET IN HEIGHT SHALL HAVE AN INSIDE MEANS OF ACCESS TO THE ROOF MOUNTED EQUIPMENT. [2022 CMC SEC. 304.3.1, 304.3.1.1] U.CONTRACTOR SHALL PROVIDE AN ACCESS PANEL FOR DUCT CLEAN-OUT AND SHALL BE ACCESSIBLE FOR SERVICE. 8 9 GENERAL NOTES: KEY NOTES: 10 11 12 MECHANICAL ROOF PLAN M-204 EXP. 03-31-26 6' 6' 60.0" 36.0"36.0" 30.0" 113 4"47.0" MAX 1' 6"6" 50.0" 47.0" MAX 50.0" 24.0" MIN.24.0" MIN. 35.0"35.0" 12.0" Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 A.THE SURFACE OF THE GREASE DUCT SHALL BE CONTINUOUSLY COVERED ON ALL SIDES, FROM THE POINT OF CONNECTION AT THE HOOD, AND EXTEND THE FIELD APPLIED OR FACTORY BUILT ENCLOSURE THROUGH THE CEILING, WALL OR FLOOR TO THE OUTLET TERMINAL. B.FIELD APPLIED OR FACTORY BUILT GREASE DUCT ENCLOSURE SHALL BE INSTALLED PER THE LATEST MANUFACTURER'S INSTALLATION INSTRUCTIONS AND IN COMPLIANCE WITH THE TERMS OF ITS LISTING. C.ALL END CUTS OR CUTS IN THE FOIL JACKET OF FIELD APPLIED GREASE DUCT ENCLOSURE SHALL BE SEALED PER THE MANUFACTURER'S RECOMMENDATIONS. D.ALL INSTALLATIONS SHALL BE COMPLETELY ACCESSIBLE FOR VISUAL INSPECTION. E.AT THE TIME OF INSPECTION, THE FIELD APPLIED OR FACTORY BUILT GREASE DUCT ENCLOSURE INSTALLATION INSTRUCTIONS SHALL BE MADE AVAILABLE AT THE JOB SITE. F.LISTED GREASE HOOD ASSEMBLIES SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF THEIR LISTING AND THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. G.FIRE DEPARTMENT APPROVAL SHALL BE REQUIRED ON FIRE PROTECTION SYSTEM FOR GREASE HOODS AND DUCTS AS REQUIRED BY SECTION 513 OF THE CALIFORNIA MECHANICAL CODE AND AS REQUIRED BY THE FIRE CODE. H.ALL FIRE EXTINGUISHING SYSTEMS SHALL BE INTERCONNECTED TO THE FUEL OR CURRENT SUPPLY SO THAT THE FUEL OR CURRENT IS AUTOMATICALLY SHUT OFF TO ALL EQUIPMENT UNDER THE HOOD WHEN THE SYSTEM IS ACTIVATED. I.OWNER OF ESTABLISHMENT SHALL BE RESPONSIBLE FOR CLEANLINESS,MAINTENANCE, AND INSPECTION OF KITCHEN EXHAUST SYSTEM, FIRE PROTECTION, AND COOKING EQUIPMENT. J.A DRAWING OF THE EXHAUST SYSTEM(S) INSTALLATION ALONG WITH A COPY OF OPERATING INSTRUCTIONS FOR SUBASSEMBLIES AND COMPONENTS USED IN THE EXHAUST SYSTEM(S), INCLUDING ELECTRICAL SCHEMATICS, SHALL BE AVAILABLE ON THE PREMISES. K.ALL SEAMS, JOINTS, AND PENETRATIONS OF THE HOOD ENCLOSURE THAT DIRECT AND CAPTURE GREASE-LADEN VAPORS AND EXHAUST GASES SHALL HAVE A LIQUID TIGHT CONTINUOUS EXTERNAL WELD TO THE LOWER OUTMOST PERIMETER OF THE HOOD. L.PRIOR TO USE OR CONCEALMENT A GREASE DUCT LEAKAGE TEST SHALL BE PERFORMED TO VERIFY THE WELDED SEAMS AND JOINTS ARE LIQUID TIGHT. THE TEST SHALL BE A WATER PRESSURE TEST, A LIGHT TEST, OR AN APPROVED EQUIVALENT TEST. THE PERMIT HOLDER SHALL BE RESPONSIBLE FOR PROVIDING THE EQUIPMENT AND FOR PERFORMING THE TEST. [2022 CMC SEC. 510.5.6] M.A PERFORMANCE TEST SHALL BE CONDUCTED UPON COMPLETION AND BEFORE APPROVAL OF A VENTILATION SYSTEM SERVING COMMERCIAL COOKING APPLIANCES. THE TEST SHALL VERIFY THE EXHAUST AIRFLOW RATE IN ACCORDANCE WITH SECTIONS 508.10.1.2 THRU 508.10.1.5 OF 2022 CMC OR THE AIRFLOW RATE STAMPED ON LISTED HOOD. N.THE PERMIT HOLDER SHALL VERIFY A CAPTURE AND CONTAINMENT PERFORMANCE OF THE HOOD. A FIELD TEST SHALL BE PERFORMED WITH COOKING EQUIPMENT AT NORMAL OPERATING TEMPERATURE AND CAPTURE AND CONTAINMENT SHALL BE VERIFIED THROUGH A VISUAL OBSERVATION OF SMOKE OR STEAM PRODUCED BY SMOKE CANDLES OR PUFFERS. SMOKE BOMBS ARE PROHIBITED FROM USE ON THIS TEST. PLEASE ADD NOTE TO PLAN. [2022 CMC 511.2.2.2] O.HOOD EXHAUST FAN SHALL CONTINUE TO OPERATE AFTER THE EXTINGUISHING SYSTEM HAS BEEN ACTIVATED, UNLESS FAN SHUTDOWN IS REQUIRED BY A LISTED COMPONENT OF THE VENTILATION SYSTEM. P.TYPE I HOODS SHALL BEAR A LABEL INDICATING THE EXHAUST FLOW RATE IN CUBIC FEET PER MINUTE PER LINEAL FOOT. Q.LICENSED AIRFLOW CONTRACTOR SHALL PROVIDE GREASE EXHAUST SYSTEM AIR BALANCE REPORT TO INSPECTOR PRIOR TO FINAL. R.VERIFY ACTUAL LOCATION OF ALL EXISTING EQUIPMENT, DUCTWORK, DIFFUSERS & CLEANOUT. 1 SCALE: 3/4" = 1'-0" KITCHEN HOOD 1&2 PLAN VIEW LISTED "CAPTIVEAIRE DW -3R" DOUBLE WALL, FACTORY BUILT STAINLESS STEEL GREASE DUCT ASSEMBLY. 0.036" THICK 430 SS INNER WALL AND 0.024" THICK SS OUTER WALL. REFER TO ECONAIR DRAWINGS AT M4.03 & M4.15 FOR MORE DETAILS. PROVIDE SOLID GYPSUM BOARD, MINIMUM 2" THICKNESS, 3" MIN ABOVE HOOD TOP, SIDE AND BACK SURFACES. THESE CORRESPONDING CEILING AND WALL MUST BE EXTENDED TO AT LEAST 18" FROM HOOD WALL. WALLS SHALL BE FULL HEIGHT FROM FLOOR TO 3" MIN ABOVE THE HOOD. VERTICAL DISTANCE OF NOT MORE THAN 48" SHALL BE MAINTAINED BETWEEN THE BOTTOM OF THE HOOD AND THE LOWEST COOKING SURFACE. INSIDE EDGE OF HOOD SHALL OVERHANG OR EXTEND A HORIZONTAL DISTANCE OF NOT LESS THAN 6" BEYOND THE EDGE OF THE COOKING SURFACE ON BOTH SIDES. MINIMUM DUCT SLOPE 2% TOWARDS HOOD OR OTHER APPROVED GREASE ENTRAINMENT DEVICES. PROVIDE 430 STAINLESS STEEL AS BACKSPLASH SEALED TO COVER THE GAP BETWEEN THE HOOD AND THE WALL. PROVIDE 24 GA STAINLESS STEEL BAFFLE PLATE. WALL MOUNTED UTILITY CABINET FOR KITCHEN HOODS. PROVIDE 24" MINIMUM CLEARANCE FROM CEILING TO TOP OF KITCHEN HOOD FOR PROPER MAINTENANCE SPACE. GENERAL NOTESREFERENCE NOTES: 1 2 3 4 5 6 HOT PLATE 52" REFRIGERATED BASE 2 SCALE: 3/4" = 1'-0" KITCHEN HOOD 1&2 FRONT ELEVATION VIEW KITCHEN HOOD STATIC PRESSURE DROP CALCULATION 2 6 1 5 1350 CFM 1718 FPM HOOD-2 HOOD-1 33 HOOD-1HOOD-2 48" WIDE GRIDDLE 48" WIDE GRIDDLE 84" REFRIGERATED BASE FLOOR CEILING15 1350 CFM 1718 FPM 4 4 12"Ø ID12"Ø ID 2 HOOD 1 EXHAUST DUCT = 12"Ø AIR QUANTITY = 1350 CFM AIR VELOCITY = 1718 FPM HOOD 2 EXHAUST DUCT = 12"Ø AIR QUANTITY = 1350 CFM AIR VELOCITY = 1718 FPM FRICTION DROP FOR FACTORY GREASE DUCT = 1.331 IN WG E. S. P. = 1.331 + HOOD 1 S.P. = 1.5 TOTAL SYSTEM FRICTION LOSS IS LESS THAN 2 in WG OF FAN. 4 4 7 HOOD 1 & 2 ELEVATION M-205 8 8 WALL MOUNTED UTILITY CABINET99 9 1 1 EXP. 03-31-26 Ø12" 6'-6" 36.0" 83 4"6"47.0" MAX 71.0" 24.0" MIN. 61.0" 4 1 2" Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 A.THE SURFACE OF THE GREASE DUCT SHALL BE CONTINUOUSLY COVERED ON ALL SIDES, FROM THE POINT OF CONNECTION AT THE HOOD, AND EXTEND THE FIELD APPLIED OR FACTORY BUILT ENCLOSURE THROUGH THE CEILING, WALL OR FLOOR TO THE OUTLET TERMINAL. B.FIELD APPLIED OR FACTORY BUILT GREASE DUCT ENCLOSURE SHALL BE INSTALLED PER THE LATEST MANUFACTURER'S INSTALLATION INSTRUCTIONS AND IN COMPLIANCE WITH THE TERMS OF ITS LISTING. C.ALL END CUTS OR CUTS IN THE FOIL JACKET OF FIELD APPLIED GREASE DUCT ENCLOSURE SHALL BE SEALED PER THE MANUFACTURER'S RECOMMENDATIONS. D.ALL INSTALLATIONS SHALL BE COMPLETELY ACCESSIBLE FOR VISUAL INSPECTION. E.AT THE TIME OF INSPECTION, THE FIELD APPLIED OR FACTORY BUILT GREASE DUCT ENCLOSURE INSTALLATION INSTRUCTIONS SHALL BE MADE AVAILABLE AT THE JOB SITE. F.LISTED GREASE HOOD ASSEMBLIES SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF THEIR LISTING AND THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. G.FIRE DEPARTMENT APPROVAL SHALL BE REQUIRED ON FIRE PROTECTION SYSTEM FOR GREASE HOODS AND DUCTS AS REQUIRED BY SECTION 513 OF THE CALIFORNIA MECHANICAL CODE AND AS REQUIRED BY THE FIRE CODE. H.ALL FIRE EXTINGUISHING SYSTEMS SHALL BE INTERCONNECTED TO THE FUEL OR CURRENT SUPPLY SO THAT THE FUEL OR CURRENT IS AUTOMATICALLY SHUT OFF TO ALL EQUIPMENT UNDER THE HOOD WHEN THE SYSTEM IS ACTIVATED. I.OWNER OF ESTABLISHMENT SHALL BE RESPONSIBLE FOR CLEANLINESS,MAINTENANCE, AND INSPECTION OF KITCHEN EXHAUST SYSTEM, FIRE PROTECTION, AND COOKING EQUIPMENT. J.A DRAWING OF THE EXHAUST SYSTEM(S) INSTALLATION ALONG WITH A COPY OF OPERATING INSTRUCTIONS FOR SUBASSEMBLIES AND COMPONENTS USED IN THE EXHAUST SYSTEM(S), INCLUDING ELECTRICAL SCHEMATICS, SHALL BE AVAILABLE ON THE PREMISES. K.ALL SEAMS, JOINTS, AND PENETRATIONS OF THE HOOD ENCLOSURE THAT DIRECT AND CAPTURE GREASE-LADEN VAPORS AND EXHAUST GASES SHALLHAVE A LIQUID TIGHT CONTINUOUS EXTERNAL WELD TO THE LOWER OUTMOST PERIMETER OF THE HOOD. L.PRIOR TO THE USE OR CONCEALMENT OF A PORTION OF A GREASE DUCT SYSTEM, A LEAKAGE TEST SHALL BE PERFORMED TO DETERMINE THAT ALL WELDED JOINTS AND SEAMS ARE LIQUID TIGHT. M.PERFORMANCE, CAPTURE AND CONTAINMENT TESTS SHALL BE PERFORMED UPON INSTALLATION BEFORE FINAL. TEST DATA AND PERFORMANCE TEST RESULTS SHALL BE DISPLAYED AND BE AVAILABLE UPON REQUEST. N.HOOD EXHAUST FAN SHALL CONTINUE TO OPERATE AFTER THE EXTINGUISHING SYSTEM HAS BEEN ACTIVATED, UNLESS FAN SHUTDOWN IS REQUIRED BY A LISTED COMPONENT OF THE VENTILATION SYSTEM. O.TYPE I HOODS SHALL BEAR A LABEL INDICATING THE EXHAUST FLOW RATE IN CUBIC FEET PER MINUTE PER LINEAL FOOT. P.LICENSED AIRFLOW CONTRACTOR SHALL PROVIDE GREASE EXHAUST SYSTEM AIR BALANCE REPORT TO INSPECTOR PRIOR TO FINAL. Q.VERIFY ACTUAL LOCATION OF ALL EXISTING EQUIPMENT, DUCTWORK, DIFFUSERS & CLEANOUT. 1 SCALE: 3/4" = 1'-0" KITCHEN HOOD 3 PLAN VIEW LISTED "CAPTIVEAIRE DW -2R" DOUBLE WALL, FACTORY BUILT STAINLESS STEEL GREASE DUCT ASSEMBLY. 0.036" THICK 430 SS INNER WALL AND 0.024" THICK SS OUTER WALL. REFER TO ECONAIR DRAWINGS AT M4.03 & M4.15 FOR MORE DETAILS. PROVIDE SOLID GYPSUM BOARD, MINIMUM 2" THICKNESS, 3" MIN ABOVE HOOD TOP, SIDE AND BACK SURFACES. THESE CORRESPONDING CEILING AND WALL MUST BE EXTENDED TO AT LEAST 18" FROM HOOD WALL. WALLS SHALL BE FULL HEIGHT FROM FLOOR TO 3" MIN ABOVE THE HOOD. VERTICAL DISTANCE OF NOT MORE THAN 48" SHALL BE MAINTAINED BETWEEN THE BOTTOM OF THE HOOD AND THE LOWEST COOKING SURFACE. MINIMUM DUCT SLOPE 2% TOWARDS HOOD OR OTHER APPROVED GREASE ENTRAINMENT DEVICES. PROVIDE 430 STAINLESS STEEL AS BACKSPLASH SEALED TO COVER THE GAP BETWEEN THE HOOD AND THE WALL. HOOD OVERHANG SHALL BE 6" MINIMUM. GENERAL NOTESREFERENCE NOTES: 1 2 3 4 5 2 SCALE: 3/4" = 1'-0" KITCHEN HOOD FRONT ELEVATION VIEW KITCHEN HOOD STATIC PRESSURE DROP CALCULATION HOOD-3 4 WELL DEEP FRYER FLOOR CEILING 1 4 12"Ø 1450 CFM 1846 FPM 2 5 3 FRYER DUMP STATION EXHAUST DUCT = 12"Ø AIR QUANTITY = 1450 CFM AIR VELOCITY = 1846 FPM FRICTION DROP= 0.422 in WG / 100' DUCT PRESSURE DROP =0.9978 E. S. P. = DUCT S.P. + HOOD 3 S.P. = 0.9978 in WG + 0.737 in WG = 1.7348 TOTAL SYSTEM FRICTION LOSS IS LESS THAN 1.75 in WG OF FAN. 6 6 6 HOOD 3 ELEVATION M-206 EXP. 03-31-26 HANGER ROD 3. DO NOT SUPPORT HANGER FROM SLAB DIAPHRAGMS. 2. MOUNT HANGER BOX DIRECTLY AGAINST STRUCTURAL ELEMENT. 1. WHEN MOUNTING EQUIPMENT, ALIGN HANGER ROD TO CLEAR HANGER BOX. 5. PROVIDE A MINIMUM 1/2-INCH GAP BETWEEN THE METAL HANGER BOX AND STRUCTURE. 6. PROVIDE 1/2" CLEARANCE BETWEEN THE METAL HANGER BOX AND THE STRUCTURE. 4. TYPE HN = CALDYNE TYNE CH30. NOTES: METAL HANGER BOX ISOLATION ELEMENT NEOPRENE RUBBER UPPER ATTACHMENT STRUCTURE WASHER W 1" MIN. (TYP.) SQUARE TO ROUND TRANSITION L1 AIR FLOW SUPPLY 45° PLAN D ELEVATION D X D SQUARE DUCT DUCT TAP SIZE L1 = 1.5 BRANCH DUCT DIAMETER DIMENSION BAND OF SAME SIZE AS HANGER STRAP LOAD RATED FASTENERS NOTE: ALL DUCTWORK HANGER AND SUPPORT SHALL BE PER SMACNA HANGER 36" DIA. MAX. HANGER 24" DIA. MAX. SECURE WIRE 10" DIA. MAX. (SCREWS MAY BE OMITTED IF HANGER LOOPS) SCREWS HANGERS MUST NOT DEFORM DUCT SHAPE (ONE HALF-ROUND MAY BE USED IF DUCT SHAPE IS MAINTAINED) BAND BOTTOM REINFORCEMENT IS PLACE UNDER A UNLESS FOOT OF STRAP 1" MIN HANGER STRAPS 60" MAX STRAP HANGERS HANGER ROD, WIRE OR STRAPS 34 " M A X . 48 " M A X . FINISHED FLOOR THERMOSTAT, SWITCH, OUTLET, CONTROL 15 " M I N . 24" MAX.TOP OF THERMOSTAT, SWITCH, OUTLET, CONTROL Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 TRAP FITTING SLIP-JOINT FLOOR FINISHED LAVATORY OR SINK WALL ESCUTCHEON PLATE IN WALL. DRAIN DOWN N.T.S 9CONDENSATE DRAIN CONNECTION TO LAVATORY TAILPIECE DETAIL CEILING GRILLE FAN BODY MOUNTING BRACKETS 2-3FT STRAIGHT RUN BEFORE ELBOW SHORT PIECE OF FLEXIBLE DUCTS TO HELP ALIGNNMENT AND ABSORB SOUND CEILING N.T.S 6CEILING EXHAUST FAN DETAIL N.T.S 4ISOLATION HANGER DETAIL N.T.S 1CONTROLS MOUNTING DETAIL WITH AIR CONDITIONING UNITS FURNISHED. INFORMATION ONLY. VERIFY ALL UTILITIES AIR CONDITIONING UNIT SHOWN IS FOR NOTE: GALVANIZED IRON PLENUMS RETURN AIR LINED SUPPLY &INSTALL SMOKE DETECTOR IN SA DUCT INTERLOCKED WITH UNIT CONTROLS FOR SHUTDOWN A/C SYSTEMS WITH 2000 CFM THIS SHEET FACTORY CURB SEE DETAIL ON CONDENSATE DRAIN- SEE PLUMB. DRAWINGS SUPPLY AIR SEE EQUIPMENT SPECS. ROOFTOP PACKAGED UNIT FRESH AIR INTAKE W/ BACKDRAFT DAMPER AND HIGHER DUCT SMOKE DETECTOR NOTES: 1.FOR REFERENCE ONLY. REFER TO ARCHITECTURAL/ STRUCTURAL DRAWING FOR MORE DETAILS. DUCT N.T.S 10ROOFTOP UNIT DETAIL N.T.S 7ROOF PIPE PENETRATION DETAIL N.T.S 5ROOF PIPE SUPPORT DETAIL N.T.S 2TYPICAL CONDENSATE DRAIN CONNECTION DETAIL ROOF CONSTRUCTION WOOD CANT SLOPE PIPES AWAY GENERAL CONTRACTOR WOOD CURB BY BASE FLASHING FROM HOOD 20 GAUGE GALVANIZED SHEET METAL HOOD SEAL WITH MASTIC SHEET METAL COLLAR DRAIN PAN A 6" C.O. B C.O. DI-ELECTRIC COUPLING/UNION SIZETONS SIZED AS PER CMC 310.3: 3/4" 1" 1-1/4" 0-20 21-40 41-90 2" MIN DRAW THRU DRAIN LINES SHALL BE C.O. VENT NO MORE THAN 10' PITCH DOWNWARD TOWARDS SPILL OVER RECEPTACLE FROM TRAP DRAIN @ 1/8" PER FOOT A = S.P. x 1.5 + 2" B = S.P. x 0.5 + 2" @ 2" ABOVE FLOOR OR TAILPIECE CONN INTO FIXTURE S.P. = MAX. NEGATIVE STATIC PRESSURE - INCHES 1-1/2"91-125 2"126-250 (AS REQUIRED) EATON "DURA-BLOK" SUPPORT SYSTEM ROOF MOUNTED PIPING 4" MIN. A.F.R. WOODEN BLOCKS SHALL NOT BE USED AS PIPING SUPPORTS ON THE ROOF RUBBER BASE 1. SUPPORTS SHALL BE INSTALLED A MAXIMUM 8'-0" O.C. AND AT EACH CHANGE OF DIRECTION OF PIPING. 2. CONTRACTOR TO PROVIDE ALL NECESSARY ACCESSORIES, INCLUDING CLAMPS AND COLLARS. NOTES 8" DN. 9"-16" 17"-28" 29"-40" 41"-52" 53"-64" 65"-76" 77"-88" 89"-100"9 8 7 6 5 4 3 2 0 LINER INTERIOR WIDTH NO. PINS LAPPED & BUTTED CORNER DETAIL-A AIR FLOW ALTERNATE FOLDED C B C C B B A E E A LINER WASHER E 18" 16"4" 4" CB 12" 6"3" 3" A DIMENSIONS 2501-6000 FPM 0-2500 FPM VELOCITY * MAXIMUM SPACING FOR FASTENERS. ACTUAL INTERVALS ARE APPROXIMATE. * UNLESS A LOWER LEVEL IS SET BY MANUFACTURER OR LISTING AGENCY PIN (TYP) SEE DETAIL-B ALL TRANSVERSE EDGES TO BE COATED WITH ADHESIVE LINER ADHERED TO THE DUCT WITH 90% MIN. AREA COVERAGE OF ADHESIVE DUCT SECTION (TYP 4 OR 5 FEET) DUCT LINER AIR SIDE & EDGES SHALL BE COMPLETELY WRAPPED WITH PERFORATED LINER. WELDED PIN PRESS-ON HEAD LINER FASTENERS DETAIL B NOTE: THE VELOCITY RATED SIDE OF LINER MUST FACE THE AIR FLOW CORNER N.T.S 11DUCT LINING DETAIL N.T.S 8RECTANGULAR TO ROUND BRANCH TAP DETAIL N.T.S 3DUCT HANGER DETAIL MECHANICAL DETAILS - SHEET 1 M-207 EXP. 03-31-26 Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 N.T.S 1KITCHEN EXHAUST DUCT THRU ROOF DETAIL U.L. LISTED LIGHT WITH PRE-WIRED J-BOX BY OTHERS EQUIPMENT U.L. CLASSIFIED GREASE FILTERS 3" AIR SPACE CLEARANCE FOR LIMITED-COMBUSTIBLE MATERIAL. S.S. FROM TOP OF BASE TO BOTTOM OF HOOD 18 GA. METAL MOUNTING FLANGE DUCT COLLAR FIRE WRAP ON TOP OF HOOD IF CLOSER THAN 18" TO A COMBUSTIBLE SURFACE METAL SCREW GA.24 FLASHING COUNTER SOLDER SEAL JOINT MASTIC FILLER 2" DRAIN KI T C H E N E X H A U S T D U C T ROOF KITCHEN EXHAUST FAN VIBRATION ISOLATOR GROUND FLOOR ROOF DECK ACCESS DOOR NOTES: 1.EXHAUST FANS SHALL HAVE ACCESS FOR CLEANING AND INSPECTION THREE (3) FEET OF THE SIDE OF THE FAN. 2.ON HORIZONTAL DUCTS, NOT LESS THAN 20"x20" OPENING SHALL BE PROVIDED FOR PERSONNEL ENTRY. WHERE SIZE OF 20"x20" IS NOT POSSIBLE OPENINGS LARGE ENOUGH TO PERMIT THOROUGH CLEANING SHALL BE PROVIDED AT 12 FEET INTERVALS. 3.ON VERTICAL DUCTS WHERE PERSONNEL ENTRY IS POSSIBLE, ACCESS SHALL BE PROVIDED AT THE TOP OF THE VERTICAL RISER TO ACCOMMODATE DESCENT. IF PERSONNEL ENTRY IS NOT POSSIBLE, AN ACCESS FOR CLEANING SHALL BE PROVIDED ON EACH FLOOR. 4.WHERE ACCESS WAS NOT ACCESSIBLE FROM A TEN (10) FOOT STEPLADDER A SAFE ACCESS AND WORK PLATFORM SHALL BE PROVIDED. 5.PER SECTION 507.3 OF 2016 CMC, HOODS AND DUCT WORK MUST BE A MINIMUM OF 18 INCHES FROM COMBUSTIBLE MATERIAL, 3-INCHES FROM LIMITED-COMBUSTIBLE MATERIAL (5/8-INCH TYPE-X GYPSUM BOARD), AND 0-INCHES FROM NON-COMBUSTIBLE MATERIAL. 6" MIN. 80 " 48 " M A X . CONNECTION. FLANGED 16GA. WELDED STEEL GREASE DUCT FABRICATED AND INSTALLED IN ACCORDANCE WITH NFPA 96. FACTORY BUILT DOUBLE WALL GREASE DUCT MODEL DW-2R WHICH CONFORMS TO THE REQUIREMENTS OF NFPA-96 (REFER TO CAPTIVEAIRE SPECS) DUCT CLEAN OUTS IN EVERY 12'-0" & EVERY ELBOWS SHALL BE TIGHT FITTING AND FIRE RATED. DOUBLE WALL CONSTRUCTION CLEANOUT ACCESS DOOR 4-#10 SS SCREWS FLEX CONNECTION MIN. INTO TRANS. WELD TYPICAL EXHAUST FAN 3/4" OPEN DRAIN BOTH SIDES NOTE: STRUCTURAL ENGINEER SEISMIC ISOLATOR 24 GA. SOLDERED CAP FLASHING W/ANGLE BRACE BETWEEN 1 1/8" PLYWOOD OR UNISTRUT DUCT SUPPORT FRAME BOTH SIDES OF SIDES OF FAN 2x2x1/4" ANGLE IRON FRAME SIZES AND ATTACHMENTS WITH CONFIRM ALL BOLT AND ANCHOR CONCRETE EQUIPMENT PAD SEE STRUCTURAL 4x8 LEVEL BASE UTILITY SET FAN MOUNTING DETAIL N.T.S 2 54 " TYPE I HOOD BY CAPTIVEAIRE (REFER TO MECH PLANS AND CAPTIVEAIRE SPECS MECHANICAL DETAILS - SHEET 2 M-208 EXP. 03-31-26 Eastern LA & Orange Cty Mech REGION 144 PHONE: (714) 503 - 0777 EMAIL: reg144@econair.com FOR QUESTIONS, CALL THE 1 2 3 3642 ELPX-2-T-6 3642 ELPX-2-T-6 3642 ELPX-2-T-6 ECON-AIR ECON-AIR ECON-AIR 6' 0" 6' 0" 6' 6" 600 DEG 600 DEG 600 DEG I I I HEAVY HEAVY HEAVY 225 225 223 1350 1350 1450 4" 4" 4" 12" 12" 12" 1350 1350 1450 1719 1719 1846 -0.978" -0.978" -1.128" 430 SS WHERE EXPOSED 430 SS WHERE EXPOSED 430 SS WHERE EXPOSED ALONE ALONE ALONE ALONE ALONE ALONE HOOD NO TAG MODEL MANUFACTURER LENGTH MAX COOKING TEMP TYPE APPLIANCE DUTY DESIGN CFM/FT TOTAL EXH CFM EXHAUST PLENUM RISER(S) WIDTH LENG HEIGHT DIA CFM VEL SP HOOD CONSTRUCTION HOOD CONFIG END TO END ROW 1 2 3 CAPTRATE SOLO FILTER CAPTRATE SOLO FILTER CAPTRATE SOLO FILTER 4 4 4 16" 16" 16" 16" 16" 16" 85% SEE FILTER SPEC 85% SEE FILTER SPEC 85% SEE FILTER SPEC 0 0 0 NO NO NO 247 LBS 246 LBS 264 LBS HOOD NO TAG FILTER(S) TYPE QTY HEIGHT LENGTH EFFICIENCY @ 7 MICRONS LIGHT(S) QTY TYPE WIRE GUARD UTILITY CABINET(S) LOCATION SIZE FIRE SYSTEM TYPE SIZE ELECTRICAL MODEL # SWITCHES QUANTITY FIRE SYSTEM PIPING HOOD HANGING WEIGHT 1 2 3 RISER SENSOR INSTALL 6IN PLEN. RIGHT VERTICAL END PANEL 26" TOP WIDTH, 26" BOTTOM WIDTH, 61" HIGH INSULATED 430 SS. LEFT VERTICAL END PANEL 26" TOP WIDTH, 26" BOTTOM WIDTH, 61" HIGH INSULATED 430 SS. RISER SENSOR INSTALL 6IN PLEN. RIGHT VERTICAL END PANEL 26" TOP WIDTH, 26" BOTTOM WIDTH, 61" HIGH INSULATED 430 SS. LEFT VERTICAL END PANEL 26" TOP WIDTH, 26" BOTTOM WIDTH, 61" HIGH INSULATED 430 SS. RISER SENSOR INSTALL 6IN PLEN. RIGHT VERTICAL END PANEL 26" TOP WIDTH, 26" BOTTOM WIDTH, 61" HIGH INSULATED 430 SS. LEFT VERTICAL END PANEL 26" TOP WIDTH, 26" BOTTOM WIDTH, 61" HIGH INSULATED 430 SS. HOOD NO TAG OPTION 1 WALL MNT 12"x60"x30"SC-331110MA 1 LIGHT 1 FAN 140 LBS UTILITY CABINET(S) HOOD NO LOCATION SIZE FIRE SYSTEM TYPE SIZE ELECTRICAL MODEL # SWITCHES QUANTITY WEIGHT 6' 0"NOM./6' 0.00"OD. 36" 3" § 36"36" 10" Ø12" 6' 0"NOM./6' 0.00"OD. 36" 3" § 36"36" 10" Ø12" 6' 6"NOM./6' 6.00"OD. 36" 3" § 39"39" 10" Ø12" WALL-MOUNT UTILITY CABINET ASSEMBLY INSTRUCTIONS CABINET TO BE HUNG BY OTHERS. SEE UTILITY CABINET SCHEDULE FOR CABINET SIZE. HANGING ANGLE MUST BE SUPPORTED WITH 1/2" - 13 TPI GRADE 5 (MINIMUM) ALL-THREAD. SANDWICH HANGING ANGLES AND CEILING ANCHOR POINTS WITH 1/2" GRADE 5 (MINIMUM) STEEL FLAT WASHERS AND 1/2" - 13 TPI GRADE 5 (MINIMUM) HEX NUTS AS SHOWN. MUST USE DOUBLED HEX NUT CONFIGURATION BENEATH UTILITY CABINET HANGING ANGLES AND ABOVE CEILING ANCHORS. MAINTAIN 1/4" OF EXPOSED THREADS BENEATH BOTTOM HEX NUT. TORQUE ALL HEX NUTS TO 57 FT-LBS. 1/2" - 13 TPI GRADE 5 (MINIMUM) STEEL HEX NUT. 1/2" GRADE 5 (MINIMUM) STEEL FLAT WASHER. 1/2" - 13 TPI GRADE 5 (MINIMUM) STEEL HEX NUTS. 1/2" GRADE 5 (MINIMUM) STEEL FLAT WASHER. 1/2" - 13 TPI GRADE 5 (MINIMUM) STEEL ALL-THREAD. HOOD CORNER HANGING ANGLE (WEIGHT BEARING ANCHOR POINT FOR HOOD). UTILITY CABINET HANGING ANGLE 1/2" - 13 TPI GRADE 5 (MINIMUM) STEEL HEX NUTS. 1/2" GRADE 5 (MINIMUM) STEEL FLAT WASHER. (HARDWARE BY INSTALLER) 3" INTERNAL STANDOFF. GREASE DRAIN WITH REMOVABLE CUP. SEE HOOD TABLE. §EXHAUST RISER. 20" 4" 4 1/2" 26" 61" LEFT AND RIGHT VERTICAL END PANELS WITH ADJUSTABLE LEGS. GAS CHASE CUTOUT (FOR GAS AND POWER LINES). EQUIPMENT BY OTHERS. 42.0" MAX. 71" 6" NOM. 36" *24" *24" CLEARANCE ABOVE HOOD RECOMMENDED FOR SERVICEABILITY. IT IS THE RESPONSIBILITY OF THE ARCHITECT/OWNER TO ENSURE THAT THE HOOD CLEARANCE FROM LIMITED-COMBUSTIBLE AND COMBUSTIBLE MATERIALS IS IN COMPLIANCE WITH LOCAL CODE REQUIREMENTS. 16" CAPTRATE SOLO FILTER WITH HOOK. 3" INTERNAL STANDOFF. GREASE DRAIN WITH REMOVABLE CUP. SEE HOOD TABLE. §EXHAUST RISER. 20" 4" 4 1/2" 26" 61" LEFT AND RIGHT VERTICAL END PANELS WITH ADJUSTABLE LEGS. GAS CHASE CUTOUT (FOR GAS AND POWER LINES). EQUIPMENT BY OTHERS. 42.0" MAX. 71" 6" NOM. 36" *24" *24" CLEARANCE ABOVE HOOD RECOMMENDED FOR SERVICEABILITY. IT IS THE RESPONSIBILITY OF THE ARCHITECT/OWNER TO ENSURE THAT THE HOOD CLEARANCE FROM LIMITED-COMBUSTIBLE AND COMBUSTIBLE MATERIALS IS IN COMPLIANCE WITH LOCAL CODE REQUIREMENTS. 16" CAPTRATE SOLO FILTER WITH HOOK. SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S MASTER DRAWING 7511745 JH Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ e c o n a i r . c o m Ne x x B u r g e r - S a n t a A n a r e v 3 14 3 0 E a s t E d i n g e r A v e n u e , Sa n t a A n a , C A , 9 2 7 0 5 Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 FOR REFERENCE ONLY HOOD DETAILS - SHEET 1 M-209 1 EXP. 03-31-26 1 2 3 KEF-1 KEF-2 KEF-3 1 1 1 USBI15DD-RM USBI15DD-RM USBI15DD-RM CAPTIVEAIRE CAPTIVEAIRE CAPTIVEAIRE 1350 1350 1450 1.500 1.500 1.600 1398 1398 1456 TEAO-ECM TEAO-ECM TEAO-ECM 2.000 2.000 2.000 0.5880 0.5880 0.6690 1 1 1 208 208 208 15.5 15.5 15.5 938 FPM 938 FPM 1008 FPM 261 261 261 13.6 13.6 14.7 FAN UNIT NO TAG QTY FAN UNIT MODEL #MANUFACTURER CFM ESP RPM MOTOR ENCL HP BHP PHASE VOLT FLA DISCHARGE VELOCITY WEIGHT (LBS)SONES 4 MAU 1 1 A2-20D 20MF-2-MOD A2 1500 3600 0.500 1521 ODP,PREMIUM 3.000 1.9390 3 208 9.5 11.9A 20A 5.2 90.0°F 69.0°F 73.0°F 69.0°F 707 19.5 FAN UNIT NO TAG QTY FAN UNIT MODEL #BLOWER HOUSING MIN CFM DESIGN CFM ESP RPM MOTOR ENCL HP BHP PHASE VOLT FLA MCA MOCP EVAP FLOW RATE (Gal/Hr) EVAP COOLER ENTERING DB TEMP EVAP COOLER ENTERING WB TEMP EVAP COOLER LEAVING DB TEMP EVAP COOLER LEAVING WB TEMP WEIGHT (LBS)SONES 1 2 3 4 KEF-1 KEF-2 KEF-3 MAU 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 UTILITY SET GREASE CUP BI15 - 24" DISCHARGE EXTENSION BI - DISCHARGE ORIENTATION VERTICAL UPPER LEFT - CW INLET SIDE BI15 - INLET CONNECTION STANDARD 16" FLANGED GREASE DUCT UTILITY SET - SPRING VIBRATION ISOLATORS - BI11 THRU BI15 / EQUIVALENT SIZED UTILITY SET - INDOOR/OUTDOOR USE ECM WIRING PACKAGE - EXHAUST - MODBUS CONTROL -MSC- (TELCO), CCW ROTATION 2 YEAR PARTS WARRANTY UTILITY SET GREASE CUP BI15 - 24" DISCHARGE EXTENSION BI - DISCHARGE ORIENTATION VERTICAL UPPER LEFT - CW INLET SIDE BI15 - INLET CONNECTION STANDARD 16" FLANGED GREASE DUCT UTILITY SET - SPRING VIBRATION ISOLATORS - BI11 THRU BI15 / EQUIVALENT SIZED UTILITY SET - INDOOR/OUTDOOR USE ECM WIRING PACKAGE - EXHAUST - MODBUS CONTROL -MSC- (TELCO), CCW ROTATION 2 YEAR PARTS WARRANTY UTILITY SET GREASE CUP BI15 - 24" DISCHARGE EXTENSION BI - DISCHARGE ORIENTATION VERTICAL UPPER LEFT - CW INLET SIDE BI15 - INLET CONNECTION STANDARD 16" FLANGED GREASE DUCT UTILITY SET - SPRING VIBRATION ISOLATORS - BI11 THRU BI15 / EQUIVALENT SIZED UTILITY SET - INDOOR/OUTDOOR USE ECM WIRING PACKAGE - EXHAUST - MODBUS CONTROL -MSC- (TELCO), CCW ROTATION 2 YEAR PARTS WARRANTY SIZE 2 UNTEMPERED COMMERCIAL DOWN DISCHARGE FOR DIRECT DRIVE AHUS EVAPORATIVE COOLER WIRING HARNESS SEPARATE 120V WIRING PACKAGE (REQUIRED AND USED ONLY FOR DCV OR PREWIRE WITH VFD) - THREE PHASE ONLY 2 YEAR PARTS WARRANTY FAN UNIT NO TAG QTY DESCRIPTION 1 2 3 4 KEF-1 KEF-2 KEF-3 MAU 1 YES YES YES FAN UNIT NO TAG EXHAUST GREASE CUP GRAVITY DAMPER WALL MOUNT SUPPLY SIDE DISCHARGE GRAVITY DAMPER MOTORIZED DAMPER WALL MOUNT 4 # 4 # 4 # 4 62 LBS CURB RAIL RAIL 31.000"W X 31.000"L X 14.000"H. 4.000"W X 4.000"L X 36.000"H. 4.000"W X 4.000"L X 36.000"H. NO ON FAN WEIGHT ITEM SIZE 35 3/4" 23 7/8" 22" 16" 34 1/4" 18 3/4" 27 5/8" 2" DRAIN. - MOTOR WEATHER COVER. - GREASE CLASSIFICATION TESTING. - UL762 AND ULC-S645 (RESTAURANT MODEL). - 2" DRAIN. - HEAT SLINGER. - ROOF MOUNTED FANS. - FULLY SEALED SCROLL HOUSING. - SCROLL ACCESS DOOR. - UL705. 29 1/2" - FLANGE 1 1/4". 32 5/8" LENGTH OF THE STRAIGHT DUCT ON THE INLET AND OUTLET TO BE 3 TIMES * INLET/OUTLET NOTES: THE EQUIVALENT DUCT DIAMETER BEFORE CONNECTING TO ANY FITTINGS SUCH AS ELBOWS TO AVOID SYSTEM EFFECT. - NEMA 3R SAFETY DISCONNECT SWITCH. *OUTLET NOTES. UNIT PLAN VIEW CORNER WEIGHTS: INLET CORNER WEIGHTS ARE CALCULATED BASED ON VERTICAL DISCHARGE. SUPPORT DUCT PROPERLY BEFORE FAN TO ENSURE CORNER WEIGHTS ARE NOT AFFECTED. DETERIORATING EFFECTS TO THE FAN WHICH THERMAL EQUILIBRIUM, AND WITHOUT ANY UNTIL ALL FAN PARTS HAVE REACHED WHILE EXHAUSTING AIR AT 350°F (176°C) EXHAUST FAN MUST OPERATE CONTINUOUSLY WOULD CAUSE UNSAFE OPERATION. NORMAL TEMPERATURE TEST DIRECT DRIVE - HIGH HEAT OPERATION DIRECT DRIVE 350°F (176°C). 22" 29 1/2" 32 5/8" 16 3/8"13 1/8" *INLET NOTES. 7/8" SHAFT DIA. FANS #1 (KEF-1), #2 (KEF-2), #3 (KEF-3) - USBI15DD-RM EXHAUST FAN OPTIONS - UTILITY SET GREASE CUP. - BI15 - 24" DISCHARGE EXTENSION. - BI - DISCHARGE ORIENTATION VERTICAL UPPER LEFT - CW INLET SIDE. - BI15 - INLET CONNECTION STANDARD 16" FLANGED GREASE DUCT. - UTILITY SET - SPRING VIBRATION ISOLATORS - BI11 THRU BI15 / EQUIVALENT SIZED UTILITY SET - INDOOR/OUTDOOR USE. - ECM WIRING PACKAGE - EXHAUST - MODBUS CONTROL -MSC- (TELCO), CCW ROTATION. - 2 YEAR PARTS WARRANTY. 24" EXTENSION. 20 3/4"27 3/4" (4) ISOLATORS = USBI11, 13 & 15. 7.25" 4.125" 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Label Description Location MT-01 Fan Motor [3] SW-01 Main disconnect switch [3] Component Identification 23 Installed Options RD - RED BL - BLUE WH - WHITE OR - ORANGE BR - BROWN BK - BLACK PK - PINK PR - PURPLE GY - GRAY GR - GREEN YW - YELLOW WIRE COLOR DENOTES FIELD WIRING DENOTES INTERNAL WIRING NOTES SW-01 BK MT-01RD GR GR RD BK 3 4 1 2 WH *22 AWG WHITE ROTATION WIRE *22 AWG BMN MOTOR ONLY. CONNECT TO POWER LEG BLACK WIRE TO REVERSE ROTATION GR Motor Speed ControllerMSC [1] *DAISY CHAIN THROUGH J7 AND J8 *REMOVE JUMPER IF SWITCH IS PRESENT. CINCOUTCIN 10V24V J2 CONTROL MOTOR TO ADDITIONAL MSCs J5 FROM ECPM03 TO ADDITIONAL MSCs J5 FROM ECPM03 J7 J8 MSC JUMPER WIRE DISCONNECTED. TO REVERSE ROTATION WHWH CKEC MOTOR ONLY. CONNECT JUMPER FOR EXHAUST 2.0HP-208V-1P-15.5FLA MOTOR INFO ELECTRICAL INFORMATION MOTOR/CTRL MCA: 19.4A MOTOR/CTRL MOP: 30A DRAWING NUMBER JOB MODELSHIP DATEEXH7511745-1 7511745 - Nexx Burger - Santa Ana rev3 5/7/2025 SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S MASTER DRAWING 7511745 JH Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ e c o n a i r . c o m Ne x x B u r g e r - S a n t a A n a r e v 3 14 3 0 E a s t E d i n g e r A v e n u e , Sa n t a A n a , C A , 9 2 7 0 5 FOR REFERENCE ONLY HOOD DETAILS - SHEET 2 M-210 Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 1 1 EXP. 03-31-26 FLEX CONDUIT FOR FIELD WIRING. CURB. BLOWER DISCHARGE. 16" 18 3/4" 5 1/2" 6 1/8" LIFTING LUG. 3 3/4" AIRFLOW. BLOWER/MOTOR ACCESS DOOR 24" SERVICE CLEARANCE REQ. SERVICE DISCONNECT SWITCH. AIRFLOW. 18" 16" Ø1 1/2" WATER DRAIN. AIRFLOW. Ø1/2" NPT WATER INLET WATER FILTER REQUIRED PROVIDED BY PLUMBER. FILTER/CONTROL ACCESS DOOR. CELDEK AIRFLOW. V-BANK FILTER MODULE. AIRFLOW. FILTER ACCESS DOOR. AIRFLOW. 37 3/8" 10 1/4" 31" 14" EQUIPMENT CURB. 40 1/8" 36 3/4" 31" 32 1/8" ADJUSTABLE LEG. 32 1/8" ADJUSTABLE LEG. 104 3/8" 134 11/16" MIN. 20" MINIMUM STRAIGHT DUCT PER AMCA* FAN #4 A2-20D - SUPPLY FAN (MAU 1) 1. UNTEMPERED SUPPLY UNIT WITH 20" MIXED FLOW DIRECT DRIVE FAN IN SIZE #2 HOUSING. 2. EVAP COOLER (CELDEK) & V-BANK WITH 2" TA-13 FILTERS - OUTDOOR. 3. DOWN DISCHARGE - AIR FLOW RIGHT -> LEFT. 4. DOWN DISCHARGE CONSTRUCTION FOR SIZE 2 UNTEMPERED DIRECT DRIVE AHUS. 5. 120V WIRING CONNECTION TO ENERGIZE EVAPORATIVE COOLERS FROM UNTEMPERED SUPPLY FANS. 6. SEPARATE 120VAC WIRING PACKAGE FOR MAKE-UP AIR UNITS. OPTION MUST BE SELECTED WHEN MOUNTING VFD IN PREWIRE PANEL OR WITH DCV PACKAGE. PROVIDES SEPARATE 120VAC INPUT TO SUPPLY FAN. THIS 120V SIGNAL MUST BE RUN BY ELECTRICIAN FROM DCV TO MUA SWITCH. 7. HINGED DOUBLE WALL INSULATED DOOR ASSEMBLY (BURNER/BLOWER/EVAP SECTION). 8. 2 YEAR PARTS WARRANTY. *NOTE: SUPPLY DUCT MUST BE INSTALLED TO MEET SMACNA STANDARDS. A MINIMUM STRAIGHT DUCT LENGTH MUST BE MAINTAINED DOWNSTREAM OF UNIT DISCHARGE AS OUTLINED IN AMCA PUBLICATION 201. WHEN USING RECTANGULAR DUCTWORK, ELBOWS MUST BE RADIUS THROAT, RADIUS BACK WITH TURNING VANES. FLEXIBLE DUCTWORK AND SQUARE THROAT/SQUARE BACK ELBOWS SHOULD NOT BE USED. ANY TRANSITION AND/OR TURNS IN THE DUCTWORK WILL CAUSE SYSTEM EFFECT. SYSTEM EFFECT WILL DRASTICALLY INCREASE STATIC PRESSURE AND REDUCE AIRFLOW. DO NOT RELY ON UNIT TO SUPPORT DUCT IN ANY WAY. FAILURE TO PROPERLY SIZE DUCTWORK MAY CAUSE SYSTEM EFFECTS AND REDUCE PERFORMANCE OF THE EQUIPMENT. SUGGESTED STRAIGHT DUCT SIZE IS 20" x 20". L ETSDI R ROOF OPENING 2" SMALLER THAN CURB DIMENSION. 3" FLANGE. 20 GAUGE CONSTRUCTION. STEEL 14" 31" 31" CURB. SW-01 BK BK MT-01 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 GR BK GR Label Description Location MT-01 Supply motor [2] SW-01 Main disconnect switch [2] Component Identification 23 BK BK BK Installed Options Cooling Interlock BL WH N 11 DENOTES INTERNAL WIRING DENOTES FIELD WIRING NOTES 7 8RD(DCV SF1)WH (DCV N1) DCV/VFD Wiring (MAY NOT BE NEEDED DEPENDING ON OPTIONS) IF DCV IS NOT PRESENT, RD AND WH WIRES FROM SEPARATE 120VAC SOURCE MOCP = 10 AMPS FOR CONTROL WIRING DROP FOR DISCONNECT CONNECTION !ATTENTION ELECTRICIAN! CONNECT POWER TO THE DROP 1 2 5 6 3 4 IS FACTORY SUPPLIED 11 N WIRE COLOR YW - YELLOW GY - GRAY PR - PURPLE GR - GREENBL-BLUE BR - BROWN OR - ORANGE BK-BLACK WH - WHITE PK - PINK RD - RED SUPPLY 3.0HP-208V-3P-9.5FLA VFD PART: ESV222N02YXB571 MOTOR INFO ELECTRICAL INFORMATION MOTOR CIRCUIT MCA: 11.9A CONTROL CIRCUIT MCA: 1.0A MOTOR CIRCUIT MOP: 20A CONTROL CIRCUIT MOP: 15A DRAWING NUMBER JOB MODELSHIP DATEA7511745-4 7511745 - Nexx Burger - Santa Ana rev3 5/7/2025 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 WIRE COLOR BK - BLACK BL - BLUE BR - BROWN OR - ORANGE RD - RED WH - WHITE YW - YELLOW GR - GREEN NOTES DENOTES FIELD WIRING DENOTES INTERNAL WIRING GY - GRAY Label Description Location Component Identification 23 PR - PURPLE PK - PINK Installed Options SW-01 R W B GR VA-01 BK N WH BK [BK][WH] N WH Spray Timer Overflow Switch Thermostat Internal Solenoid Valve SW-02 SW-01 VA-01 TI-01 [5-7] [6] [2] [5] GR D C SW-02 NC TI-01 A1 A2TORBK WH N TI-01 1815 SV BL BR OR PRESSURE OVERFLOWSWITCH To building drain Field Wired and Piped From building water supply Normally closed valve B W Roof line R WB R SWITCH AE Normally open valve Internal WaterSolenoid TIMER 15 A1 18 A2 16 P If cable is CM1NO2VL2BO2 NOTE: change BK->BR & WH->BL JUMPER A1 AND B1 FOR RZ7-FSH3VU23 TIMER JUMPER A1 AND B1 FOR TIMER RZ7-FSH3VU23 BR WH 11 BL 11 DRAWING NUMBER JOB MODELSHIP DATEEC7511745-4 7511745 - Nexx Burger - Santa Ana rev3 5/7/2025 SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S MASTER DRAWING 7511745 JH Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ e c o n a i r . c o m Ne x x B u r g e r - S a n t a A n a r e v 3 14 3 0 E a s t E d i n g e r A v e n u e , Sa n t a A n a , C A , 9 2 7 0 5 FOR REFERENCE ONLY HOOD DETAILS - SHEET 3 M-211 Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 EXP. 03-31-26 1 SC-331110MA WALL UTILITY CABINET RIGHT FACE MOUNT RIGHT SIDE OF HOOD HOOD # 1 1 LIGHT 1 FAN SMART CONTROLS THERMOSTATIC CONTROL W/ RELAY ON/OFF WITH SUPPLY KEF-1 KEF-2 KEF-3 MAU 1 EXHAUST EXHAUST EXHAUST SUPPLY 1 1 1 3 2.000 2.000 2.000 3.000 208 208 208 208 15.5 15.5 15.5 9.5 NO TAG PACKAGE #LOCATION SWITCHES LOCATION QUANTITY OPTION FANS CONTROLLED FAN TAG TYPE ɸ HP VOLT FLA Field Connection Antennas Wired OR Paddle Field Connection to Router OR Ethernet switch Connection for Modbus Factory wired OR Field Wired Terminal Blocks for wired connection Cellular Module Compute module DESCRIPTION OF OPERATION:JOB NO JOB NAME MODEL NUMBER DATE DRAWN BY DWG NO SCHEMATIC TYPE 7511745 Nexx Burger - Santa Ana rev3 SC-331110MA 5/7/2025 INSTALL ECP #1-1 3 Phase w/ control for 3 Exhaust Fans, 1 Supply Fan, Exhaust on in Fire, Lights out in Fire, Relay On/Off with Supply Fan, Fan(s) On/Off Thermostatically Controlled. Room temperature sensor shipped loose for field installation. INVERTER DUTY 3 PHASE MOTOR REQUIRED FOR USE WITH VFD. BREAKER PANEL TO PRIMARY CONTROL PANEL Responsibility: Electrician BREAKER PANEL PRIMARY CONTROL PANEL BREAKER SIZE SHOWN IS THE MAXIMUM ALLOWED BREAKER 1PH CONTROL POWER. DO NOT WIRE TO GFCI OR SHUNT TRIP BREAKER. Hot Neutral H1 N1120 V 15 A Ground GND 1ST HOOD LIGHT BREAKER SHARED W/ CONTROL POWER. SWITCH #1 BREAKER 3PH WIRE TO VFD QUICK CONNECTOR MCA: MOCP: LINE LINE 208 V Ground MAU 1 SM-1 GND L1 L2 LINE L311.9 A 20 A BREAKER PANEL TO FANS Responsibility: Electrician BREAKER PANEL FANS BREAKER 1PH MCA: MOCP: POWER TO ECM FANS LINE LINE 208V 19.4A KEF-1 Ground 30A BREAKER 1PH MCA: MOCP: POWER TO ECM FANS LINE LINE 208V 19.4A KEF-2 Ground 30A BREAKER 1PH MCA: MOCP: POWER TO ECM FANS LINE LINE 208V 19.4A KEF-3 Ground 30A CONTROL PANEL TO FANS Responsibility: Electrician PRIMARY PANEL FANS Load Wiring BLACK BLACK BLACK GREEN WIRE TO VFD QUICK CONNECTOR WHITE RED FLA: HP: VOLT: MUST HAVE ITS OWN CONDUIT DO NOT SHARE CONDUIT! IF VFD MOUNTED IN 2ND PANEL, WIRE SF SIGNAL FROM PANEL WITH ECPM03. U1 V1 W1 LOAD LEG 1 LOAD LEG 2 LOAD LEG 3 GND GROUND MAU 104FAN: SM-1 N1 120V NEUTRAL 120V HOT N1 9.5 3.000 208 V H1 CONTROL PANEL TO ACCESSORY ITEMS Responsibility: Electrician CONTROL PANEL COMPONENT WIRE C1 TO COMMON (1). C1 TO AR1 SHOULD HAVE CONTROL PANEL FIRE SYSTEM TO MICROSWITCH CONTINUITY WHEN ARMED. IF MORE THAN ONE WIRE AR1 TO NORMALLY CLOSED (2). CAP OFF CAP OFF CAP OFFFIRE SYSTEM, WIRE IN SERIES AS SHOWN C1 AR1 MICROSWITCH 1 1:C 4:NO 2:NC MS-1 1:C 4:NO 2:NC 1:C 4:NO 2:NC MS-2 C1 AR1 WIRE DIRECTLY TO CONTROL BOARD CAT-5 CONNECTION CONTROL PANEL REMOTE TO MOUNTED SWITCHES PLACE END OF LINE PLUG EOL120AIN EMPTY JACK. PN: EOL120A HMI J4 1 2 CONTROL PANEL HOOD LIGHTS TO 1400 W MAX WIRE TO J-BOX ON TOP OF HOOD B1 W1 GND BLACK WHITE GREEN HOOD LIGHTS 1 WIRE DIRECTLY TO COMMUNICATION ROUTERCOMM MODULE. NET REQUIRES 1) DHCP 2) UDP PORT 1444 & 1445 OPEN FOR CAT-5 ETHERNET CONNECTION CONTROL PANEL WORLD WIDE TO WEB OUTBOUND TRAFFIC ONLY. -- WIRE TO CONTROL BOARD. INSTALL SENSOR IN ROOM AWAY FROM HEAT SOURCES. DO NOT INSTALL SENSOR CONTROL PANEL ROOM TEMP TO SENSOR ON THE CEILING GRID, SEE MANUAL. GROUPS: T1A T1B ROOM TEMP WIRE TO CONTROL BOARD. SENSOR MOUNTED IN HOOD CAPTURE CONTROL PANEL CAPTURE VOLUME TO SENSOR VOLUME. T2A T2B HOOD 1 CAPTURE 1 WIRE TO CONTROL BOARD. SENSOR MOUNTED IN HOOD CAPTURE CONTROL PANEL CAPTURE VOLUME TO SENSOR VOLUME. T3A T3B HOOD 2 CAPTURE 1 WIRE TO CONTROL BOARD. SENSOR MOUNTED IN HOOD CAPTURE CONTROL PANEL CAPTURE VOLUME TO SENSOR VOLUME. T4A T4B HOOD 3 CAPTURE 1 CONTROL PANEL GAS VALVE TO 120V ONLY ONLY ENERGIZED THROUGH LCD HMI WHEN FIRE SYSTEM ARMED. GAS N1 HOT TO GAS VALVE NEUTRAL GAS SOLENOID J7 J8 MSC #1 J7 J8 MSC CONTROL PANEL MSC TO J5 IF MORE THAN ONE MSC IS PRESENT WIRE IN SERIES BY MEANS OF J7 AND J8 CAT-5 JACKS. DO NOT EXCEED 5 MSC BOARDS ON ONE ECPM03 JACK. THE FOLLOWING CONNECTIONS MAY OR MAY NOT BE REQUIRED BASED ON JOBSITE SPECIFICATIONS CONTROL PANEL EXTERNAL SIGNAL FOR SHUNT TRIP ST TERMINAL IS ENERGIZED IN FIRE CONDITION. CONTROL PANEL EXTERNAL SIGNAL FOR CONTACTOR COIL KS TERMINAL IS DE-ENERGIZED IN FIRE CONDITION. ST N1 NEUTRAL FROM SHUNT COIL HOT TO SHUNT COIL SHUNT COIL KS N1 NEUTRAL_TO_CONTACTOR_COIL HOT_TO_CONTACTOR_COIL CONTACTOR_COIL SPARE CONTACTS WILL MAKE CONTROL PANEL ON/OFF WITH DRY CONTACT SUPPLY FAN COMMON TO NORMALLY OPEN WHEN SUPPLY FAN IS ON. GROUP 1 SFC1 SFO1 COMMON NORMALLY OPEN SFC2 SFO2 COMMON NORMALLY OPEN CONTROL PANEL EXTERNAL TO SWITCH SIGNAL SWITCH THROUGH BMS WILL ACTIVATE ZONE1 FANS AND LIGHTS H1 IO1 BMS SWITCH C NO WH BK BK BK BK A B C D E F G H I 1 2 3 4 5 6 7 8 9 10 FACTORY WIRING SCHEMATIC CIRCUIT BOARDS MOTOR POWER CIRCUIT PANEL LID COMPONENT LIST LABEL DESCRIPTION RA-x 34.110.0184.0 120V Relay DPDT ST-X varies Starter OL-X varies Overload C-X varies Contactor 120 VAC RELAY RA-x 24 VDC RELAY RD-x PS-1 MDP18-24A-1C Power Sup. 24VDC WH RA-x 34.110.0184.0 120V Relay DPDT GR UNLESS SPECIFIED OTHERWISE, ALL FACTORY AC WIRING 16 AWG. ALL FACTORY DC WIRING 18 AWG. N1 H1 DC - GN D DC + 8H1 7PCU 6ST 5KS 4KTS 3GAS 2AR1 1N1 120VJ9 5OV1 4SF1 3EF1 2B1 1IO1 120VJ7 H12x N12x AR1 GAS ST C1 B1 EF1 SF1 BK IO1 BK BK BK JUMPERW1 BK 14AWG BK 64 RD-1 BL PRDC+RO1 RD-x 34.110.0188.0 24VDC Light Relay BK WHAR1 N1 BK WHSF1RA-2 RA-1 RD-1 24V 1 2 3 4 5 6 7 8 9 10 11 12 13 14 J6 N1 DRY CONTACTS (SHOWN DE-ENERGIZED) N1 RO 1 FAN PANEL COOLING DRY CONTACTS (SHOWN DE-ENERGIZED) HOOD LIGHTS J3 ECPM03/DAISY CHAIN SM-1 ECPM03 J10 IL 1 A IL 1 B JUMPER MAKE UP AIR INTERLOCK. 1 2 11 1 JUMPER NOTE: All items on ECPM03 J5 line to be daisy chained from one component to the next, with EOL120A at end of line. Place PN: EOL120A in empty RJ45 port. RA-2-1 SFC1 SFO1 14 AWG YW RA-2-2 SFC2 SFO2 14 AWG YW 20 x 18 x 8.62 BOX CONTROL INPUT 120V H1=LINE, N1=NEUTRAL, 15A BREAKER. DO NOT CONNECT TO SHUNT TRIP BREAKER. SEE INSTALLATION SCHEMATIC FOR ADDITIONAL REQ. LEGEND FIELD WIRING FACTORY WIRING BK- BLACK BL- BLUE BR- BROWN OR- ORANGE WH- WHITE OR/BL- OR/BL STRIPE BL/RD- BL/RD STRIPE RD/GN- RD/GN STRIPE WH/BL- WH/BL STRIPE YW- YELLOW GY- GREY PR- PURPLE RD- RED GR- GREEN WH / B L BL H1N1 DC - DC + LN -+ PS-01 AC 24V GN D DCKSKSBKKS BKEF1 PR WH GR / Y W WH / B L BL J4 J5 J1 ECPM03 SCADA WIRED BK RD + - DEST DEST ILB ILC ILA DEST DEST TO ETH CAT-5 SCADA SCADA Module SHDANT RA-1-1 C2 TR2 AR2 14 AWG YW J7 J8 J7 J8 MSC-03 J7 J8 MSC-01 MSC-02 Wired to Master CORE (if applicable) Use shielded wire BK RD SD 10OUT 10IN JUMPER 10OUT 10IN JUMPER 10OUT 10IN JUMPER JUMPER ECPM03 J10 IL 2 A IL 2 B TERMINAL GAS USED FOR 120V POWERED GAS VALVES ONLY DWG NO JOB NO DATE DRAWN BY JOB NAME DESCRIPTION OF OPERATION TYPE DRAWING TITLE 7511745 Nexx Burger - Sa... FACTORY SC-331110MA 5/7/2025 ECP #1-2 3 Phase w/ control for 3 Exhaust Fans, 1 Supply Fan, Exhaust on in Fire, Lights out in Fire, Relay On/Off with Supply Fan, Fan(s) On/Off Thermostatically Controlled. Room temperature sensor shipped loose for field installation. INVERTER DUTY 3 PHASE MOTOR REQUIRED FOR USE WITH VFD. BK BK BK BK BK BK BK BK BK BK BK BK U/T1 V/T2 W/T3 L1 L2 L3/N GR GR GND VFD: HP: MTR: FLA: P107: P108: P410: P150: P100: P194: P101: P131: P167: P103: P102: L1 L2 L3 14 AWG 3 PH 20 A 208 V U1 V1 W1 SM-1 ESV222N02YXB571 225 01 01 21 98 00 9.5 3.000 MAU 1 N/A N/A 60.1 60.1 0.0 GND SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S MASTER DRAWING 7511745 JH Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ e c o n a i r . c o m Ne x x B u r g e r - S a n t a A n a r e v 3 14 3 0 E a s t E d i n g e r A v e n u e , Sa n t a A n a , C A , 9 2 7 0 5 Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 FOR REFERENCE ONLY HOOD DETAILS - SHEET 4 M-212 EXP. 03-31-26 TAG PART #CFM GPM ZON E COVEREDBY SP WEIGHT VELOCITY QTY DESCRIPTION H1-E1 DW18DWRISER-3Z-S 1350 -0.978 8.59 0.00 1 DOUBLE WALL RISER COVER - USED ON 12" INNER RISER, 4" LONG - 3 LAYERS ZERO CLEARANCE - 18" STAINLESS STEEL OUTER RISER SHELL ASSEMBLY. INCLUDES INSULATION & SINGLE V CLAMPS FOR INNER & OUTER CONNECTIONS. P1 DW1223DWLT-3Z-S 1350 -0.0118 33.02 1718.87 1 DOUBLE WALL DUCT - 12" INNER DUCT, 23" LONG - 3 LAYERS ZERO CLEARANCE - 18" STAINLESS STEEL OUTER SHELL. P2 DW1227DWAJD-3Z-S 1350 -0.0121 53.78 1718.87 1 DOUBLE WALL ADJUSTABLE DUCT - 12" INNER DUCT - 3 LAYERS ZERO CLEARANCE - 18" STAINLESS STEEL OUTER SHELL. MIN LENGTH = 11" / MAX LENGTH = 24.5" / ADJUSTMENT = 13.5" / ADJUSTABLE SECTION MAY NEED TO BE CUT. INCLUDES SINGLE AND DOUBLE WALL "V" CLAMPS. P3 ASSEMBLED W/P4 DW1235DWLTTP-3Z-S 1350 -0.0179 52.16 1718.87 1 DOUBLE WALL DUCT - 12" INNER DUCT, 35" LONG - 3 LAYERS ZERO CLEARANCE - 18" STAINLESS STEEL OUTER SHELL - USED WITH TRANSITION PLATE. P4 ASSEMBLED W/P3 O=B,P5 DW2312TPDB 1350 14.35 1718.87 1 DUCT TO CURB TRANSITION DOWN TURN, 23" CURB TO 12" DUCT, 16 GA ALUMINIZED. NOT FOR USE WITH EXHAUST FANS. P5 ASSEMBLED W/P4 DW12RISER 1350 -0.0021 1.93 1718.87 1 SINGLE WALL DUCT RISER FOR WELDED HOODS, 12" DIA DUCT. STAINLESS STEEL. P6 ASSEMBLED W/P11 DW12TEASY 1350 1 -0.081 11.69 1718.87 1 SINGLE WALL DUCT TEE, 12" DUCT, ASSEMBLY. P7 DW1223LT 1350 -0.0118 9.41 1718.87 1 SINGLE WALL DUCT 12" DIAMETER, 23" LONG, FLANGE AT BOTH ENDS. STAINLESS STEEL. P8 DW1218AJDKIT 1350 -0.0052 9.90 1718.87 1 SINGLE WALL DUCT ADJUSTABLE, 12" DIAMETER, 17.5" LONG, FLANGE AT ONE END WITH A 12" ADJUSTABLE COLLAR - STAINLESS STEEL. P9 DW1216ADPEC17 1350 -0.0568 9.44 1718.87 1 SINGLE WALL DUCT ECCENTRIC ADAPTER, 12" DUCT DIA TO 16" DUCT DIA, ASSEMBLY - 430 STAINLESS STEEL. SYSTEM AT P9 -1.1767 0.00 P10 DW12SUBRASY 2.76 1 DUCT SUPPORT BRACKET KIT, 12" DUCT, USED FOR HANGING DUCT. 12 GA STEEL, CLEAR ZINC COATING. - 2 RINGS, 4 BRACKETS, & HARDWARE BAG 2. P11 ASSEMBLED W/P6 O=S DW1213ADKIT 2.93 1 DUCT ACCESS DOOR WITH HANDLE & GREASE DAM, FOR 12" DUCT USE 13" DOOR. STAINLESS STEEL. RC1 DW18DWRISER-3Z-S 8.59 1 DOUBLE WALL RISER COVER - USED ON 12" INNER RISER, 4" LONG - 3 LAYERS ZERO CLEARANCE - 18" STAINLESS STEEL OUTER RISER SHELL ASSEMBLY. INCLUDES INSULATION & SINGLE V CLAMPS FOR INNER & OUTER CONNECTIONS. 3M-2000PLUS 0.80 3 DUCT - 3M FIRE BARRIER 2000 PLUS SILICONE - USED AS SEALANT TO SEAL DUCT JOINTS. DW12CLASY 0.94 5 DUCT "V" CLAMP WITH NEW DESIGN 14 GA BRACKETS, 12" DUCT, ASSEMBLY. DW16CLASY 1.18 1 DUCT "V" CLAMP WITH NEW DESIGN 14 GA BRACKETS, 16" DUCT, ASSEMBLY. TOTAL WEIGHT 226.83 DO NOT LEAK TEST USING SMOKE BOMBS CONTAINING CHLORINES/CHLORIDES. CONSULT WITH CAPTIVEAIRE FOR PROPER LEAK TESTING METHODS. H1-E1 P1 P2 P3 P5 P9 99"MAX 98" 85.5"MIN 12" 18" DUCTWORK #1 FRONT VIEW H1-E1 P1 P10P11 P2 P3 P5 P6 P8 P9 99"MAX 98" 85.5"MIN 63.5"MAX 62" 56"MIN 12" 18" 17.00 12.31" 76"MAX74.5" 68.5"MIN DUCTWORK #1 SIDE VIEW P11 P6 P7 P8 P9 63.5"MAX 62" 56"MIN DUCTWORK #1 TOP VIEW H1-E1 P1 P10 P11 P2 P3 P5 P6P8P9 DUCTWORK #1 SE VIEW SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S MASTER DRAWING 7511745 JH Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ e c o n a i r . c o m Ne x x B u r g e r - S a n t a A n a r e v 3 14 3 0 E a s t E d i n g e r A v e n u e , Sa n t a A n a , C A , 9 2 7 0 5 GREASE EXHAUST DUCT TYPE I HOOD 20GA CONSTRUCTION DOUBLE WALL LISTED TO UL-1978 UL-2221 **INSTALLING CONTRACTOR** TO FIELD VERIFY AND CONFIRM ALL DUCTWORK ROUTING PRIOR TO ORDER FOR REFERENCE ONLY HOOD DETAILS SHEET 5 M-213 Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 EXP. 03-31-26 TAG PART #CFM GPM ZON E COVEREDBY SP WEIGHT VELOCITY QTY DESCRIPTION H2-E1 DW16DWRISER-2R-S 1350 -0.978 7.31 0.00 1 DOUBLE WALL RISER COVER - USED ON 12" INNER RISER, 4" LONG - 2 LAYERS REDUCED CLEARANCE - 16" STAINLESS STEEL OUTER RISER SHELL ASSEMBLY. INCLUDES INSULATION & SINGLE V CLAMPS FOR INNER & OUTER CONNECTIONS. P1 DW1223DWLT-2R-S 1350 -0.0118 27.05 1718.87 1 DOUBLE WALL DUCT - 12" INNER DUCT, 23" LONG - 2 LAYERS REDUCED CLEARANCE - 16" STAINLESS STEEL OUTER SHELL. P2 DW1247DWAJD-2R-S 1350 -0.0227 83.19 1718.87 1 DOUBLE WALL ADJUSTABLE DUCT - 12" INNER DUCT - 2 LAYERS REDUCED CLEARANCE - 16" STAINLESS STEEL OUTER SHELL. MIN LENGTH = 11" / MAX LENGTH = 48.5" / ADJUSTMENT = 30.5" / ADJUSTABLE SECTION MAY NEED TO BE CUT. INCLUDES SINGLE AND DOUBLE WALL "V" CLAMPS. P3 ASSEMBLED W/P4 DW1235DWLTTP-2R-S 1350 -0.0179 42.19 1718.87 1 DOUBLE WALL DUCT - 12" INNER DUCT, 35" LONG - 2 LAYERS REDUCED CLEARANCE - 16" STAINLESS STEEL OUTER SHELL - USED WITH TRANSITION PLATE. P4 ASSEMBLED W/P3 O=B,P5 DW1912TPDB 1350 11.56 1718.87 1 DUCT TO CURB TRANSITION DOWN TURN, 19-1/2" CURB TO 12" DUCT, 16 GA ALUMINIZED STEEL. NOT FOR USE WITH EXHAUST FANS. P5 ASSEMBLED W/P4 DW12RISER 1350 -0.0021 1.93 1718.87 1 SINGLE WALL DUCT RISER FOR WELDED HOODS, 12" DIA DUCT. STAINLESS STEEL. P6 ASSEMBLED W/P10 DW12TEASY 1350 1 -0.081 11.69 1718.87 1 SINGLE WALL DUCT TEE, 12" DUCT, ASSEMBLY. P7 DW1223LT 1350 -0.0118 9.41 1718.87 1 SINGLE WALL DUCT 12" DIAMETER, 23" LONG, FLANGE AT BOTH ENDS. STAINLESS STEEL. P8 DW1224AJDKIT 1350 -0.0061 12.47 1718.87 1 SINGLE WALL DUCT ADJUSTABLE, 12" DIAMETER, 23.5" LONG, FLANGE AT ONE END WITH A 12" ADJUSTABLE COLLAR - STAINLESS STEEL. P9 DW1216ADPEC17 1350 -0.0568 9.44 1718.87 1 SINGLE WALL DUCT ECCENTRIC ADAPTER, 12" DUCT DIA TO 16" DUCT DIA, ASSEMBLY - 430 STAINLESS STEEL. SYSTEM AT P9 -1.1882 0.00 P10 ASSEMBLED W/P6 O=S DW1213ADKIT 2.93 1 DUCT ACCESS DOOR WITH HANDLE & GREASE DAM, FOR 12" DUCT USE 13" DOOR. STAINLESS STEEL. RC1 DW16DWRISER-2R-S 7.31 1 DOUBLE WALL RISER COVER - USED ON 12" INNER RISER, 4" LONG - 2 LAYERS REDUCED CLEARANCE - 16" STAINLESS STEEL OUTER RISER SHELL ASSEMBLY. INCLUDES INSULATION & SINGLE V CLAMPS FOR INNER & OUTER CONNECTIONS. 3M-2000PLUS 0.80 2 DUCT - 3M FIRE BARRIER 2000 PLUS SILICONE - USED AS SEALANT TO SEAL DUCT JOINTS. DW12CLASY 0.94 5 DUCT "V" CLAMP WITH NEW DESIGN 14 GA BRACKETS, 12" DUCT, ASSEMBLY. DW16CLASY 1.18 1 DUCT "V" CLAMP WITH NEW DESIGN 14 GA BRACKETS, 16" DUCT, ASSEMBLY. TOTAL WEIGHT 233.96 DO NOT LEAK TEST USING SMOKE BOMBS CONTAINING CHLORINES/CHLORIDES. CONSULT WITH CAPTIVEAIRE FOR PROPER LEAK TESTING METHODS. H2-E1 P1 P2 P3 P5 P9 123"MAX118.5"85.5"MIN 12" 16" DUCTWORK #2 FRONT VIEW H2-E1 P1 P10 P2 P3 P5 P6 P7 P8 P9 123"MAX 118.5" 85.5"MIN 69.5"MAX 64" 56"MIN 12" 16" 17.00 12.31" 82"MAX76.5"68.5"MIN DUCTWORK #2 SIDE VIEW P10 P6 P7 P8 P9 52.5"MAX 47"39"MIN DUCTWORK #2 TOP VIEW H2-E1 P1 P10 P2 P3 P5 P6P7P8P9 DUCTWORK #2 SE VIEW SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S MASTER DRAWING 7511745 JH Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ e c o n a i r . c o m Ne x x B u r g e r - S a n t a A n a r e v 3 14 3 0 E a s t E d i n g e r A v e n u e , Sa n t a A n a , C A , 9 2 7 0 5 GREASE EXHAUST DUCT TYPE I HOOD 20GA CONSTRUCTION DOUBLE WALL LISTED TO UL-1978 UL-2221 **INSTALLING CONTRACTOR** TO FIELD VERIFY AND CONFIRM ALL DUCTWORK ROUTING PRIOR TO ORDER FOR REFERENCE ONLY HOOD DETAILS - SHEET 6 M-214 Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 EXP. 03-31-26 TAG PART #CFM GPM ZON E COVEREDBY SP WEIGHT VELOCITY QTY DESCRIPTION H3-E1 DW16DWRISER-2R-S 1450 -1.128 7.31 0.00 1 DOUBLE WALL RISER COVER - USED ON 12" INNER RISER, 4" LONG - 2 LAYERS REDUCED CLEARANCE - 16" STAINLESS STEEL OUTER RISER SHELL ASSEMBLY. INCLUDES INSULATION & SINGLE V CLAMPS FOR INNER & OUTER CONNECTIONS. P1 DW1223DWLT-2R-S 1450 -0.0136 27.05 1846.20 1 DOUBLE WALL DUCT - 12" INNER DUCT, 23" LONG - 2 LAYERS REDUCED CLEARANCE - 16" STAINLESS STEEL OUTER SHELL. P2 DW1247DWAJD-2R-S 1450 -0.0234 83.19 1846.20 1 DOUBLE WALL ADJUSTABLE DUCT - 12" INNER DUCT - 2 LAYERS REDUCED CLEARANCE - 16" STAINLESS STEEL OUTER SHELL. MIN LENGTH = 11" / MAX LENGTH = 48.5" / ADJUSTMENT = 30.5" / ADJUSTABLE SECTION MAY NEED TO BE CUT. INCLUDES SINGLE AND DOUBLE WALL "V" CLAMPS. P3 ASSEMBLED W/P4 DW1235DWLTTP-2R-S 1450 -0.0207 42.19 1846.20 1 DOUBLE WALL DUCT - 12" INNER DUCT, 35" LONG - 2 LAYERS REDUCED CLEARANCE - 16" STAINLESS STEEL OUTER SHELL - USED WITH TRANSITION PLATE. P4 ASSEMBLED W/P3 O=B,P5 DW1912TPDB 1450 11.56 1846.20 1 DUCT TO CURB TRANSITION DOWN TURN, 19-1/2" CURB TO 12" DUCT, 16 GA ALUMINIZED STEEL. NOT FOR USE WITH EXHAUST FANS. P5 ASSEMBLED W/P4 DW12RISER 1450 -0.0024 1.93 1846.20 1 SINGLE WALL DUCT RISER FOR WELDED HOODS, 12" DIA DUCT. STAINLESS STEEL. P6 ASSEMBLED W/P11 DW12TEASY 1450 1 -0.0935 11.69 1846.20 1 SINGLE WALL DUCT TEE, 12" DUCT, ASSEMBLY. P7 DW1211LT 1450 -0.0065 4.62 1846.20 1 SINGLE WALL DUCT 12" DIAMETER, 11" LONG, FLANGE AT BOTH ENDS. STAINLESS STEEL. P8 DW1224AJDKIT 1450 -0.0075 12.47 1846.20 1 SINGLE WALL DUCT ADJUSTABLE, 12" DIAMETER, 23.5" LONG, FLANGE AT ONE END WITH A 12" ADJUSTABLE COLLAR - STAINLESS STEEL. P9 DW1216ADPEC17 1450 -0.0656 9.44 1846.20 1 SINGLE WALL DUCT ECCENTRIC ADAPTER, 12" DUCT DIA TO 16" DUCT DIA, ASSEMBLY - 430 STAINLESS STEEL. SYSTEM AT P9 -1.3612 0.00 P10 DW12SUBRASY 2.76 1 DUCT SUPPORT BRACKET KIT, 12" DUCT, USED FOR HANGING DUCT. 12 GA STEEL, CLEAR ZINC COATING. - 2 RINGS, 4 BRACKETS, & HARDWARE BAG 2. P11 ASSEMBLED W/P6 O=S DW1213ADKIT 2.93 1 DUCT ACCESS DOOR WITH HANDLE & GREASE DAM, FOR 12" DUCT USE 13" DOOR. STAINLESS STEEL. RC1 DW16DWRISER-2R-S 7.31 1 DOUBLE WALL RISER COVER - USED ON 12" INNER RISER, 4" LONG - 2 LAYERS REDUCED CLEARANCE - 16" STAINLESS STEEL OUTER RISER SHELL ASSEMBLY. INCLUDES INSULATION & SINGLE V CLAMPS FOR INNER & OUTER CONNECTIONS. 3M-2000PLUS 0.80 2 DUCT - 3M FIRE BARRIER 2000 PLUS SILICONE - USED AS SEALANT TO SEAL DUCT JOINTS. DW12CLASY 0.94 5 DUCT "V" CLAMP WITH NEW DESIGN 14 GA BRACKETS, 12" DUCT, ASSEMBLY. DW16CLASY 1.18 1 DUCT "V" CLAMP WITH NEW DESIGN 14 GA BRACKETS, 16" DUCT, ASSEMBLY. TOTAL WEIGHT 231.93 DO NOT LEAK TEST USING SMOKE BOMBS CONTAINING CHLORINES/CHLORIDES. CONSULT WITH CAPTIVEAIRE FOR PROPER LEAK TESTING METHODS. H3-E1 P1 P10 P11 P2 P3 P5 P6P8P9 123"MAX 114"85.5"MIN 57.5"MAX52.5" 44"MIN 12" 16" 17.00 12.31" 70"MAX65"56.5"MIN DUCTWORK #3 FRONT VIEW H3-E1 P1 P2 P3 P5 P9 123"MAX 114" 85.5"MIN 12" 16" DUCTWORK #3 SIDE VIEW P11P6P7P8P9 57.5"MAX 52.5" 44"MIN DUCTWORK #3 TOP VIEW H3-E1 P1 P11 P2 P3 P5 P6 P7 P8 P9 DUCTWORK #3 SE VIEW SHEET NO. SCALE: DWG.#: DRAWN DATE: BY: REVISIONS ww w . c a p t i v e a i r e . c o m AC C O R D A N C E No . 9 6 BU I L T NF P A WI T H IN S LI D TE R C U S MASTER DRAWING 7511745 JH Ea s t e r n L A & O r a n g e C t y M e c h 30 0 2 D o w A v e n u e , S u i t e 2 0 2 , T u s t i n , C A , 9 2 7 8 0 P H O N E : ( 7 1 4 ) 5 0 3 - 0 7 7 7 E M A I L : r e g 1 4 4 @ e c o n a i r . c o m Ne x x B u r g e r - S a n t a A n a r e v 3 14 3 0 E a s t E d i n g e r A v e n u e , Sa n t a A n a , C A , 9 2 7 0 5 GREASE EXHAUST DUCT TYPE I HOOD 20GA CONSTRUCTION DOUBLE WALL LISTED TO UL-1978 UL-2221 **INSTALLING CONTRACTOR** TO FIELD VERIFY AND CONFIRM ALL DUCTWORK ROUTING PRIOR TO ORDER FOR REFERENCE ONLY HOOD DETAILS - SHEET 7 M-215 Scale Date Drawn By Checked By Project Number DC 2023-062 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N JA AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 EXP. 03-31-26 PROJECT NOTES LEGEND AND ABBREVIATIONSPLUMBING SPECIFICATIONS IDENTIFICATION SYMBOLS PART 1 - GENERAL: 1.THE CONTRACTOR SHALL FURNISH ALL MATERIAL, LABOR, EQUIPMENT, APPURTENANCES, AND OTHER CONTRACTUAL EXPENSES REQUIRED FOR THE COMPLETE INSTALLATION OF THE PLUMBING WORK TO THE SATISFACTION OF THE OWNER, ENGINEER, AND ARCHITECT. 2.ALL ROOF MOUNTED EQUIPMENT WEIGHING OVER 500 LBS REQUIRES BUILDING AND STRUCTURAL PLAN CHECK APPROVAL. VERIFY EQUIPMENT SIZE, LOCATION, WEIGHT, AND ROOF OPENING WITH STRUCTURAL ENGINEER. 3.THE PLUMBING WORK SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL LEGALLY CONSTITUTED AUTHORITIES AND CODES HAVING JURISDICTION. ALL FIXTURES IN ACCESSIBLE (ADA) RESTROOMS SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF THE STATE OF CALIFORNIA HANDICAP CODE, FEDERAL AND LOCAL HANDICAP CODES HAVING JURISDICTION. 4.THE CONTRACTOR SHALL GUARANTEE ALL EQUIPMENT, APPARATUS, ACCESSORIES (I.E., THE ENTIRE INSTALLATION) AS FURNISHED BY HIM FOR A PERIOD OF ONE YEAR. THE CONTRACTOR SHALL REPAIR OR REPLACE ANY ITEM WHICH MAY PROVE DEFECTIVE WITHIN ONE (1) YEAR FROM THE DATE THE APPARATUS IS ACCEPTED AND PLACED IN OPERATION WITHOUT ANY ADDITIONAL COST TO THE OWNER. 5.THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS, LICENSES, AND INSPECTIONS REQUIRED TO COMPLETE THE PLUMBING WORK. 6.THE DRAWING INDICATES IN DIAGRAMMATIC FORM ARRANGEMENTS DESIRED FOR PRINCIPAL APPARATUS, PIPING, ETC., AND SHALL BE FOLLOWED AS CLOSELY AS POSSIBLE. SCALED AND FIGURED DIMENSIONS ARE APPROXIMATE AND ARE GIVEN FOR ESTIMATE PURPOSES ONLY. BEFORE PROCEEDING WITH ANY WORK, CHECK AND VERIFY EXISTING CONDITIONS, DIMENSIONS, SIZES AND ASSUME FULL RESPONSIBILITY FOR FITTING-IN OF EQUIPMENT AND MATERIALS, (INCLUDING PROVISION FOR OFFSETS, BENDS, ELBOWS, ETC.). 7.BEFORE SUBMITTING BIDS FOR THE WORK, THE CONTRACTOR SHALL MAKE A THOROUGH FIELD SURVEY OF THE WORK TO DETERMINE ANY EXISTING INTERFERENCES THAT MAY AFFECT THE INSTALLATION OF THE WORK. BY THE ACT OF SUBMITTING A BID, THE CONTRACTOR IS DEEMED TO HAVE MADE FIELD SURVEY AND HAS ACCEPTED THE EXISTING CONDITIONS THAT MAY AFFECT HIS WORK. APPOINTMENTS FOR FIELD SURVEY SHALL BE MADE THROUGH THE OWNER. 8.SHOP DRAWINGS AND MATERIAL LISTS SHALL BE SUBMITTED TO THE ENGINEER AND OWNER FOR REVIEW AT LEAST THIRTY (30) DAYS PRIOR TO THE START OF ANY WORK. NO WORK INDICATED ON ANY OF THE PLANS OR SHOP DRAWINGS SHALL BE PERFORMED, UNTIL THE SHOP DRAWINGS HAVE BEEN REVIEWED BY THE ENGINEER AND OWNER. 9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CUTTING, TRENCHING, BACKFILLING AND PATCHING TO COMPLETE THE INSTALLATION OF THE PLUMBING WORK. ALL EXPOSED FINISHED AREAS THAT ARE DAMAGED AS A RESULT OF THIS WORK SHALL BE REPAIRED TO MATCH THE EXISTING CONDITIONS AT NO ADDITIONAL COST TO THE OWNER. 10.VERIFY SIZES AND LOCATIONS OF ALL OPENINGS OR HOLES, SAWCUT OR CORE DRILLED THROUGH EXISTING BUILDING STRUCTURE WITH STRUCTURAL ENGINEER. THE CONTRACTOR SHALL CONSIDER ALL CONCRETE ROOF OR FLOOR SLABS TO BE PRESTRESSED CONCRETE CONSTRUCTION UNLESS OTHERWISE NOTED. SUCH ROOF OR FLOOR SLABS MAY BE REQUIRED TO BE X-RAYED OR OTHERWISE VERIFIED BY STRUCTURAL ENGINEER BEFORE ANY SAWCUTTING OR CORE DRILLING IS PERFORMED. THE PLUMBING DRAWINGS ONLY INDICATE IN DIAGRAMATIC FORM THE APPROXIMATE SIZE AND LOCATION OF OPENINGS OR HOLES TO BE MADE IN BUILDING STRUCTURE TO PROVIDE FOR EQUIPMENT AND PIPING. THE ACTUAL SIZE AND LOCATION OF OPENINGS OR HOLES TO BE MADE IN BUILDING STRUCTURE SHALL CONFORM TO THE STRUCTURAL ENGINEER'S REQUIREMENTS WITHOUT EXCEPTION. 11.ALL CONSTRUCTION SITES SHALL BE PROPERLY PROTECTED WITH BARRICADES, WARNING FLAGS, FENCING, AND LIGHTS AS REQUIRED BY CODE AND THE OWNER'S SECURITY DEPARTMENT. PROVIDE SHORING, BRACING, AND ACCESS LADDERS AS REQUIRED BY CODE. TAKE EXTRA CARE TO INSTRUCT ALL PERSONNEL ON SAFETY PROCEDURES. TAKE CARE TO AVOID DAMAGE TO ADJACENT PIPING AND ELECTRIC SERVICES. 12.ALL UTILITY SHUT-DOWNS SHALL BE SCHEDULED AT LEAST TWO (2) DAYS IN ADVANCE THROUGH THE OWNER. PROVIDE CONTINUOUS "FIRE WATCH GUARD" TO ALL AREAS AFFECTED BY SHUT-DOWN OF ANY FIRE PROTECTION WATER SERVICE. THE CONTRACTOR'S OPERATION SHALL CAUSE NO UNNECESSARY INCONVENIENCE TO THE OWNER'S PREMISES. THE ACCESS RIGHTS TO THE PUBLIC SHALL BE CONSIDERED AT ALL TIME 13.THE CONTRACTOR SHALL SUBMIT TWO (2) COMPLETE SETS OF AS-BUILT DRAWINGS, AND OPERATIONAL AND MAINTENANCE MANUALS TO THE OWNER AS PERMANENT RECORDS WITHIN THIRTY (30) DAYS OF THE SUCCESSFUL COMPLETION OF THE WORK. 1.ALL FIXTURES, EQUIPMENT, PIPING, AND MATERIAL SHALL BE LISTED 2.ALL PLUMBING FIXTURES SHALL MEET THE FLOW REQUIREMENTS SPECIFIED IN THE CALIFORNIA PLUMBING CODE. 3.ALL FAUCETS IN PUBLIC RESTROOMS SHALL BE SELF-CLOSING OR SELF-CLOSING METERING FAUCET. 4.PUBLIC LAVATORIES SHALL HAVE CONTROLS TO LIMIT THE WATER TEMPERATURE TO 105°F. 5.WATER PIPE AND FITTING WITH A LEAD CONTENT WHICH EXCEEDS 0.25% SHALL BE PROHIBITED IN SYSTEMS CONVEYING POTABLE WATER. 6.REQUEST STRUCTURAL ENGINEER APPROVAL WHEN PIPE PENETRATES THROUGH JOISTS. PRIOR TO ANY WORK. NOTE TO ALL BIDDERS,:THE PROJECT IS NOT READY TO ISSUE (RTI). SOME ITEMS ARE SUBJECT TO CHANGE TO PLANCHECK COMMENTS AND CONTINUING COORDINATION. PIPE INSULATION PLUMBING SCOPE OF WORK PART 2 - EXECUTION: 1.PROVIDE PIPE HANGERS TO SUPPORT PIPING. PIPE HANGER CONSTRUCTION, MATERIALS, ATTACHMENT TO THE STRUCTURE, AND OVERALL INSTALLATION SHALL BE IN ACCORDANCE WITH THE PLUMBING CODE, IAPMO, AND SMACNA "GUIDELINES FOR THE RESTRAINT OF MECHANICAL SYSTEMS AND PLUMBING PIPING SYSTEMS". 2.FIXTURES AND PIPING SHALL BE INSTALLED TO RUN PARALLEL OR PERPENDICULAR TO THE BUILDING STRUCTURE AND SHALL BE TO FORM NEAT SYMMETRICAL PATTERNS TO ASSURE THE BEST POSSIBLE APPEARANCE. HANGERS ON PARALLEL ADJACENT SERVICE LINES SHALL BE IN LINE WITH EACH OTHER AND PARALLEL TO THE LINES OF THE BUILDING STRUCTURE. ALL PIPING SHALL BE SUPPORTED FROM THE BUILDING STRUCTURE ONLY, NO PIPING SHALL BE SUPPORTED FROM OTHER PIPING OR AIR CONDITIONING DUCTWORK. C-CLAMPS ARE NOT ACCEPTABLE FOR ATTACHING HANGER RODS TO STRUCTURAL STEEL. 3.PROVIDE SNAP-OVER-PIPE PIPING IDENTIFICATION MARKERS TO IDENTIFY CW, HW, 140F HW, GAS PIPING BY SETON. WASTE AND VENT, AND DRAIN PIPING IDENTIFICATION IS NOT REQUIRED. SELF ADHESIVE TAPE MARKERS ARE NOT ACCEPTABLE. 4.PROVIDE SIGNAGE FOR SAFETY HAZARDS OR EMERGENCY SHUT-OFF VALVES. ALL SIGNAGE SHALL BE IN ACCORDANCE WITH CAL-OSHA, FIRE DEPARTMENT, AND ALL OTHER CODE ENFORCEMENT AGENCIES. SELF ADHESIVE TAPE MARKERS ARE NOT ACCEPTABLE. 5.PIPING AND COMPONENTS SHALL BE SPACED SO THAT A THREADED PIPE FITTING MAY BE REMOVED BETWEEN ADJACENT PIPES. NOT LESS THAN 1/2-INCH OF CLEAR SPACE SHALL EXIST BETWEEN THE FINISHED SURFACE AND OTHER WORK, AND BETWEEN FINISHED SURFACE OF PARALLEL ADJACENT PIPING. 6.PIPE ENDS SHALL BE REAMED BEFORE JOINT CONNECTIONS ARE MADE. SCREWED JOINTS SHALL BE MADE UP WITH TFE JOINT COMPOUND OR TEFLON TAPE. NOT MORE THAN THREE THREADS SHALL SHOW AFTER THE JOINT IS MADE UP. JOINT COMPOUND OR TAPE SHALL BE APPLIED TO THE MALE THREADS ONLY. TAKE CARE TO PREVENT JOINT COMPOUND FROM REACHING THE INTERIOR OF THE PIPE. 7.ESCUTCHEONS SHALL BE PROVIDED AT ALL PENETRATIONS INTO FINISHED AREAS. WHERE FINISHED AREAS ARE SEPARATED BY PARTITIONS, ESCUTCHEONS SHALL BE PROVIDED ON BOTH SIDES OF THE PARTITION. FOR INSULATED PIPES, THE ESCUTCHEONS SHALL BE LARGE ENOUGH TO FIT AROUND THE INSULATION.ALL ESCUTCHEONS SHALL BE FIRMLY ANCHORED WITH SETSCREWS. 8.ALL HOT WATER PIPING SUBJECT TO EXPANSION AND CONTRACTION BE INSTALLED WITH EXPANSION LOOPS, SWING JOINTS, OR APPROVED METHODS OR DEVICES. BRANCH LINES FROM TO EXPANSION OR CONTRACTION SHALL HAVE A SWING JOINT AT THE CONNECTION TO THE MAIN. ALL LINES SUBJECT TO EXPANSION AND CONTRACTION SHALL BE PROVIDED WITH ANCHORS TO RESTRICT MOVEMENT, EXCEPT IN THE DESIRED DIRECTION. 9.TEST ALL HOT AND COLD WATER PIPING HYDROSTATICALLY AT 125 PSI FOR 8-HOURS WITH NO LOSS OF PRESSURE. TEST DRAINAGE AND VENT PIPING HYDROSTATICALLY BY TIGHTLY CLOSING ALL OPENINGS AND APPLYING A 10-FOOT HEAD OF WATER PRESSURE FOR 2-HOURS, MEASURED AT THE HIGHEST POINT OF THE VENT SYSTEM. RESEAL AND RETEST ALL PIPING SYSTEM UNTIL THEY PASS. 10.AT THE COMPLETION OF THE WORK, ALL PARTS OF THE INSTALLATION SHALL BE THOROUGHLY CLEANED. ALL FIXTURES, VALVES, PIPES, AND FITTINGS SHALL BE CLEANED OF GREASE, METAL CUTTINGS, SLUDGE, AND OTHER DEBRIS THAT MAY HAVE ACCUMULATED DURING INSTALLATION. ALL WATER PIPING SHALL BE STERILIZED WITH A SOLUTION OF CHLORINE AND WATER. THE SOLUTION SHALL NOT CONTAIN LESS THAN 50 PARTS PER MILLION OF AVAILABLE CHLORINE. THE SOLUTION SHALL BE HELD FOR NOT LESS THAN 8-HOURS. AFTER SUCCESSFUL STERILIZATION, THE SHALL BE REPEATEDLY FLUSHED WITH WATER UNTIL ALL TRACES OF CHLORINE TASTE AND ODOR HAVE BEEN REMOVED. 11.AFTER TESTS HAVE BEEN COMPLETED AND SURFACES CLEANED, INSULATION SHALL BE APPLIED ON HOT WATER PIPING, EXCEPT FOR CHROME PLATED BRASS OR OTHER HOT WATER EXPOSED SUPPLIES TO FIXTURES. 12.EXPOSED HOT AND DRAIN PIPING BELOW HANDICAPPED LAVATORIES AND SINKS SHALL BE WRAPPED WITH TRUEBRO HANDI LAV-GUARD # 102W OR APPROVED EQUAL. 13.VENT THROUGH ROOF SHALL TERMINATE VERTICALLY NOT LESS THAN 1-FOOT FROM ANY VERTICAL SURFACE AND NOT LESS THAN 10-FEET HORIZONTALLY OR AT LEAST 3-FEET ABOVE ANY WINDOW, DOOR, 14.ALL PENETRATIONS OF FIRE RATED ASSEMBLES SHALL BE IN CONFORMANCE WITH CBC CHAPTER 7 REQUIREMENTS SUCH THAT THE INTEGRITY OF THE ASSEMBLY IS MAINTAINED FOR FIRE AND ACOUSTICAL RATING. 15.ABS AND PVC PIPING EXPOSED TO SUNLIGHT SHALL BE PROTECTED BY WATER-BASED SYNTHETIC LATEX PAINTS. (CPC 906.1) 16.SUSPENDED PIPING SHALL BE SUPPORTED AT INTERVALS NOT TO EXCEED THOSE SHOWN IN TABLE 313.3. 2022 CPC SEC.313.3. 17.ALL SANITARY WASTE PIPING MUST BE AT LEAST 2% SLOPE. 1.PLUMBING FIXTURES SHALL BE AS SCHEDULED ON PLANS. 2.PIPING SHALL BE PROVIDED AS FOLLOWS: A.0 WASTE - CAST IRON A.1 UNDER GROUND WASTE - SCHEDULE 40 B. VENT - CAST IRON C. COND.DRAIN - CPVC, SCHEDULE 80 (CORZAN) D.HOT AND COLD WATER ABOVE/BELOW GROUND - COPPER TYPE 'L' E. ESCUTCHEONS SHALL BE CHROME PLATED BRASS OR STAINLESS STEEL. F. WATER ANGLE STOPS SHALL BE CHROME PLATED BRASS BODY WITH NON-REMOVABLE KEY BY BRASS CRAFT. G.GAS - STANDARD WEIGHT SCHEDULE 40 WROUGHT IRON OR STEEL (GALVANIZED OR BLACK) PIPE. A.THE FIRST 5 FEET OF HOT AND COLD WATER PIPES FROM THE WATER HEATER SHALL BE INSULATED WITH APPROVED INSULATION. B.ALL HOT WATER PIPES 3/4" OR LARGER REQUIRES FULL AND CONTINUOUS PIPE INSULATION. SECTION150.0(J)2AI AND SECTION 150.0(J)4. C.ALL HOT WATER PIPING BETWEEN THE HEAT SOURCE TO THE KITCHEN FIXTURES. CECSTDS AND CALGREEN. PROVIDE 2" INSULATION ON THE FOLLOWING LOCATIONS (TITLE 24, 120.3): A.RECIRCULATING SYSTEM PIPING, INCLUDING THE SUPPLY AND RETURN PIPING TO THE WATER HEATER. B.THE FIRST 8 FT OF HOT AND COLD OUTLET PPING INCLUDING PIPING BETWEEN A STORAGE TANK AND A HEAT TRAP, FOR A NONRECIRCULATING STORAGE SYSTEM. C.PIPES THAT ARE EXTERNALLY HEATED. HOT WATER PIPING INSULATION LIST: PIPE SIZE, INCHES INSULATION THICKNESS 1/2" AND 3/4"1" 1" THRU 1-1/2" 1-1/2" 2" AND LARGER 2" PIPE MATERIALS SYMBOL ABBREVIATION DESCRIPTION P.O.C.POINT OF CONNECTION CFH VTR DTF DTR UTR OD BOT CONC DN BEL ABV FS FD (N) TDL WHA RI & C WH OPG TYP FU IE GPM CLG BWV CUBIC FEET PER HOUR VENT UP THRU ROOF DOWN THRU FLOOR DOWN THRU ROOF UP THRU ROOF OVERFLOW DRAIN BOTTOM CONCRETE DOWN BELOW ABOVE FLOOR SINK, 1/2 GRATE, 3/4 GRATE FLOOR DRAIN NEW TOTAL DEVELOPED LENGTH WATER HAMMER ARRESTOR ROUGH IN AND CONNECT WATER HEATER OPENING TYPICAL FIXTURE UNIT INVERT ELEVATION GALLONS PER MINUTE CEILING BACKWATER VALVE ED EMERGENCY DRAIN WH - EQUIPMENT TAG EQUIPMENT TAG NUMBER G V W HW CW FW COLD WATER HOT WATER SUPPLY FILTERED WATER VENT WASTE LINE NATURAL GAS SHUT-OFF VALVE BALANCING VALVE CLEAN OUT FLOOR CLEAN OUT WALL CLEAN OUT CAP UNION RELIEF VALVE PIPING ELBOW UP PIPING ELBOW DOWN CHECK VALVE GAS COCK BALL VALVE CW HW FW V W GAS SOV BV CO FCO WCO Scale Date Drawn By Checked By Project Number DC 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N BI AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 PLUMBING NOTES & SYMBOLS P-100 COMPLETE PLUMBING SYSTEMS (WASTE/VENT, DOMESTIC COLD/HOT WATER & GAS) FOR A RESTAURANT RENOVATION. SHEET INDEX SHEET NUMBER DESCRIPTION ISSUE TAG 07-REV1 P-100 PLUMBING NOTES & SYMBOLS PC CORR. #1 07-REV1 P-101 PLUMBING SCHEDULES PC CORR. #1 07-REV1 P-102 PLUMBING SITE PLAN PC CORR. #1 07-REV1 P-103 PLUMBING FLOOR PLAN - WATER & GAS PC CORR. #1 07-REV1 P-104 PLUMBING FLOOR PLAN - WASTE & VENT PC CORR. #1 07-REV1 P-105 PLUMBING RISER DIAGRAM PC CORR. #1 07-REV1 P-106 PLUMBING DETAILS PC CORR. #1 EXP. 03-31-26 NOTES: 1.ALL PLUMBING FIXTURES SHALL COMPLY WITH 2022 CALIFORNIA GREEN CODE (SUCH AS THE MAXIMUM WATER FLOW RATES PER FIXTURE, AND 20% REDUCTION FROM BASELINE). 2.ALL PIPING MATERIALS, VALVES, FIXTURES, DEVICES, AND APPURTENANCES SHALL BE LISTED BY A RECOGNIZED TESTING AGENCY FOR THE INTENDED USE. BUILDING EXTERNAL PRESSURE LOSS 2" WATER METER LOSS 4.2 PSI 2" BACK FLOW PREVENTER (N) LOSS 13.2 PSI PRESSURE AVAILABLE AT BUILDING ENTRANCE 52.6 PSI BUILDING INTERNAL PRESSURE LOSS BUILDING STATIC PRESSURE HEIGHT 12' HEIGHT X 0.434 =5.2 PSI PRESSURE REQUIRED AT FIXTURE: 25 PSI BUILDING TOTAL LOSS:30.2 PSI AVAILABLE PRESSURE FOR FRICTION LOSS 22.4 PSI (46.8 PSI - 30.2 PSI) TOTAL FIXTURE UNITS =39 WFU (24GPM)(FLUSH TANK) AVAILABLE WATER PRESSURE: 70 PSI (CONTRACTOR TO VERIFY) Scale Date Drawn By Checked By Project Number DC 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N BI AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 PLUMBING SCHEDULES P-101 WASTE & WATER FIXTURE UNITS WASTE WATER QUANTITY FIXTURE UNITS TOTAL FIXTURE UNITS (CW)TOTAL FIXTURE UNITS (HW)TOTAL HAND SINK 4 2 8 1.5 6.0 1.5 6.0 PREP SINK 1 2 2 2 2 2 2 3-COMP SINK 1 3 3 3 3 3 3 MOP SINK 1 3 3 3 3 3 3 LAVATORY 2 1 2 1 2 1 2 WATER CLOSET 2 4 8 2.5 5.0 -- URINALS 1 4 4 2 2 -- FLOOR SINK 5 2 10 ---- FLOOR DRAIN 3 2 6 ---- TOTAL 46 23.0 16.0 EQUIPMENT SCHEDULE TAG EQUIPMENT MANUFACTURER/MODEL GAS TANKLESS WATER HEATER NORITZ, NCC199CDV,199,000 BTU MAX, 11 GPM, QTY=1 EXPANSION TANK AMTROL: ST-30VC, 14 GAL: QTY=1 CIRCULATING PUMP GRUNDFOS UPS-15-55SFC QTY=1 WH 1 ET 1 DEVELOPED LENGTH OF PIPING TOTAL DEVELOPED LENGTH = 140 FT X 1.2 = 168 FT 22.4 PSI X 100 = 2240/168 FT = 13.3 PSI PIPES SIZED FOR 9 PSI/100LF CP 1 PLUMBING FIXTURE AND APPLIANCE SCHEDULE TAG NEW FIXTURES MANUFACTURER MODEL CW HW WASTE VENT GAS DESCRIPTION HP-1 HOT PLATE AMERICAN RANGE ARHP-12-2 ----1/2"64,000 BTU. SEE ARCHITECTURAL PLANS FOR SPECS. OF-1 OPEN FRYER HENNY PENNY EEG244.0 4 WELL GAS ----1"300,000 BTU. SEE ARCHITECTURAL PLANS FOR SPECS. SD-1 SODA BEV DISPENSER LANCER ICD 2300 1/2"---- SEE ARCHITECTURAL PLANS FOR SPECS. INDIRECT WASTE. MIN. WATER SUPPLY PRESSURE @ 20 PSI PER OPERATIONS MANUAL ICM-1 ICE CREAM MACHINE TAYLOR 5454 1/2"---- SEE ARCHITECTURAL PLANS FOR SPECS. INDIRECT DRAIN TO FLOOR SINK. VERIFY IF FILTERED WATER IS REQUIRED. PROVIDE APPROVED BACKFLOW PREVENTER AT WATER INLET. WIF-1 WALK-IN FREEZER CUSTOM ------SEE ARCHITECTURAL PLANS FOR SPECS. INDIRECT WASTE. PS-1 PREP SINK EAGLE GROUP FN2020-1-18R-1 4/3 1/2"1/2"---SEE ARCHITECTURAL PLANS FOR SPECS. INDIRECT WASTE. HS-1 HAND SINK REGENCY 600HS17 1/2"1/2"2"2"- SEE ARCHITECTURAL PLANS FOR SPECS. PROVIDE FAUCET WITH 1.8 GPM MAX FLOWRATE. PROVIDE TEMPERATURE MIXING VALVE TO LIMIT TEMP TO 105 DEG. INDIRECT WASTE. CS-1 3-COMP SINK (CLEAN ONLY)GSW SE18243D24 1/2"1/2"2"2"-SEE ARCHITECTURAL PLANS FOR SPECS. IM-1 ICE MACHINE W/ ICE BIN MANITOWOC IY-1176C / B-570 1/2"---- SEE ARCHITECTURAL PLANS FOR SPECS. INDIRECT DRAIN TO FLOOR SINK. VERIFY IF FILTERED WATER IS REQUIRED. PROVIDE APPROVED BACKFLOW PREVENTER AT WATER INLET. WF-1 WATER FILTER PENTAR EVERPURE EV9437-32 3/4"----15GAL PER MIN MS-1 SINGLE DOOR MOP SINK CABINET ADVANCED TABCO 9-OPC-84 1/2"1/2"2"2"-SEE ARCHITECTURAL PLANS FOR SPECS. WIC-1 WALK-IN COOLER CUSTOM ------SEE ARCHITECTURAL PLANS FOR SPECS. INDIRECT WASTE SS-1 SS WORK TABLES W/ HAND SINK CUSTOM -1/2"1/2"2"2"- SEE ARCHITECTURAL PLANS FOR SPECS. CUSTOM FABRICATION BY NSF APPROVED FABRICATOR. PROVIDE EAGLE GRP SR14-16-9.5-1 DROP-IN SINK W/ HSA-SSK SPLASH GUARD FOR FIELD INSTALLATION. LV-1 LAVATORY BY OWNER ---1/2"1/2"2"1-1/2"---PROVIDE FAUCET, 0.5 GPM MAXIMUM FLOWRATE AT 60 PSI WC-1 WATER CLOSET BY OWNER ---3/4"---3"2"---FLUSH TANK TYPE, 1.28 GPF MAXIMUM. UR-1 URINAL BY OWNER ---3/4"---3"2"---0.5 GPF OR LESS FD-1 FLOOR DRAIN JAY R SMITH OR EQUAL ---------2"2"---PROVIDE TRAP PRIMER (PRIME PERFECT) FS-1 FLOOR SINK BY OWNER ---------3"2"---SEE ARCHITECTURAL PLANS FOR SPECS. WATER CALCULATION 1 EXP. 03-31-26 (N) 2"CW G G EDINGER AVE. GR A N D A V E . GENERAL NOTES: A.CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS BEFORE START OF WORK INCLUDING BUT NOT LIMITED TO LOCATION, FLOW DIRECTION, SIZE OF EXISTING UTILITIES. B. CONTRACTOR TO COORDINATE WORK WITH OTHER TRADES. C. WHERE CONDITIONS ARE SHOWN OR NOTED AS EXISTING, THEY ARE BASED ON THE BEST INFORMATION AVAILABLE AT THE TIME OF PREPARATION OF THESE DRAWINGS. NO WARRANTY IS IMPLIED AS TO THE ACCURACY OF SAME HOWEVER, CONTRACTOR IS TO FIELD VERIFY ALL CONDITIONS. SHOULD FIELD CONDITIONS DIFFER FROM THOSE SHOWN HEREIN THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER PRIOR TO PROCEEDING WITH WORK. Scale Date Drawn By Checked By Project Number DC 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N BI AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 1 PLUMBING SITE PLAN SCALE: 1/8" = 1'-0" NORTH PLUMBING SITE PLAN P-102 KEY NOTES: 1 APPROX.LOCATION OF NEW WATER METER, VERIFY WITH CIVIL PLAN APPROX.LOCATION OF 2" RPZ ABOVE GROUND. COORDINATE EXACT LOCATION WITH CIVIL PLAN TO GAS UTILITY VERIFY WITH CIVIL PLANS TO NEW WATER METER, VERIFY EXACT LOCATION WITH CIVIL PLAN NEW GAS METER. VERIFY EXACT LOCATION ON SITE APPROXIMATE LOCATION OF NEW 1000 GALLONS GREASE INTERCEPTOR BELOW GRADE. VERIFY AND COORDINATE EXACT LOCATION AND REQUIREMENT WITH CIVIL DRAWINGS NEW SEWER LATERAL, FIELD VERIFY EXACT LOCATION, COORDINATE WITH CIVIL DRAWING 4"GW TO GREASE RECEPTOR 4"W TO NEW SEWER LINE 9 8 7 6 5 1 4 2 3 2 3 4 5 6 7 8 9 EXP. 03-31-26 FD FD FD CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW HWHWHWHWHWHW HW HW HW HW CWCWCWCWCWCWCWCWCWCWCW G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G CW CWCW CW CW CW CW CW CW CW CW CW CW CW CW CW HS-1 SD-1 HP-1 IM-1PS-1 CS-1 HS-1 MS-1 LV-1 UR-1 WC-1 LV-1 WC-1 WF-1 GG CW CWCWCWCWCWCW 1- 1 / 2 " G A S L I N E 1-1/2"G NEW GAS METER. REFER TO P101 1 34"CW 1/2"HW 3/4"CW 2 1"G 1" G REFER TO P102 1/ 2 " G 1" C W 3/ 4 " C W 1"CW 3/ 4 " H W 1/2"HW 1/ 2 " F W 1" C W 3/4"CW 5 3 4 1"CW 1- 1 / 2 " C W 1/2"CW 1/2"HW 3/ 4 " H W 1/2"CW 1/2"HW WH 1 ET 1 CP 1/2"G 1"HW 1- 1 / 2 " C W 1/2"CW 1 3/ 4 " H W 1/2"FW HS-1 ICM-1 HWHWHWHWHWHW 1/2"FW 1/2"HW 1/2"CW HS-1 CWCWCWCWCWCWCWCWCWCWCW 1/2"CW HWHWHW HW HW HW HW HW HW HW HW 1/2"HWHW HW 1/ 2 " H W 1/2"CW 1/2"CW 1/2" CW1/2" CW 1/2" HW 1/2" HW G G 1" G 1- 1 / 4 " G 1-1/4"G 1/2"G 1-1/4"G OF-1 6 GENERAL NOTES: A.CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS BEFORE START OF WORK INCLUDING BUT NOT LIMITED TO LOCATION, FLOW DIRECTION, SIZE OF EXISTING UTILITIES. B. CONTRACTOR TO COORDINATE WORK WITH OTHER TRADES. C. CONTRACTOR TO VERIFY EXACT LOCATION OF APPLIANCES & WATER HEATER BEFORE START OF WORK. D. WHERE CONDITIONS ARE SHOWN OR NOTED AS EXISTING, THEY ARE BASED ON THE BEST INFORMATION AVAILABLE AT THE TIME OF PREPARATION OF THESE DRAWINGS. NO WARRANTY IS IMPLIED AS TO THE ACCURACY OF SAME HOWEVER, CONTRACTOR IS TO FIELD VERIFY ALL CONDITIONS. SHOULD FIELD CONDITIONS DIFFER FROM THOSE SHOWN HEREIN THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER PRIOR TO PROCEEDING WITH WORK. KEY NOTES: PROVIDE 3/4" FW MANIFOLD DOWN WALL TO ICE MAKER. PROVIDE (N) GAS COCK & SOLENOID VALVE IN CEILING SPACE WITH ACCESS PANEL. INTERLOCK SOLENOID VALVE WITH FIRE SUPPRESSION SYSTEM. 1/2" GAS PIPE ROUTED UP THROUGH THE ROOF TO CONNECT TO THE ROOFTOP UNIT (RTU-1), 60,000 BTU. REFER TO THE MECHANICAL SCHEDULE FOR DETAILS. 1/2" GAS PIPE ROUTED UP THROUGH THE ROOF TO CONNECT TO THE ROOFTOP UNIT (RTU-2), 36,000 BTU. REFER TO THE MECHANICAL SCHEDULE FOR DETAILS. 3/4" COLD WATER SUPPLY ROUTED UP THROUGH THE ROOF TO CONNECT TO THE MAKE UP AIR UNIT (MUA-1) . REFER TO MECHANICAL SCHEDULE FOR DETAILS. NEW TANKLESS WATER HEATER. CONTRACTOR TO INSTALL PER MANUFACTURER’S REQUIREMENTS. REFER TO DRAWING P-106 FOR DETAILS. 1 PLUMBING FLOOR PLAN - WATER & GAS SCALE: 1/4" = 1'-0" Scale Date Drawn By Checked By Project Number DC 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N BI AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 NORTH PLUMBING FLOOR PLAN - WATER & GAS P-103 1 2 3 4 5 6 1 1 1 1 11 1 1 EXP. 03-31-26 FD FD FD W W W W W W W W W W W W W W W W W W W W W W W W W WIC-1 WIF-1 LV-1 UR-1 WC-1 LV-1 WC-1 WWWWWWW WW W WW W W W W FS-1 FS-1 FS-1 FCO FCO FCOFD-1FD-1 FD-1 VVVVVVV V V V V V WW 4"W 3"VTR 2"V 2"V 3"V 2"V 2"V 2"V 2"V 2"V 2"V 2"V 2"V 4"W 4"W 4" G R E A S E W A S T E 4"W 3"W 3"W 3"W 3"W 3"W2"W 2"W 2"W 2"W 2"W 2"W 1 2 3 3/4"CD SD-1 PS-1 CS-1 HS-1 MS-1HS-1 ICM-1 3"V V 3"V V V V V V 3"W 2"GW HS-1 W W3"GW 3"VTR W FCO CO HS-1 FS-1 FS-1 FS-1 4"W WCO WCO WCO GENERAL NOTES: A.CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS BEFORE START OF WORK INCLUDING BUT NOT LIMITED TO LOCATION, FLOW DIRECTION, SIZE OF EXISTING UTILITIES. B. CONTRACTOR TO COORDINATE WORK WITH OTHER TRADES. C.WHERE CONDITIONS ARE SHOWN OR NOTED AS EXISTING, THEY ARE BASED ON THE BEST INFORMATION AVAILABLE AT THE TIME OF PREPARATION OF THESE DRAWINGS. NO WARRANTY IS IMPLIED AS TO THE ACCURACY OF SAME HOWEVER, CONTRACTOR IS TO FIELD VERIFY ALL CONDITIONS. SHOULD FIELD CONDITIONS DIFFER FROM THOSE SHOWN HEREIN THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER PRIOR TO PROCEEDING WITH WORK. KEY NOTES: Scale Date Drawn By Checked By Project Number DC 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N BI AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 20251 PLUMBING FLOOR PLAN - WASTE & VENT SCALE: 1/4" = 1'-0" NORTH PLUMBING FLOOR PLAN - WASTE & VENT P-104 3/4" CD FROM RTU-1 TO DRAIN INTO HAND SINK, REFER TO P106 DETAIL FOR INSTALLATION. 3/4" CD FROM RTU-2 TO DRAIN INTO HAND SINK, REFER TO P106 DETAIL FOR INSTALLATION. 3/4" CD FROM MAU-1 TO DRAIN INTO HAND SINK, REFER TO P106 DETAIL FOR INSTALLATION. 4" GREASE WASTE TO GREASE INTERCEPTOR, REFER TO CIVIL PLANS FOR EXACT LOCATION. 4" W TO NEW SEWER LINE, REFER TO CIVIL PLANS FOR EXACT LOCATION. 4 5 1 2 3 4 5 EXP. 03-31-26 Scale Date Drawn By Checked By Project Number DC 09 JUNE, 2025 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N BI AS SHOWN 1 PC CORR#1 06/09/2025 PLUMBING RISER DIAGRAM P-105 3 ROOF GROUND FLOOR SCALE: NONE PLUMBING RISER DIAGRAM - GAS NEW GAS METER (N)SEISMIC VALVE PACIFIC PRODUCTS #314 G G G G G WH-1 G G 3/4"G G1"G G G G 3/4"G 3/4"G 3/4"G RTU-1 RTU-2 1 SCALE: NONE PLUMBING RISER DIAGRAM - WATER WM WF-1 IM-1 FW FW NEW 2"WATER METER (N)2" RPZ 1-1/2"CW (23 WSFU) 3/4" 1/2" 3/4"CW LV-1 1FU WC-1 2.5FU 3/4" LV-1 1FU UR-1 2FU 3/4" WC-1 2.5FU 3/4" WH-1 MS-1 3FU 1/2" 3/4"HW1"CW 1/2" HS-1 1.5FU 1/2" PS-1 2FU 1/2" SD-1 1FU 1/2" ICM-1 1FU 1/2" 1"CW (15 WSFU) HP-1 64,000 BTU MUA-1 3/4" CW 2 SCALE: NONE PLUMBING RISER DIAGRAM - WASTE AND VENT (N)GAS COCK & SOLENOID VALVE IN CEILING SPACE WITH ACCESS PANEL. INTERLOCK SOLENOID VALVE WITH FIRE SUPPRESSION SYSTEM 2"CW 1/2" 3/4" CW (8.5 WSFU) 3/4"HW 3/4"HW 1"CW (6.5 WSFU) 3/4"HW 1"G 3/4"G 3/4"G 3/4"G 3/4"G LV-1 1FU WC-1 4FU UR-1 4FU WC-1 4FU MS-1 3FU HS-1 2FU CS-1 3FU PS-1 2FU HS-1 2FU HS-1 2FU 3"W3"W 3"W 3"W FCOFCO 3"W 2"W3"W2"W 4"W TO NEW GREASE TRAP FS-1 2FU FS-1 2FU 2"V2"V 2"V 2"V 2"V2"V 2"V 2"V 2"V SD-1 2"V 3"W FCO FD-1 4"W FD-1 2FU 2"W2"W 2"W LV-1 1FU 2"W 2"V 2"W 2"W 3"V 3"V 3"V 3"W 4"W 3"W TO NEW SEWER LINE 4"W 4"W 3"W 3"V 3"V ICM-1 FW FW 3/4"FW 2"V 3"W HS-1 2FU 2"W 2"V FS-1 2FU FS-1 2FU HS-1 1.5FU 1/2" HS-1 1.5FU 1/2" HS-1 1.5FU 1/2" CS-1 3FU 1/2" 199,000 BTU 3"V FD-1 2FU 2"W FD-1 WIC-1 FS-1 2FU 2"V 3"W FS-1 2FU 2"V 1 EXP. 03-31-26 Scale Date Drawn By Checked By Project Number DC 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N BI AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 PLUMBING RISER DIAGRAM P-105 3 ROOF GROUND FLOOR SCALE: NONE PLUMBING RISER DIAGRAM - GAS G NEW GAS METER (N)SEISMIC VALVE PACIFIC PRODUCTS #314 G G G WH-1 1-1/2"G G G 1/2"G - 10 FT RTU-1 60,000 BTU RTU-2 36,000 BTU 1 SCALE: NONE PLUMBING RISER DIAGRAM - WATER WM CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW CW WF-1 FW FW FW FW IM-1 NEW 2"WATER METER (N)2" RPZ 1-1/2"CW (23 WSFU) 3/4" 1/2" 3/4"CW CW CW CW LV-1 1FU HW HW CW CW CW WC-1 2.5FU 3/4" CW CW CW LV-1 1FU CW CW CW UR-1 2FU 3/4" CW CW CW WC-1 2.5FU 3/4" CW CW CW CW CW CW CW CW WH-1 MS-1 3FU HW HW HW HW HW HW 1/2" 3/4"HW1"CW HWHWHWHWHWHWHWHWHWHWHWHWHWHWHWHWHWHWHWHWHW 1/2" HW HW FW FW FW FW FWCW CW CW HS-1 1.5FU 1/2" HW HW CW CW CW PS-1 2FU 1/2" HW HW FW FW FW SD-1 1FU 1/2" FW FW FW ICM-1 1FU 1/2" 1"CW (15 WSFU) HP-1 64,000 BTU CW MUA-1 3/4" CW 2 SCALE: NONE PLUMBING RISER DIAGRAM - WASTE AND VENT (N)GAS COCK & SOLENOID VALVE IN CEILING SPACE WITH ACCESS PANEL. INTERLOCK SOLENOID VALVE WITH FIRE SUPPRESSION SYSTEM 2"CW 1/2" CW CW CW 3/4" CW (8.5 WSFU) 3/4"HW 3/4"HW 1"CW (6.5 WSFU) 3/4"HW 1-1/2"G 3/4"G (124,000 BTU) - 16 FT 1/2"G (64,000BTU) - 12 FT 1/2"G - 10 FT LV-1 1FU WC-1 4FU UR-1 4FU WC-1 4FU MS-1 3FU HS-1 2FU CS-1 3FU PS-1 2FU HS-1 2FU HS-1 2FU V V WWWWWW V V V V V V V V V V V V V V V V V V V WWW VVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVV 3"W3"W 3"W 3"W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW FCOFCO 3"W 2"W3"W2"W 4"W TO NEW GREASE TRAP FS-1 2FUV V V FS-1 2FU 2"V2"V 2"V 2"V 2"V2"V 2"V 2"V 2"V SD-1 V V V 2"V 3"W V V FCO FD-1 WWWWWWWWWWWWWWWWWWWWWWW 4"W FD-1 2FU 2"W2"W 2"W LV-1 1FUV V 2"W 2"V 2"W 2"W 3"V 3"V 3"V 3"W 4"W 3"W TO NEW SEWER LINE 4"W 4"W 3"W 3"V 3"V ICM-1 3/4"FW V V V 2"V 3"W HS-1 2FU V V 2"W 2"V FS-1 2FU FS-1 2FU CW CW CW HS-1 1.5FU HW HW 1/2" CW CW CW HS-1 1.5FU HW HW 1/2" CW CW CW HS-1 1.5FU HW HW 1/2" CW CW CW CS-1 3FU 1/2" HW HW 199,000 BTU V V3"V FD-1 2FU 2"W FD-1 WIC-1 V V V FS-1 2FU 2"V 3"W FS-1 2FU V V V 2"V 1 1/2"G - 10 FT 1-1/4"G (659,000 BTU) 3/4"G (199,000 BTU) - 10 FT G G G G G G G G G G G G G G G G GGGGGGG G G G OF-1 300,000 BTU 1"G - 10 FT 1-1/4"G (424,000 BTU) - 26 FT1-1/4"G (460,000 BTU) - 33FT G G G 1"G (199,000 BTU) - 38 FT EXP. 03-31-26 Scale Date Drawn By Checked By Project Number DC 2000.01 CI T Y S U B M I T T A L # 2 1 0 - 1 4 - 2 0 2 1 1430 E EDINGER AVE. SANTA ANA, CA 92705 No.Description Date NOVUM A R C H I T E C T U R E, Inc www.novumarchitecture.com OFFICES: SOUTH BAY / ORANGE COUNTY 116 S CATALINA AVE. STE. 122, REDONDO BEACH, CA 90277 TEL: 310-383-1827 / 310-709-4476 N BI AS SHOWN 1 PC CORR#1 08/11/2025 August 11, 2025 PLUMBING DETAILS P-106 SANTEE FITTING AS J R SMITH # 4472 SOIL OR WASTE CLEANOUT PLUG WALL WALL CLEANOUT & COVER PLATE NTS TYPICAL VENT PIPE THROUGH ROOF NTS NTSWATER HEATER DETAIL 2 14 NTS 5 SET PIPE IN YEAGAR LEAD ROOF FLASHING ROOFING SKIRT MASTIC PIPE THROUGH ROOF SEE FLOOR PLAN FOR SIZE/TYPE AND LOCATION ROOF 12" MIN. NTS 3 WALL CLEAN-OUT DETAIL CONDENSATE TO TALEPIECE CONDENSATE DRAIN DOWN IN WALL C.P. ESCUTCHEON DRAIN FROM UNIT APPROVED HOSE AND S.S. HOSE CLAMPS 1-1/2" P-TRAP CLEANOUT NOTE: ADJUST ROUGH-IN HEIGHT AS REQ'D. CABINET TOP 1-1/2"X4" 17 GA. BRANCH TAILPIECE FROST #5606 OR SIMILAR. CONDENSATE DRAIN CONNECTION MECH. EQUIP. PLUG FOR BLOW THRU UNITS. VENT (LEAVE OPEN) CAPPED TEE FOR CLEANOUT NEOPRENE HOSE. (SAME P1.1 AS CONDENSATE DRAIN). STAINLESS STEEL HOSE CLAMP. CONDENSATE DRAIN. SEE PLAN FOR SIZE AND CONTINUATION. 1" MIN. 3" MIN. Remote Control  F WH-1 Cold Water Supply Hot Water to Fixtures Drip Leg Gas Supply This drawing is intended as a guide only. It is not to be used as an alternative to a professionally engineered project drawing. This drawing does not imply compliance with local building codes. Installation may vary, depending on installation location, and must be done in accordance with all local building codes. Consult with local building officials prior to installation. Legend Cold Water Isolator Valve Assembly Hot Water Isolator Valve Assembly Pressure Relief Valve Circulation Pump Shut-off Valve Check Valve Union ET-1 CP-1Hot Water Return EXP. 03-31-26 Structural Calculations Amir Deihimi, Principal NEXX BURGER 1430 E Edinger Ave, Santa Ava, CA 92705 Project No.: 23033 January 13, 2025 Project: 23011 Location: 5463 Wadean PI Oakland, CA 94601, USA Client: N/A Core Structure,Inc,23172 Plaza Pointe Dr.,Suite 145,Laguna Hills,CA 92653 949-954-7244 TABLE OF CONTENTS Project: 23033 Location: 1430 E Edinger Ave, Santa Ava, CA 92705 Design Criteria Framing Design Lateral Design Pad Design Anchorage Check Guardrai Design 1­4 5­26 27­38 39 40­44 45­ 46 47­ EndEquipment Anchorage Design January 13, 2025      $%&'()*+,-.'/&01., 233'%445 =..'31,&0%45 66 ":>:">""::8"9>7!?? ;>9;;?"9>:??98 @A%B&01.,5 ;> C1/%40&/D5 "9"6!98!?E?:F99F6>"""G H&I&'3*CJD%5 K L%-%'%,(%*M.(N/%,05  !?: L14O*=&0%P.'J5 QQ $10%*=A&445 R!  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Z"b    c>9 \ ?R 9: #   K     ] Z?9\ a 9:EE #   K     ] Za\ ^  ??E; defghfijkligmnompqlfogefhfgrsgtsdghfukfplgqnvgilqlfgwhgkwpqkgqxfnoxfnliglwglefgyqkjfigwhgqnvgofkmnfqlmwngkmnfigxqofgojhmnzglefg{jmkomnzgpwofgqow|lmwng|hwpfii}g~ifhigiewjkogpwnumhxgqnv wjl|jlgw{lqmnfoguhwxglemiglwwkgmleglefgkwpqkg€jlewhmlvg qymnzg‚jhmiomplmwng{fuwhfg|hwpffomnzgmlegofimzn} ƒ„…†‡ ˆ‰Š‹Œ‰ ‰‹Ž ‘‹’““”•–—‹˜™š’˜›–Š“œ ‹‰‹š‰Š‹–œœ“œ 1430 E Edinger Avenue, Santa Ana, CA 92705 1         !"#$%!&'( )*+*,-./0*-1.*,2.3,045-2-.67.892.:;<;.=20/0>5?*/.<@,427.<251A5?.B215>C.D26.<2,45?21; D95/2.892.5CE0,A*850C.3,212C82-.0C.8951.F261582.51.62/5242-.80.62.?0,,2?8G.HIJ.*C-.581.130C10,1.*C-.?0C8,56@80,1.*11@A2.C0.,2130C1565/587.0,./5*65/587.E0,.581.*??@,*?7;.I92.A*82,5*/.3,212C82- 5C.892.,230,8.190@/-.C08.62.@12-.0,.,2/52-.@30C.E0,.*C7.132?5E5?.*33/5?*850C.F5890@8.?0A3282C8.2K*A5C*850C.*C-.42,5E5?*850C.0E.581.*??@,*?7G.1@58*65/587.*C-.*33/5?*65/587.67.2C>5C22,1.0,.0892, /5?2C12-.3,0E21150C*/1;.HIJ.-021.C08.5C82C-.89*8.892.@12.0E.8951.5CE0,A*850C.,23/*?2.892.10@C-.L@->A2C8.0E.1@?9.?0A3282C8.3,0E21150C*/1G.9*45C>.2K32,52C?2.*C-.MC0F/2->2.5C.892.E52/-.0E 3,*?85?2G.C0,.80.1@61858@82.E0,.892.18*C-*,-.0E.?*,2.,2N@5,2-.0E.1@?9.3,0E21150C*/1.5C.5C82,3,285C>.*C-.*33/75C>.892.,21@/81.0E.892.,230,8.3,045-2-.67.8951.F261582;.:12,1.0E.892.5CE0,A*850C.E,0A 8951.F261582.*11@A2.*//./5*65/587.*,515C>.E,0A.1@?9.@12;.:12.0E.892.0@83@8.0E.8951.F261582.-021.C08.5A3/7.*33,04*/.67.892.>042,C5C>.6@5/-5C>.?0-2.60-521.,2130C156/2.E0,.6@5/-5C>.?0-2.*33,04*/ *C-.5C82,3,28*850C.E0,.892.6@5/-5C>.1582.-21?,562-.67./*858@-2O/0C>58@-2./0?*850C.5C.892.,230,8; 2 BUILDING INFORMATION A.General: Number of stories 1 Building risk category II Design Code 2022 CBC Load standard ASCE 7-16 Design Load Combination ASD B.Lateral Loads Data: WIND STANDARD ASCE 7-16(Directional Procedure) Exposure C Wind Speed V 96 Enclosure Enclosed Building Velocity pressure qz 0.00256KzKztKdKeV2 (26.10-1) Velocity pressure exposure coefficient Kz from (Table 26.10-1) Directionality Factor Kd 0.85 (Table 26.6-1) Topographic factor defined Kzt 1 (26.8.2) Gust Effect Factor G 0.85 (26.11) Pressures for MWFRS p qGCp – qi(GCpi)(27.3-1) External pressure coefficient Cp from (Fig. 27.3-1) Internal pressure coefficient (GCpi)0.18 (Table 26.13-1)} SEISMIC STANDARD ASCE 7-16(Equivalent Lateral Force Procedure) Seismic Design Category D (Table 11.6-1) Importance factor Ie 1 (Table 1.5-2) Soil Site Class D (Table 20-3-1) Response Spectral Acc. (0.2 sec) Ss 1.275 Response Spectral Acc. (1.0 sec) S1 0.456 TL (sec)8 Fa 1 (Table 11.4-1) Fv 1.844 (Table 11.4-2) Max. Considered earthquake acc. SMS 1.275 (11.4-1) Max. Considered earthquake acc. SM1 .841 (11.4-2) Design spectral acc. At short period SDS 0.85 (11.4-3) Design spectral acc. at 1s period SD1 0.561 (11.4-4) Response modification coefficient R 6.5 (Table 12.2-1) System overstrength coefficient Ω2.5 (Table 12.2-1) Approximate fundamental period parameters Ct = 0.02 x = 0.75 (Table 12.8-2) Building Height (ft)19 Building period T=Ta (sec)0.182 (12.8-7) Base Shear Adjustment Factor 1 Minimum Cs 0.037 (12.8-5 & 12.8-6) Maximum Cs 0.474 (12.8-3 & 12.8-4) Seismic response coefficient Cs 0.131 (12.8-2) Adjusted Cs 0.131 For allowable stress design V = 0.7CsW 0.092W vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 09/19/2023 Client 0 TIC Structure Design 2023 3 Roof Loads (Load_Roof) Asphalt shingles 2 psf Framing 2.5 psf Sheathing (1/2" CDX)1.5 psf Ceiling 2.5 psf Insulation 1.5 psf Misc.5 psf Total De ad Load 15 psf Liv e Load 20 psf Total Load 35 psf Interior Wall (Wall_In) Insulation 1 psf Drywall 5 psf Studs 1 psf Misc.3 psf Total De ad Load 10 psf Trellis (Load_Trellis) Asphalt shingles 2 psf Framing 2.5 psf Sheathing (1/2" CDX)1.5 psf Ceiling 2.5 psf Insulation 1.5 psf Total De ad Load 10 psf Liv e Load 10 psf Total Load 20 psf Exterior Wall (Wall_Ex) 7/8" Stucco 10 psf Insulation 1 psf Drywall 2.5 psf Studs 1 psf Misc.2.5 psf Total De ad Load 17 psf Roof Loads_RTU (Load_Roof) Asphalt shingles 2 psf Framing 2.5 psf Sheathing (1/2" CDX)1.5 psf Ceiling 2.5 psf Insulation 1.5 psf Misc.5 psf RTU 30 psf Total De ad Load 45 psf Liv e Load 20 psf Total Load 65 psf DESIGN LOADS vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Job No.23033 Plan : : : : Designed Checked Date 09/19/2023 Client 0 TIC Structure Design 2023 Nexx Burger 4 LOAD COMBINATIONS (Load Standard: ASCE 7-16) id Load case De ad Sds*De ad Liv e Roof Liv e Snow Wind Se ismic Dire ction Load Dur ation Factor CD 1 D 1 0.9 2 D + L 1 1 1 3 D + Lr 1 1 1.25 4 D + S 1 1 1.15 5 D + 0.75L + 0.75Lr 1 0.75 0.75 1.25 6 D + 0.75L + 0.75S 1 0.75 0.75 1.15 7 D + 0.6W (N)1 0.6 N_S 1.6 8 D + 0.6W (S)1 0.6 S_N 1.6 9 D + 0.6W (E)1 0.6 E_W 1.6 10 D + 0.6W (W)1 0.6 W_E 1.6 11 D + 0.75(0.6W) (N) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 N_S 1.6 12 D + 0.75(0.6W) (S) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 S_N 1.6 13 D + 0.75(0.6W) (E) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 E_W 1.6 14 D + 0.75(0.6W) (W) + 0.75L + 0.75Lr 1 0.75 0.75 0.45 W_E 1.6 15 D + 0.75(0.6W) (N) + 0.75L + 0.75S 1 0.75 0.75 0.45 N_S 1.6 16 D + 0.75(0.6W) (S) + 0.75L + 0.75S 1 0.75 0.75 0.45 S_N 1.6 17 D + 0.75(0.6W) (E) + 0.75L + 0.75S 1 0.75 0.75 0.45 E_W 1.6 18 D + 0.75(0.6W) (W) + 0.75L + 0.75S 1 0.75 0.75 0.45 W_E 1.6 19 0.6D + 0.6W (N)0.6 0.6 N_S 1.6 20 0.6D + 0.6W (S)0.6 0.6 S_N 1.6 21 0.6D + 0.6W (E)0.6 0.6 E_W 1.6 22 0.6D + 0.6W (W)0.6 0.6 W_E 1.6 23 (1.0 + 0.14Sds)D + 0.7ΩE (N)1 0.14 0.7 N_S 1.6 24 (1.0 + 0.14Sds)D + 0.7ΩE (S)1 0.14 0.7 S_N 1.6 25 (1.0 + 0.14Sds)D + 0.7ΩE (E)1 0.14 0.7 E_W 1.6 26 (1.0 + 0.14Sds)D + 0.7ΩE (W)1 0.14 0.7 W_E 1.6 27 (1.0 + 0.105Sds)D + 0.525ΩE (N) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 N_S 1.6 28 (1.0 + 0.105Sds)D + 0.525ΩE (S) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 S_N 1.6 29 (1.0 + 0.105Sds)D + 0.525ΩE (E) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 E_W 1.6 30 (1.0 + 0.105Sds)D + 0.525ΩE (W) + 0.75L + 0.75S 1 0.105 0.75 0.75 0.525 W_E 1.6 31 (0.6 - 0.14Sds)D + 0.7ΩE (N)0.6 -0.14 0.7 N_S 1.6 32 (0.6 - 0.14Sds)D + 0.7ΩE (S)0.6 -0.14 0.7 S_N 1.6 33 (0.6 - 0.14Sds)D + 0.7ΩE (E)0.6 -0.14 0.7 E_W 1.6 34 (0.6 - 0.14Sds)D + 0.7ΩE (W)0.6 -0.14 0.7 W_E 1.6 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 5 Be am ID: 2 Cl'g Bm @ Re ar of the Waiting Are a Section type:GluLam DF/DF 24F-V4 Section name:5 1/2x9 Fb(+)/Fb(-) (psi): 2400/1850 Fv (psi): 265 E (psi): 1800000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 61.25PLF =3.5 x (15+20)/2 @ 13.25' to 22.25' SELF WEIGHT 11.61PLF From 0' to 22.25' Factors: Ct = 1 Cm = 1 CL = 1.00 Cfu = 1 Cv = 1.00 CI = 1 Cc = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 177 0 64 0 0 0 0 0 241/0 2 318 0 251 0 0 0 0 0 569/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2221 14.46 18562 12 1.25 Shear (lbs)524 22.25 10931 5 1.25 Live Deflection 0.114 12.24 0.742 15 - Total Deflection 0.305 11.79 1.112 27 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 1 Section type:GluLam DF/DF 24F-V8 Section name:5 1/2x9 Fb(+)/Fb(-) (psi): 2400/2400 Fv (psi): 265 E (psi): 1800000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 87.5PLF =5 x (15+20)/2 @ 16.75' to 20.75' POINT supp#1 of Beam 2 @ 24.25ft, (D=177 Lr=64) SELF WEIGHT 11.61PLF From 0' to 24.25' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 Cfu = 1 Cv = 1.00 CI = 1 Cc = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 -19 0 -52 0 0 0 0 0 -19/-72 2 628 0 316 0 0 0 0 0 944/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2831 16.75 18562 15 1.25 Shear (lbs)612 16.75 10931 6 1.25 Live Deflection 0.141 24.25 0.5 28 - Total Deflection 0.419 24.25 0.75 56 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 6 Be am ID: 1B Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 48.125PLF =2.75 x (15+20)/2 @ 0' to 16.75' SELF WEIGHT 7.59PLF From 0' to 16.75' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 236 0 230 0 0 0 0 0 467/0 2 236 0 230 0 0 0 0 0 467/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1954 8.38 5615 35 1.25 Shear (lbs)427 16.75 4856 9 1.25 Live Deflection 0.132 8.38 0.558 24 - Total Deflection 0.267 8.38 0.838 32 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 1A Cl'g Bm Ov e r the Waiting Are a Section type:GluLam DF/DF 24F-V8 Section name:5 1/2x9 Fb(+)/Fb(-) (psi): 2400/2400 Fv (psi): 265 E (psi): 1800000 Lu (ft): 17 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 192.5PLF =11 x (15+20)/2 @ 5' to 22' POINT supp#2 of Beam 1 @ 0ft, (D=628 Lr=316) POINT supp#2 of Beam 1B @ 2ft, (D=236 Lr=230) SELF WEIGHT 11.61PLF From 0' to 22' Point Load Location Factors: Ct = 1 Cm = 1 CL = 0.98 Cfu = 1 Cv = 1.00 CI = 1 Cc = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1957 0 1615 0 0 0 0 0 3572/0 2 565 0 801 0 0 0 0 0 1366/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)6264 5 18194 34 1.25 Shear (lbs)1959 5 10931 18 1.25 Live Deflection 0.227 14.01 0.567 40 - Total Deflection 0.319 14.52 0.85 38 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: Lr vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 7 Be am ID: 1C Cl'g Bm Ov e r the Re staurant Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: POINT supp#1 of Beam 1 @ 0ft, (D=-19 Lr=-52) SELF WEIGHT 7.59PLF From 0' to 21.75' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 82 0 -68 0 0 0 0 0 82/0 2 64 0 16 0 0 0 0 0 79/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)415 11.36 5615 7 1.25 Shear (lbs)64 21.75 3497 2 0.9 Live Deflection 0.044 0 0.333 13 - Total Deflection 0.080 0 0.5 16 - Passe d Max Moment: D + Lr Max Shear: D Max Deflection: D + Lr Be am ID: 5 Section type:Douglas Fir-Larch No.1 Section name:6x10 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 175PLF =10 x (15+20)/2 @ 0' to 15.75' SELF WEIGHT 12.25PLF From 0' to 15.75' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 687 0 788 0 0 0 0 0 1475/0 2 687 0 788 0 0 0 0 0 1475/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)5806 7.88 11634 50 1.25 Shear (lbs)1329 15.75 7402 18 1.25 Live Deflection 0.220 7.88 0.525 42 - Total Deflection 0.412 7.88 0.788 52 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 8 Be am ID: 9 Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 131.25~35PLF =7.5~2 x (15+20)/2 @ 0' to 6.25' SELF WEIGHT 7.09PLF From 0' to 6.25' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 155 0 177 0 0 0 0 0 332/0 2 112 0 120 0 0 0 0 0 232/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)444 2.88 3899 11 1.25 Shear (lbs)270 0 4285 6 1.25 Live Deflection 0.013 3.06 0.208 6 - Total Deflection 0.025 3.06 0.312 8 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 10 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 219.375PLF =6.75 x (45+20)/2 @ 0' to 7.75' SELF WEIGHT 9.67PLF From 0' to 7.75' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 626 0 262 0 0 0 0 0 888/0 2 626 0 262 0 0 0 0 0 888/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1720 3.88 7251 24 1.25 Shear (lbs)741 0 5844 13 1.25 Live Deflection 0.018 3.88 0.258 7 - Total Deflection 0.060 3.88 0.388 15 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 9 Be am ID: 11 Section type:Douglas Fir-Larch No.1 Section name:6x12 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 11.5 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 357.5PLF =11 x (45+20)/2 @ 0' to 11.5' SELF WEIGHT 14.83PLF From 0' to 11.5' Factors: Ct = 1 Cm = 1 CL = 0.98 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1508 0 633 0 0 0 0 0 2141/0 2 1508 0 633 0 0 0 0 0 2141/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)6155 5.75 16789 37 1.25 Shear (lbs)1783 11.5 8960 20 1.25 Live Deflection 0.039 5.75 0.383 10 - Total Deflection 0.131 5.75 0.575 23 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 12 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Trellis 67.5PLF =6.75 x (10+10)/2 @ 0' to 9.75' SELF WEIGHT 7.59PLF From 0' to 9.75' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 202 0 165 0 0 0 0 0 366/0 2 202 0 165 0 0 0 0 0 366/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)892 4.88 5615 16 1.25 Shear (lbs)310 9.75 4856 6 1.25 Live Deflection 0.019 4.88 0.325 6 - Total Deflection 0.041 4.88 0.488 8 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 10 Be am ID: 13 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Trellis 67.5PLF =6.75 x (10+10)/2 @ 0' to 12' SELF WEIGHT 7.59PLF From 0' to 12' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 248 0 203 0 0 0 0 0 451/0 2 248 0 203 0 0 0 0 0 451/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1352 6 5615 24 1.25 Shear (lbs)394 12 4856 8 1.25 Live Deflection 0.043 6 0.4 11 - Total Deflection 0.095 6 0.6 16 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 14 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 7.25' to 22.25' POINT supp#2 of Beam 12 @ 0ft, (D=202 Lr=165) SELF WEIGHT 7.59PLF From 0' to 22.25' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 649 0 544 0 0 0 0 0 1193/0 2 171 0 220 0 0 0 0 0 392/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2853 7.25 5615 51 1.25 Shear (lbs)714 7.25 4856 15 1.25 Live Deflection 0.109 0 0.483 23 - Total Deflection 0.344 0 0.725 47 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 11 Be am ID: 15 Section type:Douglas Fir-Larch No.1 Section name:6x10 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 7.25' to 22.25' POINT supp#1 of Beam 12 @ 0ft, (D=202 Lr=165) POINT supp#2 of Beam 13 @ 0ft, (D=248 Lr=203) SELF WEIGHT 12.25PLF From 0' to 22.25' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1094 0 844 0 0 0 0 0 1938/0 2 78 0 123 0 0 0 0 0 201/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)6242 7.25 11634 54 1.25 Shear (lbs)975 7.25 7402 13 1.25 Live Deflection 0.281 0 0.483 58 - Total Deflection 0.688 0 0.725 95 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 16 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 113.75PLF =6.5 x (15+20)/2 @ 7.25' to 21.75' POINT supp#1 of Beam 13 @ 0ft, (D=248 Lr=203) SELF WEIGHT 7.59PLF From 0' to 21.75' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 849 0 775 0 0 0 0 0 1624/0 2 271 0 370 0 0 0 0 0 641/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)3466 7.25 5615 62 1.25 Shear (lbs)1024 7.25 4856 21 1.25 Live Deflection 0.087 15.37 0.483 18 - Total Deflection 0.325 0 0.725 45 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 12 Be am ID: 17 Section type:Douglas Fir-Larch No.2 Section name:4x10 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 70PLF =4 x (15+20)/2 @ 0' to 7' POINT supp#2 of Beam 16 @ 5,.25ft, (D=271 Lr=370) SELF WEIGHT 7.59PLF From 0' to 7' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.2 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 199 0 233 0 0 0 0 0 432/0 2 335 0 418 0 0 0 0 0 752/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1197 5.25 5615 21 1.25 Shear (lbs)694 7 4856 14 1.25 Live Deflection 0.014 3.71 0.233 6 - Total Deflection 0.026 3.71 0.35 7 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 18 Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 6.75 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 205.625PLF =11.75 x (15+20)/2 @ 0' to 6.75' SELF WEIGHT 9.67PLF From 0' to 6.75' Factors: Ct = 1 Cm = 1 CL = 0.99 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 330 0 397 0 0 0 0 0 727/0 2 330 0 397 0 0 0 0 0 727/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1226 3.38 7214 17 1.25 Shear (lbs)590 0 5844 10 1.25 Live Deflection 0.018 3.38 0.225 8 - Total Deflection 0.033 3.38 0.338 10 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 13 Be am ID: 19 Section type:Ve rsa Lam 3100 Section name:5 1/4x11 1/4 Fb(+)/Fb(-) (psi): 3100/3100 Fv (psi): 285 E (psi): 2000000 Lu (ft): 22.5 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 223.125PLF =12.75 x (15+20)/2 @ 0' to 22.5' SELF WEIGHT 13.85PLF From 0' to 22.5' Factors: Ct = 1 Cm = 1 CL = 0.98 Cr = 1 Cv = 1.01 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1232 0 1434 0 0 0 0 0 2666/0 2 1232 0 1434 0 0 0 0 0 2666/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)14996 11.25 34939 43 1.25 Shear (lbs)2666 22.5 14027 19 1.25 Live Deflection 0.590 11.25 0.75 79 - Total Deflection 1.097 11.25 1.125 98 - *Load combination with Over Strength Factor Ω = 2.5 is always considered but may not be a governing load case! Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 20 Section type:Douglas Fir-Larch No.1 Section name:6x6 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 135.625PLF =7.75 x (15+20)/2 @ 0' to 5.5' SELF WEIGHT 7.09PLF From 0' to 5.5' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 179 0 213 0 0 0 0 0 392/0 2 179 0 213 0 0 0 0 0 392/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)540 2.75 3899 14 1.25 Shear (lbs)325 5.5 4285 8 1.25 Live Deflection 0.013 2.75 0.183 7 - Total Deflection 0.024 2.75 0.275 9 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 14 Be am ID: 23 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 196.875~122.5PLF =11.25~7 x (15+20)/2 @ 0' to 4.75' Load_Roof 70PLF =4 x (15+20)/2 @ 4.75' to 5.75' POINT supp#2 of Beam GT-21 @ 4.75ft, (D=850 Lr=673) SELF WEIGHT 9.67PLF From 0' to 5.75' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 380 0 389 0 0 0 0 0 768/0 2 881 0 757 0 0 0 0 0 1639/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1604 4.49 7251 22 1.25 Shear (lbs)1587 5.75 5844 27 1.25 Live Deflection 0.014 3.05 0.192 7 - Total Deflection 0.030 3.1 0.288 10 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: GT-21 Truss De signe d by Othe rs Applie d Loads: Load_Roof 306.25~0PLF =17.5~0 x (15+20)/2 @ 0' to 14' SELF WEIGHT 30PLF From 0' to 14' Re actions:Supp. #1 Supp. #2 Down (D+Lr+L/Max. Load Comb.)1041/1041 1523/1523 Up (D+Lr+L/Max. Load Comb.)0/0 0/0 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 15 Be am ID: 24 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 87.5~205.625PLF =5~11.75 x (15+20)/2 @ 0' to 6.5' POINT supp#2 of Beam 23 @ 0ft, (D=881 Lr=757) SELF WEIGHT 9.67PLF From 0' to 6.5' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1574 0 1434 0 0 0 0 0 3008/0 2 -221 0 -133 0 0 0 0 0 -221/-354 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)3496 2 7251 48 1.25 Shear (lbs)1791 2 5844 31 1.25 Live Deflection 0.035 0 0.133 26 - Total Deflection 0.077 0 0.2 39 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 25 Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 7 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 463.75PLF =26.5 x (15+20)/2 @ 0' to 7' SELF WEIGHT 9.67PLF From 0' to 7' Factors: Ct = 1 Cm = 1 CL = 0.99 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 729 0 928 0 0 0 0 0 1657/0 2 729 0 928 0 0 0 0 0 1657/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)2900 3.5 7213 40 1.25 Shear (lbs)1348 0 5844 23 1.25 Live Deflection 0.046 3.5 0.233 20 - Total Deflection 0.083 3.5 0.35 24 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 16 Be am ID: 27 Fl Bm @ RTU1 Section type:Douglas Fir-Larch No.2 Section name:4x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 146.25PLF =4.5 x (45+20)/2 @ 0' to 7.75' SELF WEIGHT 5.95PLF From 0' to 7.75' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 415 0 174 0 0 0 0 0 590/0 2 415 0 174 0 0 0 0 0 590/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)1143 3.88 3737 31 1.25 Shear (lbs)492 0 3806 13 1.25 Live Deflection 0.021 3.88 0.258 8 - Total Deflection 0.069 3.88 0.388 18 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: 28A Fl Bm @ KEF2 Section type:Douglas Fir-Larch No.2 Section name:4x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 48.75PLF =1.5 x (45+20)/2 @ 1.5' to 3' SELF WEIGHT 5.95PLF From 0' to 7.25' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 56 0 16 0 0 0 0 0 72/0 2 37 0 7 0 0 0 0 0 44/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)107 2.68 2691 4 0.9 Shear (lbs)56 0 2741 2 0.9 Live Deflection 0.001 3.26 0.242 0 - Total Deflection 0.007 3.41 0.362 2 - Passe d Max Moment: D Max Shear: D Max Deflection: D + Lr vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 17 Be am ID: 28 Fl Bm @ RTU2 Section type:Douglas Fir-Larch No.2 Section name:4x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 186.875PLF =5.75 x (45+20)/2 @ 0' to 5' POINT supp#2 of Beam 28A @ 0.75ft, (D=37 Lr=7) POINT supp#2 of Beam 28A @ 2.5ft, (D=37 Lr=7) SELF WEIGHT 5.95PLF From 0' to 5' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 389 0 153 0 0 0 0 0 542/0 2 363 0 148 0 0 0 0 0 511/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)674 2.5 3737 18 1.25 Shear (lbs)302 0 2741 11 0.9 Live Deflection 0.005 2.5 0.167 3 - Total Deflection 0.017 2.5 0.25 7 - Passe d Max Moment: D + Lr Max Shear: D Max Deflection: D + Lr Be am ID: 29 Fl Bm @ M AU1 Section type:Douglas Fir-Larch No.2 Section name:4x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 105.625PLF =3.25 x (45+20)/2 @ 0' to 4.75' SELF WEIGHT 5.95PLF From 0' to 4.75' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 188 0 77 0 0 0 0 0 265/0 2 188 0 77 0 0 0 0 0 265/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)315 2.38 3737 8 1.25 Shear (lbs)195 0 3806 5 1.25 Live Deflection 0.002 2.38 0.158 1 - Total Deflection 0.007 2.38 0.238 3 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 18 Be am ID: 30 Fl Bm @ M AU1 Section type:Douglas Fir-Larch No.2 Section name:4x8 Fb(+)/Fb(-) (psi): 900/900 Fv (psi): 180 E (psi): 1600000 Lu (ft): 0 Ignore shear within (d): True Repetitive member : False Applie d Loads: Load_Roof 235.625PLF =7.25 x (45+20)/2 @ 0' to 3.25' SELF WEIGHT 5.95PLF From 0' to 3.25' Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1.3 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 275 0 118 0 0 0 0 0 393/0 2 275 0 118 0 0 0 0 0 393/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)319 1.62 3737 9 1.25 Shear (lbs)235 0 3806 6 1.25 Live Deflection 0.001 1.62 0.108 1 - Total Deflection 0.003 1.62 0.162 2 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: GT-31 G. Truss @ RTU Truss De signe d by Othe rs Applie d Loads: Load_Roof 52.5PLF =3 x (15+20)/2 @ 0' to 15.75' POINT supp#2 of Beam 27 @ 0.75ft, (D=415 Lr=174) POINT supp#2 of Beam 27 @ 5.25ft, (D=415 Lr=174) POINT supp#2 of Beam 1A @ 8.25ft, (D=565 Lr=801) POINT supp#2 of Beam 2 @ 15.75ft, (D=318 Lr=251) SELF WEIGHT 30PLF From 0' to 15.75' Point Load Location Re actions:Supp. #1 Supp. #2 Down (D+Lr+L/Max. Load Comb.)1392/1392 3023/3023 Up (D+Lr+L/Max. Load Comb.)0/0 0/0 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 19 Be am ID: 8A Section type:Douglas Fir-Larch No.1 Section name:6x8 Fb(+)/Fb(-) (psi): 1350/1350 Fv (psi): 170 E (psi): 1600000 Lu (ft): 6.25 Ignore shear within (d): True Repetitive member : False Applie d Loads: Wall_Ex 34PLF =2 x 17 @ 0' to 6.25' Load_Roof 577.5PLF =33 x (15+20)/2 @ 0' to 6.25' POINT supp#2 of Beam GT-32 @ 3ft, (D=1490 Lr=687) SELF WEIGHT 9.67PLF From 0' to 6.25' Point Load Location Factors: Ct = 1 Cm = 1 CL = 1.00 CF = 1 Cfu = 1 Ci = 1 Cr = 1 CT = 1 Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 1685 0 1389 0 0 0 0 0 3073/0 2 1625 0 1361 0 0 0 0 0 2986/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%)CD Moment (lbs-ft)6425 3 7217 89 1.25 Shear (lbs)2666 0 5844 46 1.25 Live Deflection 0.056 3.12 0.208 27 - Total Deflection 0.131 3.12 0.312 42 - Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr Be am ID: GT-32 G. Truss @ RTU2 Truss De signe d by Othe rs Applie d Loads: Load_Roof 52.5PLF =3 x (15+20)/2 @ 0' to 34.75' POINT supp#2 of Beam 28 @ 7.25ft, (D=363 Lr=148) POINT supp#2 of Beam 28 @ 13ft, (D=363 Lr=148) POINT supp#1 of Beam 29 @ 16.25ft, (D=188 Lr=77) POINT supp#1 of Beam 29 @ 19.5ft, (D=188 Lr=77) SELF WEIGHT 40PLF From 0' to 34.75' Point Load Location Re actions:Supp. #1 Supp. #2 Down (D+Lr+L/Max. Load Comb.)2589/2589 2177/2177 Up (D+Lr+L/Max. Load Comb.)0/0 0/0 Be am ID: GT-33 G. Truss @ M AU1 Truss De signe d by Othe rs Applie d Loads: Load_Roof 52.5PLF =3 x (15+20)/2 @ 0' to 16.25' POINT supp#1 of Beam 30 @ 7.25ft, (D=275 Lr=118) SELF WEIGHT 30PLF From 0' to 16.25' Point Load Location Re actions:Supp. #1 Supp. #2 Down (D+Lr+L/Max. Load Comb.)512/512 1221/1221 Up (D+Lr+L/Max. Load Comb.)0/0 0/0 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 20 Be am ID: SB1 Section type:HSS-Re ct, Fy = 46 ksi Section name:HSS10X5X3/8 E (ksi):29000 Width (in):5 Depth (in):10 Applie d Loads: Load_Roof 245PLF =14 x (15+20)/2 @ 0' to 22.25' Load_Trellis 67.5PLF =6.75 x (10+10)/2 @ 0' to 22.25' POINT supp#1 of Beam 15 @ 12ft, (D=1094 Lr=844) SELF WEIGHT 35.1PLF From 0' to 22.25' Point Load Location Re actions: Support D L Lr S WSN WWE ESN EWE M ax. LC (Down/Up) 1 2438 0 2322 0 0 0 0 0 4760/0 2 2524 0 2388 0 0 0 0 0 4913/0 Code che ck: Actual Loc.(ft)Allowe d Ratio (%) Moment (lbs-ft)32093 12 69780 46 Shear (lbs)4913 0 103468 5 Live Deflection 0.371 11.12 0.742 50 Total Deflection 0.770 11.12 1.112 69 *Load combination with Over Strength Factor Ω = 2.5 is always considered but may not be a governing load case! Passe d Max Moment: D + Lr Max Shear: D + Lr Max Deflection: D + Lr vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 21 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM SB1 (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:Nexx Burger Engineer:A.T. Project ID:23033 Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : ksi Bending Axis :Minor Axis Bending Completely Unbraced Load Resistance Factor Design Fy : Steel Yield :46.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : W = 0.1280 k/ft, Tributary Width = 1.0 ft, (WIND OUT OF PLAN) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.120 : 1 Load Combination W Only Span # where maximum occurs Span # 1 1.408 k Mn * Phi : Allowable 64.515 k-ft Vn * Phi : Allowable HSS10x5x3/8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination W Only 68.538 k Section used for this span HSS10x5x3/8 Mu : Applied Maximum Shear Stress Ratio =0.021 : 1 0.000 ft 7.744 k-ft Vu : Applied 0 <360 764 Ratio =0 <240.0 Maximum Deflection Max Downward Transient Deflection 0.575 in 458Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.345 in Ratio =>=240. Max Upward Total Deflection 0.000 in Span: 1 : W Only Span: 1 : +0.60W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios M V max Mu -max Mu +Rm VnyMu Max Phi*Mny Cb VuMaxMny Phi*VnySegment Length Dsgn. L = 22.00 ft 1 0.000 71.68 64.52 1.00 1.00 -0.00 76.15 68.54 +0.50W Dsgn. L = 22.00 ft 1 0.060 0.010 3.87 3.87 71.68 64.52 1.14 1.00 0.70 76.15 68.54 W Only Dsgn. L = 22.00 ft 1 0.120 0.021 7.74 7.74 71.68 64.52 1.14 1.00 1.41 76.15 68.54 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections W Only 1 0.5756 11.063 0.0000 0.000 Location in SpanSpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl Maximum Deflections for Load Combinations +0.60W 1 0.3454 11.063 0.0000 0.000 +0.450W 1 0.2590 11.063 0.0000 0.000 W Only 1 0.5756 11.063 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.408 1.408 Max Upward from Load Combinations 0.845 0.845 Max Upward from Load Cases 1.408 1.408 +0.60W 0.845 0.845 22 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM SB1 (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:Nexx Burger Engineer:A.T. Project ID:23033 Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +0.450W 0.634 0.634 W Only 1.408 1.408 .Steel Section Properties :HSS10x5x3/8 R xx = 2.050 in Depth =10.000 in R yy = 3.530 in Zy =18.700 in^3 J =100.000 in^4 Width =5.000 in Wall Thick = 0.349 in Zx =30.400 in^3 Area = 9.670 in^2 Weight =35.130 plf I xx =120.00 in^4 S xx = 24.10 in^3 Cw =31.20 in^6 I yy =40.600 in^4 C =0.000 in^3 S yy =16.200 in^3 Ycg =5.000 in . 23 Steel Beam LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:BEAM SB1 (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:Nexx Burger Engineer:A.T. Project ID:23033 Project Descr: 24 Steel Column LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:HSS COLUMN (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:Nexx Burger Engineer:A.T. Project ID:23033 Project Descr: .Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 9Overall Column Height Top & Bottom FixityLoad Resistance Factor Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x1/4 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 140.580 lbs * Dead Load Factor AXIAL LOADS . . . SP BM16 (#1): Axial Load at 9.0 ft, D = 0.8490, LR = 0.7750 k SP SB1 (#1): Axial Load at 9.0 ft, D = 2.438, LR = 2.322 k BENDING LOADS . . . WIND LOAD: Lat. Uniform Load creating Mx-x, E = 0.3410 k/ft .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.1478 Location of max.above base 4.530 ft 4.696 k 144.208 k 3.452 k-ft Load Combination +1.370D+E Load Combination 0.0 26.255 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.0 k 0.0 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k Pu 0.9 * Pn Mu-x Vu : Applied Vn * Phi : Allowable 0.9 * Mn-x : 0.9 * Mn-y : Mu-y 26.255 k-ft 0.0 k-ft Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 1.535 k Bottom along Y-Y 1.535 k Maximum Load Deflections . . . Along Y-Y 0.1097 in at 4.530 ft above base for load combination :E Only Along X-X 0.0 in at 0.0 ft above base for load combination : 0.0 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Ry KyLy/Rx . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance .Steel Section Properties :HSS5x5x1/4 Steel Section Properties :HSS5x5x1/4 25 Steel Column LIC# : KW-06014368, Build:20.23.2.14 Core Structure, inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:HSS COLUMN (WIND OUT OF PLAN) Core Structure, Inc. 23172 Plaza Pointe Drive Suite 145 Laguna Hills, CA 92653 925-270-0755 Project File: 23033.ec6 Project Title:Nexx Burger Engineer:A.T. Project ID:23033 Project Descr: R xx = 1.930 in Depth =5.000 in R yy = 1.930 in J =25.800 in^4 Width =5.000 in Wall Thick = 0.250 in Zx =7.610 in^3 Area = 4.300 in^2 Weight =15.620 plf I xx =16.00 in^4 S xx =6.41 in^3Design Thick =0.233 in I yy =16.000 in^4 C =10.500 in^3 S yy =6.410 in^3 Ycg =0.000 in Sketches 26 HALLWAY RESTROOM ALL GENDER FREEZER W.I.C. RESTROOM ALL GENDER SERVICE AREA FOOD PREP/DISH WASH SECONDARY ENTRANCE DRY STORAGE OFFICE WAITING AREA CLOSET PICK UP WINDOW TRASH EXIT EXIT TABLE SEATING BURNER RESTAURANT STEAMER GAS RANGE SERVICE AREA COOKING LINE FOOD PREP/DISH WASH SODA/CO2 S.S. REF PREP TABLE W/ SHELVES BELOW SS. TABLE REFRIGERATED BASE ELECTRICAL ROOF SHEARWALL LAYOUT Company : Project : Job No.:23033 Plan : Designed : Checked : Date : 09/19/2023 Client : 1 2 3 A B C D D1 27 SECTION D1 – DIRECTION X Bui l di ng Di m ensi on (ft):B = 58.75 L = 56 M ean Hei ght = 19 Base Hei ght = 0.5 Sec ti on Di m ensi on (ft):Wi dth = 58.75 Depth = 56 Wi nd Hei ght = 17 Base Hei ght = 0.5 Pl ate Hei ght:ROOF = 10' WIND LOAD: L/B =56/58.75=0.95, Wi ndward Wal l Cpw = 0.8, Leeward Wal l Cpl = -0.5, qh = 17.95 PSF Wal l (LW) P = GCplqh = 7.63 PLF WIND HEIGHT (FT ):15 20 25 30 40 50 qz=0.00256KzKztKdV2 17.05 18.05 18.85 19.65 20.86 21.86 Wal l (WW) P = GCpwqz 11.59 12.27 12.82 13.36 14.18 14.86 Wal l P = GCpwqz+GCplqh 19.22 19.9 20.45 20.99 21.81 22.49 ROOF ELEM ENT WDi r+WDi r-OWDi r+OWDi r- Parapet W=58.75' WW Parapet W=58.75' LW 188.46 125.64 188.46 125.64 125.64 188.46 125.64 188.46 D1X_ROOF = 244.28 = 0.6 x 407.13 PLF M AX T OT AL = 244.28 PLF SEISMIC LOAD:V = 0.0915W W_ROOF: Load_Roof (DL)= 15 x 2669 / 58.75 = 681.45 Load_Roof (DL)= 45 x 385.5 / 58.75 = 295.28 Wal l _Ex (DL)= 17 x 80 x (10/2) / 58.75 = 115.74 Wal l _In (DL)= 10 x 70 x (10/2) / 58.75 = 59.57 Cs*W = 0.0915 x (681.45 + 295.28 + 115.74 + 59.57)= 105.41 T OT AL SEISM IC LOAD 105.41 = 105.41 PLF Story Wx (PLF)Hx (ft) Wxxhx /su m (Wixh i) Fx (PLF) Sum (Fi)Sum (Wi)Fpx(PL F) Fpx M i n Fpx M ax Fpx Desi g n D1X_ROOF 1152.04 10 1 105.41 105.41 1152.04 105.41 139.89 279.78 139.89 DIAPHRAGM DESIGN: Story Wi dth (ft) Depth (ft) Sei sm i c Wi nd Di aphra g m ChordShear (p l f)Ch o rd (l b )Sh e a r (pl f)Chord (l b) D1X_ROOF 58.75 56 7 3 .4 1077.8 1 2 8 .1 1882 15/32 Sheathi ng and Si ngl e-Fl oor Unbl oc ked w/8d COM M ON NAILS at 6”, 6 ”, 12” O.C. (Shear Ca p a c i ty: E=2 4 0 /W=3 3 5 ) (16 ) 16d si nker per top pl ate spl i c e SECTION D1 – DIRECTION Y Bui l di ng Di m ensi on (ft):B = 56 L = 58.75 M ean Hei ght = 19 Base Hei ght = 0.5 Sec ti on Di m ensi on (ft):Wi dth = 56 Depth = 58.75 Wi nd Hei ght = 17 Base Hei ght = 0.5 Pl ate Hei ght:ROOF = 10' WIND LOAD: L/B =58.75/56=1.05, Wi ndward Wal l Cpw = 0.8, Leeward Wal l Cpl = -0.49, qh = 17.95 PSF Wal l (LW) P = GCplqh = 7.48 PLF WIND HEIGHT (FT ):15 20 25 30 40 50 qz=0.00256KzKztKdV2 17.05 18.05 18.85 19.65 20.86 21.86 Wal l (WW) P = GCpwqz 11.59 12.27 12.82 13.36 14.18 14.86 Wal l P = GCpwqz+GCplqh 19.07 19.75 20.3 20.84 21.66 22.34 ROOF ELEM ENT WDi r+WDi r-OWDi r+OWDi r- Parapet W=56' LW Parapet W=56' WW 125.64 188.46 125.64 188.46 188.46 125.64 188.46 125.64 D1Y_ROOF = 243.83 = 0.6 x 406.38 PLF M AX T OT AL = 243.83 PLF SEISMIC LOAD:V = 0.0915W W_ROOF: Load_Roof (DL)= 15 x 2669 / 56 = 714.91 Load_Roof (DL)= 45 x 385.5 / 56 = 309.78 Wal l _Ex (DL)= 17 x 60 x (10/2) / 56 = 91.07 Wal l _In (DL)= 10 x 90 x (10/2) / 56 = 80.36 Cs*W = 0.0915 x (714.91 + 309.78 + 91.07 + 80.36)= 109.44 T OT AL SEISM IC LOAD = 109.44 = 109.44 PLF Story Wx (PLF)Hx (ft) Wxxhx /su m (Wixh i) Fx (PLF) Sum (Fi)Sum (Wi)Fpx(PL F) Fpx M i n Fpx M ax Fpx Desi g n D1Y_ROOF 1196.12 10 1 109.44 109.44 1196.12 109.44 145.24 290.49 145.24 DIAPHRAGM DESIGN: Story Wi dth (ft) Depth (ft) Sei sm i c Wi nd Di aphra g m ChordShear (p l f)Ch o rd (l b )Sh e a r (pl f)Chord (l b) D1Y_ROOF 5 6 58.7 5 6 9 .2 969.1 1 1 6 .2 1626.9 15/32 Sheathi ng and Si ngl e-Fl oor Unbl oc ked w/8d COM M ON NAILS at 6”, 6 ”, 12” O.C. (Shear Ca p a c i ty: E=1 8 0 /W=2 5 2 ) (16 ) 16d si nker per top pl ate spl i c e vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 09/19/2023 Client 0 TIC Structure Design 2023 28 SHEARWALL AND HARDWARE SCHEDULES (De sign Code : 2022 CBC) A. SHEARWALL SCHEDULE Pane l Type She athing Edge Nail Fie ld Nail Se ismic Allowable (plf) Wind Allowable (plf)Sole Plate Nailing She ar Clip M udsill Anchors Ga (k/in)2x Mudsill 3x Mudsill SW1 3/8" Sheathing 8d @ 6 8d @ 12 260 364 16d Nails @ 6 A35 @ 24 5/8 x 10 @48 -13 SW2 3/8" Sheathing 8d @ 4 8d @ 12 380 532 16d Nails @ 4 A35 @ 16 5/8 x 10 @ 42 -19 SW3 3/8" Sheathing 8d @ 3 8d @ 12 490 686 16d Nails @ 3 A35 @ 8 5/8 x 10 @ 36 -25 SW4 3/8" Sheathing 8d @ 2 8d @ 12 640 896 16d Nails @ 2 A35 @ 8 5/8 x 10 @ 24 -39 SW5 15/32" Structural I 10d @ 2 10d @ 12 800 1120 (2) Rows Stagg, 16d Nails @ 3 A35 @ 6 5/8 x 10 @18 -51 SW3D 3/8" Sheathing 8d @ 3 8d @ 12 980 1372 SDS1/4x6 @ 4 (Both Sides)A35 @ 8 -5/8 x 12 @ 22 50 SW4D 3/8" Sheathing 8d @ 2 8d @ 12 1280 1792 SDS1/4x6 @ 3 (Both Sides)A35 @ 8 -5/8 x 12 @ 16 78 SW5D 15/32" Structural I 10d @ 2 10d @ 12 1600 2241 SDS1/4x6 @ 2 (Both Sides)A35 @ 6 -5/8 x 12 @8 102 B. HOLDOWN SCHEDULE Holdown M in. Post Conne ctors Anchor Bolt Allowable (lbs)Displace me nt all da (in)Re marks STHD10@corner 4X4 28-16d N/A 2940 0.146 HD1 STHD10 4X4 28-16d N/A 3400 0.146 HD1 STHD14 4X4 38-16d N/A 3815 0.164 HD2 HTT5 4X4 26-10d 5/8"4350 0.12 HD3 HDU8 4X6 20-SDS1/4x2 1/2 7/8"7870 0.113 HD4 HDU11 4X8 30-SDS1/4x2 1/2 1"11175 0.137 HD5 HDU14 4X8 36-SDS1/4x2 1/2 1"14375 0.177 HD6 HD19 6X8 5-THR. BOLTS 1"1 1/4"19360 0.18 HD7 C. HOLDOWN STRAP SCHEDULE Strap M in. Post Conne ctors Allowable (lbs)Displace me nt all da (in)Re marks CS16 2X4 22-10d 1705 0.026 A (2)CS16 2-2X4 22-10d 3410 0.026 B (2)CS14 2-2X4 30-10d 4980 0.031 C CMST14 4X4 80-16d 6490 0.052 D (3)CS14 3-2X4 30-10d 7470 0.031 C* CMST12 4X6 104-16d 9200 0.069 E (2)CMST14 4X8 80-16d 12980 0.052 F (2)CMST12 6X8 104-16d 18400 0.069 G D. PLATE SPLICE STRAP SCHEDULE Straps Alt. Nails pe r top plate splice Allowable Te nsion Loads Re marksTypeGaFasteners Simpson ST22 16 18-16d 10-16d sinker 1420 A Simpson ST6224 16 28-16d 16-16d sinker 2540 B Simpson ST6236 14 40-16d 22-16d sinker 3845 C Simpson MST37 12 42-16d 24-16d sinker 5080 D Simpson MSTC52 16 62-16d 32-16d sinker 5649 E Simpson MST60 10 68-16d 36-16d sinker 6730 F Simpson CMST12x72"12 74-16d 42-16d sinker 9215 G vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 29 OVERTURNING LOAD COMBINATIONS (De sign Code : 2022 CBC) ULIFT DOWN 1. 0.6D - 0.6W 1. D + 0.6W 2. (0.6 - 0.14Sds)D - 0.7ρE 2. D + 0.75(L + Lr + 0.6W) 3. D + 0.75(L + S + 0.6W) 4. (1+0.105Sds)D + 0.75(L + S + 0.7ρE) 5. (1+0.14Sds)D + 0.7ρE vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 30 SW_LINE A 1st Floor Passe d Exterior Wall Drection X Location:(7.41, -0.20) Loads SECTION D1X_ROOF: W=1588 LB, E=685 LB (13ft) Wall Self-Weight Seismic = 237 LB Strap She arwall De sign USE TYPE: SW1 Total Length (ft): 43.00 Total panel Length (ft): 9.04 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 3.67 10.00 2.72 176 102 260 331 236 SW1 B 5.37 10.00 1.86 176 102 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 312 226 0 0 0 2007 1166 312 226 0 0 0 1908 1108 B 456 226 0 0 0 1857 1079 456 226 0 0 0 1857 1079 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 3.67 10.00 1820 2233 HTT5/6X6 0.42/0.12 1721 2134 HTT5/4X6 0.40/0.18 1.567 2.400 B 5.37 10.00 1584 2084 HTT5/4X6 0.36/0.17 1584 2084 HTT5/4X6 0.36/0.17 1.260 2.400 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 31 SW_LINE B 1st Floor Passe d Interior Wall Drection X Location:(21.84, 6.05) Loads SECTION D1X_ROOF: W=3603 LB, E=1555 LB (29.5ft) Wall Self-Weight Seismic = 158 LB Strap She arwall De sign USE TYPE: SW1 Total Length (ft): 56.00 Total panel Length (ft): 20.08 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 10.33 10.00 0.97 179 85 260 364 260 SW1 B 9.75 10.00 1.03 179 85 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 516 133 0 0 0 1847 878 516 133 0 0 0 1847 878 B 488 133 0 0 0 1850 879 488 133 0 0 0 1850 879 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 10.33 10.00 1537 1980 HTT5/4X6 0.35/0.16 1537 1980 HTT5/4X6 0.35/0.16 1.028 2.400 B 9.75 10.00 1557 1983 HTT5/4X6 0.36/0.16 1557 1983 HTT5/4X6 0.36/0.16 1.046 2.400 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 32 SW_LINE C 1st Floor Passe d Interior Wall Drection X Location:(21.84, 39.40) Loads SECTION D1X_ROOF: W=5374 LB, E=2319 LB (44ft) Wall Self-Weight Seismic = 80 LB Strap She arwall De sign USE TYPE: SW2 Total Length (ft): 56.00 Total panel Length (ft): 12.00 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 12.00 10.00 0.83 448 200 380 532 380 SW2 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 600 133 0 0 0 4590 2049 600 133 0 0 0 4590 2049 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 12.00 10.00 4230 4723 HTT5/4X6 0.97/0.39 4230 4723 HTT5/4X6 0.97/0.39 1.919 2.400 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 33 SW_LINE D 1st Floor Passe d Exterior Wall Drection X Location:(7.41, 50.97) Loads SECTION D1X_ROOF: W=3115 LB, E=1344 LB (25.5ft) Wall Self-Weight Seismic = 224 LB Strap Drag Force (LB) She arwall De sign USE TYPE: SW2 Total Length (ft): 36.00 Total panel Length (ft): 8.00 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 8.00 10.00 1.25 389 196 380 532 380 SW2 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 680 226 0 0 0 4041 2034 680 226 0 0 0 4041 2034 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 8.00 10.00 3633 4267 HTT5/4X6 0.84/0.35 3633 4267 HTT5/4X6 0.84/0.35 1.920 2.400 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 34 SW_LINE 1 1st Floor Passe d Exterior Wall Drection Y Location:(7.41, -0.20) Loads SECTION D1Y_ROOF: W=3231 LB, E=1450 LB (26.5ft) Wall Self-Weight Seismic = 300 LB Strap She arwall De sign USE TYPE: SW1 Total Length (ft): 52.00 Total panel Length (ft): 18.96 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 5.50 10.00 1.82 170 92 260 364 260 SW1 B 5.46 10.00 1.83 170 92 260 364 260 SW1 C 4.00 10.00 2.50 170 92 260 341 244 SW1 D 4.00 10.00 2.50 170 92 260 341 244 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 468 226 0 0 0 1859 1007 468 226 0 0 0 1799 975 B 464 226 0 0 0 1800 975 464 226 0 0 0 1800 975 C 340 226 0 0 0 1838 996 340 226 0 0 0 1838 996 D 340 226 0 0 0 1838 996 340 226 0 0 0 1838 996 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 5.50 10.00 1578 2085 HTT5/6X6 0.36/0.11 1519 2026 HTT5/4X6 0.35/0.17 1.206 2.400 B 5.46 10.00 1522 2026 STHD10@corner/4X6 0.52/0.17 1522 2026 STHD10@corner/4X6 0.52/0.17 1.555 2.400 C 4.00 10.00 1634 2064 STHD10@corner/4X6 0.56/0.17 1634 2064 STHD10@corner/4X6 0.56/0.17 1.932 2.400 D 4.00 10.00 1634 2064 STHD10@corner/4X6 0.56/0.17 1634 2064 STHD10@corner/4X6 0.56/0.17 1.932 2.400 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 35 SW_LINE 2 1st Floor Passe d Interior Wall Drection Y Location:(81.22, 1.30) Loads SECTION D1Y_ROOF: W=6035 LB, E=2709 LB (49.5ft) Wall Self-Weight Seismic = 165 LB Strap Drag Force (LB) She arwall De sign USE TYPE: SW1 Total Length (ft): 55.00 Total panel Length (ft): 24.00 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 24.00 10.00 0.42 251 120 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 1200 133 0 0 0 2545 1212 1200 133 0 0 0 2545 1212 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 24.00 10.00 1825 2678 HTT5/4X6 0.42/0.22 1825 2678 HTT5/4X6 0.42/0.22 1.216 2.400 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 36 SW_LINE 3 1st Floor Passe d Exterior Wall Drection Y Location:(56.50, 1.66) Loads SECTION D1Y_ROOF: W=4267 LB, E=1915 LB (35ft) Wall Self-Weight Seismic = 411 LB Strap Drag Force (LB) She arwall De sign USE TYPE: SW1 Total Length (ft): 56.00 Total panel Length (ft): 33.25 ρ = 1.0 Pane l Width (ft)Ne t He ight (ft)H/W Actual (plf)Allowable (plf) Adjuste d Allowable (plf)SW Type Re marksWindSeismicWindSeismic A 19.75 10.00 0.51 128 70 260 364 260 SW1 B 13.50 10.00 0.74 128 70 260 364 260 SW1 Ov e rturning Force s Pane l Le ft Force s (lb)Right Force s (lb) Dup Ddown L Lr S W E Dup Ddown L Lr S W E A 1679 226 0 0 0 1303 710 1679 226 0 0 0 1303 710 B 1148 226 0 0 0 1312 715 1148 226 0 0 0 1312 715 Holdown & De fle ction Che ck Pane l Width (ft) Ne t He ight (ft) Le ft Ratio Right Ratio Pane l De fle ction (in) Uplift (LB) Down (LB)Holdown/Post Uplift (LB) Down (LB)Holddown/Post Actual Allowable A 19.75 10.00 295 1529 STHD10@corner/4X6 0.10/0.13 295 1529 STHD10@corner/4X6 0.10/0.13 0.604 2.400 B 13.50 10.00 623 1538 STHD10@corner/4X6 0.21/0.13 623 1538 STHD10@corner/4X6 0.21/0.13 0.695 2.400 vG23.06.30 : : : : Com pany CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 01/13/2025 Client 0 TIC Structure Design 2023 37 vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 09/29/2023 Client 0 TIC Structure Design 2023 ORTHOGONAL DIRECTION CHECK • CORNER OF GRID A AND GRID 1 Uplift @Grid A = 1820# Uplift @Grid 1 = 1578# Sum Uplift at corner: 1820 + 0.33x1578 = 2341# < HTT5 Capacity = 4350# (OK) 38 Weight of Footing Weight of Pad POINT POINT Wall_Ex Weight of Pad POINT POINT Footing/Pad ID: 2 SUPPORT FOR SB1 (#1) Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in Loads: 300.00 PLF = 150 x 1.00' x 2.00' 1875.00 LB = 150 x 2.50' x 2.50' x 2.00' From Support 1 of Beam SB1 (4760LB) From Support 1 of Beam 16 (1624LB) 136PLF =8 x 17 Design Footing: Total Weight: Wtotal = 436 PLF Footing Width Required: Bf = Wtotal / SB = 436/1500 x 12 = 3.49 in USE 12" WIDE X 24" DEEP Continuous Footing with #4 Cont. @ T & B (U.N.O) Design Pad: Total Point Load (Ptotal) = 8259 LB S = 3.5 + 2 x (24 + 6 ) = 63.50 in Width = 12 in Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 7937.50 LB Allowable Point Load on Footing: Pallow= Pcap - (Wtotalx S) / 12 =5630.33 LB Required Pad Area = Ptotal/SB = 8259.3659106178/1500 = 5.51 Ft2 USE 2'-6" SQ x 24" DEEP PAD with (4) #4 @ Bottom, E.W. Footing/Pad ID: 3 SUPPORT FOR SB1 (#2) Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in Loads: 1875.00 LB = 150 x 2.50' x 2.50' x 2.00' From Support 2 of Beam SB1 (4913LB) From Support 1 of Beam 14 (1193LB) Design Pad: Total Point Load (Ptotal) = 7981 LB S = 3.5 + 2 x (24 + 6 ) = 63.50 in Width = 12 in Capacity of Point Load on Footing: Pcap = (SB x S x Width)/144 = 7937.50 LB Allowable Point Load on Footing: Pallow= Pcap - (Wtotalx S) / 12 =7937.50 LB Required Pad Area = Ptotal/SB = 7980.76403746186/1500 = 5.32 Ft2 USE 2'-6" SQ x 24" DEEP PAD with (4) #4 @ Bottom, E.W. vG23.06.30 : : : : Company CORE STRUCTURE, INC. Project Nexx Burger Job No.23033 Plan : : : : Designed Checked Date 12/11/2023 Client 0 TIC Structure Design 2023 39 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:1/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: SIMPSON Anchor Design Location: uplift @ SW line 1 (#2) Fastening description: Detail 8/SD1.0 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, hef (inch): 10.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (inch): 11.38 cac (inch): 22.57 Cmin (inch): 1.75 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Uncracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 5.50 x 12.00 x 0.50 Recommended Anchor Anchor Name: SET-3G - SET-3G w/ 5/8"Ø F1554 Gr. 36 Code Report: ICC-ES ESR-4057 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 40 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:2/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: Yes Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb]: 3000 Vuax [lb]: 0 Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 41 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:3/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 <Figure 2> 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 42 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:4/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 Shear load y, Vuay (lb) Anchor Tension load, Nua (lb) 3. Resulting Anchor Forces Shear load combined, √(Vuax)²+(Vuay)² (lb) Shear load x, Vuax (lb) 1500.01 0.0 0.00.0 1500.02 0.0 0.00.0 0.0 0.0Sum3000.0 0.0 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3000 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)f fNsa (lb) 13110 0.75 9833 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kclaÖf’chef1.5 (Eq. 17.4.2.2a) kc la f’c (psi)hef (in)Nb (lb) 24.0 1.00 2500 8.000 27153 fNcbg =f (ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) ANc (in2)ANco (in2)ca,min (in)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f fNcbg (lb) 564.00 576.00 7.25 1.000 0.881 1.00 0.665 27153 0.65 10122 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) tk,uncr = tk,uncrfshort-termKsat(f’c / 2,500)n tk,uncr (psi)fshort-term Ksat f’c (psi)n tk,uncr (psi) 2162 1.00 1.00 2500 0.35 2162 Nba = l atuncrpdahef (Eq. 17.4.5.2) l a tuncr (psi)da (in)hef (in)Nba (lb) 1.00 2162 0.63 10.000 42451 fNag = f (ANa / ANa0)Yec,NaYed,NaYcp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1b) ANa (in2)ANa0 (in2)cNa (in)ca,min (in)Yec,Na Yed,Na Ycp,Na Nba(lb)f fNag (lb) 411.82 307.10 8.76 7.25 1.000 0.948 0.388 42451 0.65 13622 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 43 Company:CORE STRUCTURE INC.Date:10/4/2023 Engineer:A.T.Page:5/5 Project:23033 Address: Phone: E-mail: Anchor Designer™ Software Version 3.0.7947.0 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 1500 9833 0.15 Pass Concrete breakout 3000 10122 0.30 Pass (Governs) Adhesive 3000 13622 0.22 Pass SET-3G w/ 5/8"Ø F1554 Gr. 36 with hef = 10.000 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer’s product literature for hole cleaning and installation instructions. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie Company Inc. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 44 CORE STRUCTURE, INC. From the Ground Up! Structural Engineering Design Services 1.5" SQ G.I. GUARDRAIL VERTICAL POST @ 48" O.C. BOLTED THROUGH PLYWOOD & SOLID 4x BLK'G w/(4) 3/8"Ø x 8" LENGTH G.I. ANCHOR BOLTS INTO SOLID BLK'G G.I. CAP @ SQ VERT POST PER ARCH. ROOF SHEATHING 6x BLK'G @ VERTICAL MECH SCREEN POSTS 1x6 P.T.D.F. w/ S.S. RECESSED TORX CREW HARDWARE ROOF TRUSS PER PLAN 1", TYP. 1/4" STEEL PLATE 1/2", TYP. SOLID BLK'G (4) 3/8"Ø x 8" LENGTH G.I. ANCHOR BOLTS INTO SOLID BLK'G 45 PER ASCE 7­16: Guardrail shall support 200# lateral load or 50 plf distributed load. Moment due to point load (Max. Spacing @48" O.C.) Mn = 200# x (48") = 9600 #.in Pull out load on 1 lag screw: T = (Mn / 4.5") / 2 = 1067# < 1153# ­­> Allowable withdraw force per (1) 3/8" x 7 lag screw = 1153# Use min. (4) 3/8" lag screw w/Min. 7" embedment as shown ­­­> See following sheet for justification of anchor capacity against pullout APPENDIX A Design Method Connection Type Fastener Type Loading Scenario Main Member Type Main Member Thickness Side Member Type Side Member Thickness Washer Thickness Nominal Diameter Length Load Duration Factor Wet Service Factor End Grain Factor Temperature Factor Adjusted ASD Capacity 1153 lbs. The Adjusted ASD Capacity only applies to withdrawal of the fastener from the main member. It does not address head pull-through capacity of the fastener in the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. Allowable Stress Design (ASD) Withdrawal loading Lag Screw N/A Douglas Fir-Larch 7.5 in. Steel 1/4 in. 0 in. 3/8 in. 7 in. C_D = 1.0 C_M = 1.0 C_eg = 1.0 C_t = 1.0 09:54 16/8/24 Connection Calculator https://calc.awc.org/connection/ccstyle.asp?design_method=ASD&connection_type=Withdrawal+loading&fastener_types=Lag+Screw&loading_scenar…1/1 46 Lateral Force Analysis Project:Job No.: Calc. No.: Designed By: 23033 - Subject:Checked By: Equipment Anchorage T.H. Design for : Rooftop Unit Seismic Load per: Mechanical and Electrical Component (ASCE 13.6) Ip (important factor) = 1 MCE short period SS= 1.275 MCE 1 sec. period S1= 0.456 Site Class= D SDS= 0.850 ap (amplification factor)= 2.5 (ASCE Table 13.6-1) Rp (modification factor)= 6 (ASCE Table 13.6-1) Building height (H)= 19 ft Equipment anchor elev.(Z)= 11.5 ft Fp= 0.4x ap x SDS x (1+2x(Z/H)) / (Rp / Ip) x Wp (ASCE Eq. 13.3-1) = 0.31 Wp Fp,max.= 1.6 x SDS x Ip x Wp= 1.36 Wp (ASCE Eq. 13.3-2) Fp,min.= 0.3 x SDS x Ip x Wp= 0.26 Wp (ASCE Eq. 13.3-3) Using Lateral Force Eh = 0.31 Wp Wind Load per Method 2 - Analysis Procedure (ASCE 30.10) Design Wind Load for Rooftop equipment with H < 60 (ASCE 29.4.1) Wind speed= 96 mph Risk Catagoly II Exposure category= C Topographic factor KZt = 1 (ASCE 26.8.2) qh (velocity pressure)= 0.00256 Kz Kzt Kd V² I= 18 psf (ASCE Eq. 26.10-1) Kz= 0.9 (ASCE Table 26.10-1) Kd= 0.85 (ASCE Table 26.6-1) Fh= qz G Cr Aƒ(ASCE Eq. 29.4-2) GCr = 1.9 (Af < 0.1 BH) Fh= 34.3 psf Nexx Burger 47 Anchorage Design Project:Job No.: Calc. No.: Designed By: 23033 Subject: Equipment Anchorage Checked By: Rooftop Unit PCG4B48065 Equipment weight = 755 lb Based on ASCE Table 13.6.1 Ω = 2.5 Anchorage : 2 row total 6 screws Gravity height 1.75 ft Anchorage space: 3.75 ft Project area =7.5 ft-w x 4.5 ft-h = 33.75 sq. ft Load Condition: 06D +0.7ΩE Lateral Force =0.31 x W= 236.4 lb Overturn moment = 724.1 lb-ft Resistant moment = 849.38 lb-ft Required uplift resistant= -16.7 lb/ ea. Screw Required sliding resistant= 68.96 lb/ ea. screw Load Condition: 06D +0.6W Lateral Force =34.29 x Area= 1157 lb Overturn moment = 1215.2 lb-ft Resistant moment = 849.38 lb-ft Required uplift resistant= 32.52 lb/ ea. screw Required sliding resistant= 115.74 lb/ ea. screw A35's are ok for above uplift load and sliding Using 1/2" Lag Screws for single shear connections Per NDS 2012 Table 11.2A and Table 11K T/W = 1113 > 16.7 (OK) V/W = 259 > 69.0 (OK) Nexx Burger 48 49 FOR VERIFYING UPLIFT RESISTANCE 50 FOR VERIFYING LATERAL RESISTANCE CONNECTION CHECK 51 - Shear Load on 1 bolt P1= 848/4 =212 lbs Allowable force per (1) 1/2" ø A307 bolt = 436 lbs( please see next page) Total 436lbs > 212 lbs ---> OK P1 P2 - Pullout Load on 1 Thread. Rod P2 = P1=212 lbs Allowable force per (1) 1/2" ø Lag Screws = 639 lbs ( please see next page) Total 639lbs > 147 lbs ---> OK - Shear Load @ 6x BLK'G w/ (3) 10d Screws Allowable force per (1) 10 Screw = 114 lbs ( please see next page) --> Total force=3*114= 342 lbs > 212 lbs --> OK 1 2 3 Hood 1 - Left Hood 2 - Right Hood 3 - Solo HOOD NO TAG 625 LBS 848 LBS 232 LBS HOOD HANGING WEIGHT (max.) (4) 3/8" Ø A36 THREAD. ROD (EQ. DISTANCE) ROOF TRUSS PER PLAN WASHER & NUT ROOF SHEATHING 1/4" Ø CLOSED EYE SCREW WITH FULL THREAD EMBEDMENT (1 1/4" MIN.) (4)12GA SPLAY WIRES (TYPICAL 3 WRAP TIE) L6x6x3/8" STL PLATE W/ (4)1/2"Ø A307 BOLT MOUNTED ON WALL (MATCH LENGTH WITH HOOD LENGTH) 1/2" Ø MIN. 3" LAG SCREW w/ COUPLING DEVICE PER SIMPSON STRONG TIE OR EQUIVALENT TO WOOD FRAMING ABOVE. 45 ° ALT. DIRECTION (PARALLEL CONDITION) SIMPSON A35 w/ (1) #10 SCREW EACH STUD NON-BEARING WALL PER ARCH HOOD ASSEMBLY BY OTHERS 4x8 BLK'G w/ (3) 10d's TO TRUSS (EACH CONNECTION @ PARALLEL CONDITION) 6x BLK'G w/ (3) #10 SCREWS EACH STUD 4      )*+,-./0*1234 53..*61,3./789* :;+1*.*</789* =3;4,.-/>6*.;<,3 0;,./0*?@*</789* 0;,./0*?@*</72,6A.*++ 0;,./0*?@*<B/C.-D*/3E =3;4/13/F<;,.G >,4*/0*?@*</789* >,4*/0*?@*</72,6A.*++ >,4*/0*?@*<B/C.-D*/3E =3;4/13/F<;,.G :;+1*.*</),;?*1*< =3;4/)H<;1,3./:;613< I*1/>*<J,6*/:;613< 7*?9*<;1H<*/:;613< KLMMNOPQLMRSQNTURVLUNW XY Z[\]^_`ab Xa cde^_`ab XXXa \cfZ^_`ab Xg \[]h^_`ab C4iH+1*4/C>)/5;9;6,18 jkl/D@+m no_p^`qrstru^vtq_s^apwqrupx^oy^cz{fff^|at^ta^}aa~Yqsb xq^€s ~apqs^€‚ƒ^„}|}…tpv^ta^or_v^}||_t…}`_q^yow^`o_pa^†tpx^}sq‡~}pq^qrs^stap}r…q{ qsuq^stap}r…q^}rs^a|}…tru^|qw^ˆƒ‚^…x}|pqw^\\b €‚‰^€de^‚pqq_^ta^}aa~Yqs^yow^\Šc^trb^}rs^pxt…‹qw^apqq_^Y}tr^YqY`qwa^{^}rs^€‚‰ €ezd^Œw}sq^dd^‚pqq_^ta^}aa~Yqs^yow^apqq_^Y}tr^YqY`qwa^_qaa^px}r^\Šc^trb^pxt…‹b xt_q^qŽqwv^qyyowp^x}a^`qqr^Y}sq^po^tra~wq^pxq^}……~w}…v^oy^pxq^tryowY}ptor^|wqaqrpqs{^}rs a|q…t}_^qyyowp^x}a^`qqr^Y}sq^po^}aa~wq^px}p^pxq^tryowY}ptor^wqy_q…pa^pxq^ap}pq oy pxq }wp{ rqtpxqw^pxq^€Yqwt…}r^ oos^„o~r…t_^row^tpa^YqY`qwa^}aa~Yq^}rv^wqa|orat`t_tpv^yow^}rv |}wpt…~_}w^sqatur^|wq|}wqs^ywoY^pxta^or _trq^„orrq…ptor^„}_…~_}powb^xoaq^~atru^pxta^or _trq „orrq…ptor^„}_…~_}pow^}aa~Yq^}__^_t}`t_tpv^ywoY^tpa^~aqb 52 53 Design Method Connection Type Fastener Type Loading Scenario Main Member Type Main Member Thickness Main Member: Angle of Load to Grain 0 Side Member Type Side Member Thickness Side Member: Angle of Load to Grain 0 Wood Screw Number Length Load Duration Factor Wet Service Factor End Grain Factor Temperature Factor Connection Yield Modes Im 627 lbs. Is 205 lbs. II 254 lbs. IIIm 269 lbs. IIIs 114 lbs. IV 159 lbs. Adjusted ASD Capacity 114 lbs. Wood Screw bending yield strength of 80000 psi is assumed. Dowel bearing strengths for wood screws with nominal diameter greater than 1/4 in. are calculated and rounded to the nearest 50 psi in accordance with NDS Table 11.3.2. Length of tapered tip is assumed to be two times the nominal wood screw diameter for calculating dowel bearing length in the main member. ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 Steel is assumed for steel side members less than 1/4 in. thick. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. Allowable Stress Design (ASD) Lateral loading Wood Screw Single Shear Douglas Fir-Larch 7.5 in. Steel 18 gage 10 (D = 0.19 in.) 2 in. C_D = 1.0 C_M = 1.0 C_eg = 1.0 C_t = 1.0 54 ESR#1988 TRUSS PLACEMENT PLAN & CALCULATIONS BFS Project No: PROJECT: PLAN: LOCATION: DEVELOPER: 4915 Berg Street North Las Vegas, NV 89081 (702) 657-1889 Package Date: Pacific Region Truss Component Facilities 300 N. American St. Shafter, CA 93263 (661)535-6375 2800 Tully Rd. Hughson, CA 95326 (209)883-8000 6255 Range Road Las Vegas, NV 89115 (702) 636-5588 23665 Cajalco Rd. Perris, CA 92570 (951)350-4480 1140 Commerce Way Sanger, CA 93657 (559)876-3630 45-491 Golf Center Pkwy Indio, CA 92201 (760)347-3332 NorCal: SoCal: Nevada: Designer: Email: Revision Date: 141 Vultee Street 4476 Skyway Drive Olivehurst, CA 95961 (530) 740-7750 2185 Green Vista Dr. Suite 212 Sparks, NV 89431 (775) 322-8755 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 MiTek, Inc. Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Perris, CA). May 9,2025 Reinmuth, Dustin Pages or sheets covered by this seal: R88097059 thru R88097247 My license renewal date for the state of California is September 30, 2026. PLAN M39885- NEXX BURGER IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x6 =4x12 =2x4 =4x8 =4x6 =4x6 =4x5 =M18AHS 8x12 =4x5 =4x8 =4x5 =4x5 =4x5 =4x6 =4x6 =4x5 =5x10 =4x12 =3x10 =4x5 =2x4 22 35 21 36 20 37 38 19 39 40 18 41 17 42 16 43 15 44 14 45 46 13 123411 1033932831730629528274263252241 23 36-11-2 0-5-10 34-5-2 2-2-2 33-11-8 2-6-0 36 -11-2 4-1-7 31-9-6 4-6-7 9-2-9 4-6-13 13-9-6 4-7-3 18-4-10 4-7-8 23 -0-2 4-7-13 27-7-15 4-8-2 4-8-2 0-2-13 34-5-2 2-4-15 34-2-5 2-6-0 36 -11-2 4-1-7 31-9-6 4-5-7 18-2-13 4-6-7 9-2-9 4-6-13 13-9-6 4-7-13 27-7-15 4-8-2 4-8-2 4-9-5 23-0-2 6-6-0 2-6-10 1-2-00-7-8 1-2-10 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:73 Plate Offsets (X, Y):[2:0-4-15,0-2-0], [18:0-5-12,0-4-8], [20:0-3-9,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL)-0.45 18-19 >899 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.63 Vert(CT)-0.93 18-19 >439 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.96 Horz(CT)0.12 14 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.33 18 >999 240 Weight: 234 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 G *Except* 11-12:2x4 DF No.2 G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 23-14:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except end verticals. Except: 9-5-0 oc bracing: 10-23 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-22 REACTIONS (size)14=0-5-8, 22=0-2-10 Max Horiz 22=-232 (LC 10) Max Uplift 14=-129 (LC 9), 22=-67 (LC 13) Max Grav 14=1664 (LC 1), 22=1378 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-22=-443/43, 1-2=-589/540, 2-3=-4790/855, 3-4=-6139/1155, 4-5=-6684/1343, 5-7=-6340/1420, 7-8=-4838/1332, 8-9=-2490/1118, 9-10=-1015/979, 11-14=-430/223, 10-11=-404/94, 10-23=0/0, 11-12=-225/1048, 12-13=-92/287 BOT CHORD 21-22=-677/2853, 20-21=-716/2957, 19-20=-863/4787, 17-19=-937/6652, 16-17=-1007/6160, 15-16=-923/4536, 14-15=-712/2188, 13-14=-113/32 WEBS 12-14=-972/123, 2-22=-2923/528, 9-14=-2277/377, 2-21=0/413, 2-20=-421/2239, 3-20=-830/207, 3-19=-329/1494, 4-19=-516/165, 4-18=-431/880, 5-18=-266/200, 5-17=-949/523, 7-17=-138/384, 7-16=-1848/434, 8-16=-89/631, 8-15=-2765/574, 9-15=-226/980 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 19-2-5, Corner (3) 19-2-5 to 36-9-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for the green lumber members. 8)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 22. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 22 and 129 lb uplift at joint 14. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 4600 lb. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-3-0, 15-5-0 to 25-2-0 for 230.0 plf. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-10=-68, 11-12=-68, 22-45=-14, 13-45=-30 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097059AA01Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:14 Page: 1 ID:AWSYIOMvjNPLNN8yPb0ODYyECvY-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x6 =4x12 =2x4 =4x8 =4x6 =4x6 =4x5 =M18AHS 8x12 =4x5 =4x8 =4x5 =4x5 =4x5 =4x6 =4x6 =4x5 =5x10 =4x12 =3x10 =4x5 =2x439 22 35 21 36 20 37 19 38 18 17 40 16 41 15 14 43 44 13 42 123411 1033932831730629528274263252241 23 37 -2-0 0-5-10 34-8-0 2-5-1 34-2-6 2-6-0 37 -2-0 4-1-7 31-9-5 4-6-6 9-2-9 4-6-13 13 -9-5 4-7-3 18-4-8 4-7-8 23-0-1 4-7-13 27-7-14 4-8-3 4-8-3 0-2-13 34-8-0 2-6-0 37 -2-0 2-7-14 34-5-3 4-1-7 31-9-5 4-5-6 18-2-12 4-6-6 9-2-9 4-6-13 13 -9-5 4-7-13 27-7-14 4-8-3 4-8-3 4-9-5 23-0-1 6-6-0 2-6-11 1-2-00-7-8 1-2-10 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:73.5 Plate Offsets (X, Y):[2:0-4-15,0-2-0], [18:0-5-12,0-4-8], [20:0-3-9,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL)-0.46 18-19 >886 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.95 18-19 >432 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr Yes WB 0.95 Horz(CT)0.12 14 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.34 18 >999 240 Weight: 236 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 G *Except* 11-12:2x4 DF No.2 G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 23-14:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins, except end verticals. Except: 9-5-0 oc bracing: 10-23 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-22 REACTIONS (size)14=0-5-8, 22=0-5-8 Max Horiz 22=-232 (LC 10) Max Uplift 14=-130 (LC 9), 22=-67 (LC 13) Max Grav 14=1674 (LC 1), 22=1387 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-22=-443/42, 1-2=-78/37, 2-3=-4820/849, 3-4=-6189/1150, 4-5=-6753/1339, 5-7=-6440/1420, 7-8=-4979/1339, 8-9=-2648/1131, 9-10=-1020/977, 11-14=-437/224, 10-11=-414/85, 10-23=0/0, 11-12=-123/1055, 12-13=-91/288 BOT CHORD 21-22=-676/2868, 20-21=-676/2868, 19-20=-862/4817, 17-19=-933/6728, 16-17=-1007/6269, 15-16=-930/4677, 14-15=-725/2346, 13-14=-114/32 WEBS 12-14=-977/121, 2-22=-2941/525, 2-21=0/413, 2-20=-419/2257, 3-20=-839/206, 3-19=-329/1514, 4-19=-525/165, 4-18=-207/856, 5-18=-261/123, 5-17=-754/232, 7-17=-40/372, 7-16=-1803/423, 8-16=-87/630, 8-15=-2747/568, 9-15=-214/962, 9-14=-2407/406 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 19-5-3, Corner (3) 19-5-3 to 37-0-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for the green lumber members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 22 and 130 lb uplift at joint 14. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-10=-68, 11-12=-68, 22-43=-14, 13-43=-30 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097060AA02Roof Special 5 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:15 Page: 1 ID:3XuwnHIPghMAPUmvdw9vr2yERme-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x5 =6x8 =3x6 =4x6 =2x4 =7x10 =M18AHS 3x10 =3x10 =4x6 =4x6 =3x6 =3x6 =7x10 =3x6 =3x6 =3x10 =2x4 =4x12 =4x6 =4x6 20 23 19 24 18 25 17 26 16 15 28 14 13 12 27 29 30 1138103798367356345433332231122 21 49-1-0 0-5-10 49-1-0 0-5-10 0-5-10 3-10-6 48-7-6 5-11-10 20-6-6 6-0-1 26 -6-7 6-0-8 32-6-15 6-0-14 38-7-12 6-1-4 44-9-0 6-8-13 7-2-7 7-4-6 14-6-12 0-0-13 14-8-9 4-4-0 49 -1-0 5-9-13 20-6-6 5-11-1 38 -7-12 6-0-1 26 -6-7 6-1-4 44-9-0 6-2-4 32-8-11 7-2-7 7-2-7 7-5-5 14-7-12 4-2-0 2-10 -2 1-10 -2 3-6-0 3-6-0 0-8-0 4-2-0 Scale = 1:87.1 Plate Offsets (X, Y):[5:0-3-9,0-1-8], [11:0-3-1,Edge], [14:0-3-9,0-1-8], [18:0-4-0,0-3-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL)-0.46 14-15 >899 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.92 Vert(CT)-0.94 14-15 >437 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr YES WB 0.96 Horz(CT)0.13 12 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.33 14-15 >999 240 Weight: 232 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 21-20,22-12:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-18, 5-18, 6-17, 7-16 REACTIONS (size)12=0-5-8, 18=0-5-8, 20=0-5-8 Max Horiz 20=-162 (LC 8) Max Uplift 12=-49 (LC 9), 18=-124 (LC 13), 20=-122 (LC 36) Max Grav 12=1145 (LC 1), 18=2847 (LC 1), 20=377 (LC 56) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20=-332/168, 1-21=0/0, 11-12=-431/33, 11-22=0/0, 1-2=-171/710, 2-3=-485/3628, 3-5=-499/3659, 5-6=-361/253, 6-7=-2673/410, 7-9=-4236/636, 9-10=-4327/674, 10-11=-277/169 BOT CHORD 19-20=-267/328, 17-19=-847/359, 16-17=-425/2668, 14-16=-600/4322, 13-14=-339/2560, 12-13=-339/2560 WEBS 3-18=-585/133, 2-19=0/462, 1-19=-846/171, 2-18=-3070/475, 5-17=-80/992, 5-18=-3763/520, 6-17=-2940/407, 6-16=-20/654, 7-16=-1627/244, 7-15=-33/352, 9-15=-607/410, 9-14=-390/125, 10-14=-285/1824, 10-13=0/440, 10-12=-2682/380 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-13 to 5-2-13, Exterior (2) 5-2-13 to 43-10-3, Corner (3) 43-10-3 to 48-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)The Fabrication Tolerance at joint 4 = 16% 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20% has been applied for the green lumber members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 20, 124 lb uplift at joint 18 and 49 lb uplift at joint 12. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097061AA03Roof Special 5 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:16 Page: 1 ID:AlOMv3SPX61Th1gVO?vuYZyETtF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x6 =4x6 =4x12 =2x4 =3x10 =3x6 =7x8 =3x4 =4x6 =3x4 =3x4 =3x4 =3x6 =3x6 =4x5 =4x6 =3x6 31 17 28 16 29 15 30 14 13 32 12 33 11 10 34 927826725 24 6232254213202191 18 34-8-0 0-5-10 34-8-0 3-11-5 34-2-6 4-11-9 10-0-14 5-0-0 15-0-13 5-0-6 20-1-3 5-0-12 25 -1-15 5-1-2 30-3-1 5-1-5 5-1-5 4-4-15 34-8-0 4-10 -3 14-11-1 4-11-9 10-0-14 5-0-12 25 -1-15 5-1-2 30-3-1 5-1-5 5-1-5 5-2-3 20 -1-3 2-6-11 1-10 -2 5-6-0 Scale = 1:64.2 Plate Offsets (X, Y):[5:0-3-0,Edge], [14:0-4-0,0-5-4], [15:0-3-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.48 13-14 >858 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.54 Vert(CT)-0.98 13-14 >418 240 BCLL 0.0 *Rep Stress Incr NO WB 0.80 Horz(CT)0.11 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.46 13-14 >899 240 Weight: 389 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 18-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)10=0-5-8, 17=0-5-8 Max Horiz 17=-191 (LC 10) Max Uplift 10=-165 (LC 9), 17=-234 (LC 9) Max Grav 10=1980 (LC 1), 17=2550 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-529/112, 1-2=-149/62, 2-3=-9253/2187, 3-4=-11289/2585, 4-6=-11344/2466, 6-7=-8911/1708, 7-8=-5052/1125, 8-9=-828/484, 9-10=-447/47, 9-18=0/0 BOT CHORD 16-17=-1623/5648, 15-16=-1623/5648, 13-15=-2900/11498, 12-13=-2769/11494, 11-12=-2015/9065, 10-11=-891/4842 WEBS 2-17=-5796/1376, 8-10=-5064/1265, 2-16=0/424, 2-15=-931/4066, 3-15=-1509/400, 3-14=-433/2196, 4-14=-763/208, 4-13=-364/594, 6-13=-160/233, 6-12=-2570/798, 7-12=-212/898, 7-11=-4462/1193, 8-11=-327/1377 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 19-5-3, Corner (3) 19-5-3 to 34-5-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20% has been applied for the green lumber members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint 17 and 165 lb uplift at joint 10. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-25=-143, 9-25=-68, 10-17=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097062AA04Roof Special 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:16 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x6 =4x6 =4x5 =4x5 =3x4 =3x4 =3x4 =5x6 =3x4 =M18AHS 8x12 =3x4 =3x6 =3x6 =4x5 =4x5 =3x10 =4x12 =2x4 =5x6 =3x6 21 36 37 20 38 19 18 40 41 17 42 16 15 44 14 45 13 46 12 39 43 113510349338323173029628527426325242231 22 34-8-0 0-5-10 34-8-0 2-10-8 30 -2-10 3-0-12 27 -4-2 3-11-12 8-0-13 3-11-12 34-2-6 4-0-2 12-0-15 4-0-8 16-1-7 4-0-13 20 -2-4 4-1-2 24 -3-6 4-1-2 4-1-2 2-10-8 30 -2-10 3-0-12 27 -4-2 3-11-0 20-2-4 3-11-12 8-0-13 4-0-2 12-0-15 4-1-2 24 -3-6 4-1-2 4-1-2 4-2-4 16-3-3 4-5-6 34 -8-0 2-6-11 1-10 -2 5-6-0 Scale = 1:64.2 Plate Offsets (X, Y):[14:0-3-9,0-1-8], [17:0-5-12,0-4-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL)-0.45 16-17 >912 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.61 Vert(CT)-0.92 16-17 >445 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.70 Horz(CT)0.12 12 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.46 16-17 >896 240 Weight: 446 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 22-12:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-8-12 oc bracing. REACTIONS (size)12=0-5-8, 21=0-5-8 Max Horiz 21=-192 (LC 8) Max Uplift 12=-187 (LC 9), 21=-301 (LC 9) Max Grav 12=2109 (LC 1), 21=3024 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-431/35, 1-2=-643/568, 2-3=-5856/1542, 3-4=-10994/2900, 4-6=-13477/3434, 6-7=-14006/3396, 7-8=-12875/2922, 8-9=-10858/2275, 9-10=-8316/1635, 10-11=-954/512, 11-12=-508/94, 11-22=0/0 BOT CHORD 20-21=-1834/5987, 19-20=-3201/11149, 18-19=-3737/13625, 16-18=-3724/14201, 15-16=-2590/11018, 14-15=-1857/8465, 13-14=-989/5237, 12-13=-989/5237 WEBS 2-20=-622/2534, 2-21=-6408/1666, 3-20=-5731/1518, 3-19=-197/1144, 4-19=-2723/589, 4-18=-117/495, 6-18=-984/382, 6-17=-493/241, 7-17=-512/1346, 7-16=-722/282, 8-16=-689/2155, 8-15=-1232/399, 9-15=-818/2849, 9-14=-1507/448, 10-14=-990/3619, 10-13=-160/262, 10-12=-5229/1288 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 19-5-3, Corner (3) 19-5-3 to 34-5-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20% has been applied for the green lumber members. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 lb uplift at joint 21 and 187 lb uplift at joint 12. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)This truss has been designed for a total seismic drag load of 5300 lb with dead loads only. Lumber DOL= (1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-5-8 to 12-5-8 for 441.7 plf. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 lb down and 58 lb up at 22-11-1, and 1543 lb down and 486 lb up at 7-6-11, and 1043 lb down and 328 lb up at 13-8-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-11=-68, 12-21=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097063AA05Roof Special Girder 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:17 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) Concentrated Loads (lb) Vert: 25=-1250 (B), 27=-845 (B), 32=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097063AA05Roof Special Girder 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:17 Page: 2 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =5x6 =3x6 =3x6 =6x8 =5x6 =2x4 =2x6 =10x16 =M18AHS 10x12 =10x16 =4x8 =3x4 =10x16 =2x6 =M18AHS 8x12 =12x14 =M18AHS 8x12 =M18AHS 8x12 =3x4 =3x4 =3x4 =3x4 =3x4 =4x6 =3x4 =3x6 =3x6 =3x6 =5x67679 46 71 45 44 73 437442 75 41 40 77 39 38 37 80 36 81 35 82 34 83 33 84 32 85 31 86 30 87 29 72 78 7 52 8 53 9 54 1255145615 28702769266825246723662265216420631962186117161360596511515845750103492481 47 34-8-0 0-1-12 14-7-8 0-1-12 6-8-8 0-5-10 13-11-0 0-5-10 7-9-8 0-6-11 14-5-12 0-7-6 7-3-14 1-1-4 10-7-7 1-1-4 11-8-11 1-4-11 6-6-12 1-8-2 3-5-8 1-8-7 16-3-15 1-8-9 5-2-1 1-8-11 13-5-6 1-9-7 1-9-7 1-8-11 9-6-3 0-5-10 34-8-0 1-10-13 18-2-12 1-11-3 20-1-15 1-11-8 22-1-7 1-11-13 24-1-4 1-11-5 34-2-6 2-0-1 26-1-5 2-0-5 28-1-10 2-0-9 30-2-4 2-0-14 32-3-1 1-4-11 6-6-12 1-8-2 3-5-8 1-6-11 16-2-3 1-8-9 5-2-1 1-9-7 1-9-7 1-11-3 20-1-15 1-11-8 22-1-7 1-11-13 24-1-4 2-0-1 26-1-5 2-0-5 28-1-10 2-0-9 30-2-4 2-0-14 32-3-1 2-0-10 18 -2-12 2-2-8 11-8-11 2-4-15 34-8-0 2-10-13 14-7-8 2-11-7 9-6-3 5-6-0 2-6-11 1-10 -2 0-0-2 0-8-14 0-8-12 1-7-15 1-7-15 1-7-15 0-7-4 2-3-3 0-1-8 2-4-11 3-1-5 5-6-0 Scale = 1:81.7 Plate Offsets (X, Y):[7:0-4-0,0-3-8], [8:0-5-8,0-7-4], [9:0-8-0,0-2-12], [12:0-8-0,0-2-4], [14:0-5-9,0-5-14], [18:0-1-15,0-4-0], [38:0-6-0,0-6-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL)-0.29 38-39 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.78 Vert(CT)-0.96 38-39 >427 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.76 Horz(CT)0.10 29 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.22 38-39 >999 240 Weight: 559 lb FT = 20% LUMBER TOP CHORD 2x6 DF SS G *Except* 10-13:2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G BOT CHORD 2x8 DF SS G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10,13-14,47-29:2x6 DF No.2 G, 5-42,17-39:2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G, 18-15:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-2 max.): 7-15, 28-47. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 12 REACTIONS (size)29=0-5-8, 46=0-5-8 Max Horiz 46=-202 (LC 10) Max Uplift 29=-85 (LC 9), 46=-72 (LC 13) Max Grav 29=2360 (LC 1), 46=2348 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-46=-419/20, 1-48=-68/33, 2-48=-71/32, 2-49=-1829/179, 3-49=-1832/178, 3-50=-3608/368, 4-50=-3609/368, 4-51=-656/66, 5-51=-657/65, 5-6=0/9, 7-52=-11535/1285, 8-52=-11535/1285, 8-53=-9897/1093, 9-53=-9897/1093, 9-54=-8164/880, 12-54=-8164/880, 12-55=-13807/1645, 14-55=-13807/1645, 14-56=-16019/1887, 15-56=-16019/1888, 8-10=-1086/132, 10-57=-3416/369, 57-58=-3418/369, 11-58=-3421/369, 11-59=-3365/351, 59-60=-3366/350, 13-60=-3369/350, 13-14=-844/94, 16-17=-2/0, 17-61=-1291/148, 18-61=-1293/148, 18-62=-12187/1466, 19-62=-12189/1466, 19-63=-12102/1478, 20-63=-12104/1478, 20-64=-11820/1473, 21-64=-11822/1473, 21-65=-11122/1424, 22-65=-11127/1424, 22-66=-9972/1329, 23-66=-9974/1329, 23-67=-8400/1193, 24-67=-8401/1193, 24-25=-8402/1192, 25-68=-6361/1010, 26-68=-6363/1010, 26-69=-3775/775, 27-69=-3777/775, 27-70=-994/480, 28-70=-996/480, 28-29=-565/115, 28-47=0/0 BOT CHORD 46-71=-520/1987, 45-71=-520/1987, 45-72=-668/3710, 44-72=-668/3710, 44-73=-784/5110, 43-73=-784/5110, 43-74=-1169/9884, 42-74=-1169/9884, 42-75=-1216/10356, 41-75=-1216/10356, 41-76=-1519/13724, 40-76=-1519/13724, 40-77=-1517/13663, 39-77=-1517/13663, 39-78=-1674/15362, 38-78=-1674/15362, 38-79=-1339/11845, 37-79=-1339/11845, 37-80=-1342/12185, 36-80=-1342/12185, 36-81=-1302/12099, 35-81=-1302/12099, 35-82=-1237/11807, 34-82=-1237/11807, 34-83=-1187/11060, 33-83=-1187/11060, 33-84=-1094/9844, 32-84=-1094/9844, 32-85=-959/8194, 31-85=-959/8194, 31-86=-778/6110, 30-86=-778/6110, 30-87=-544/3525, 29-87=-544/3525 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097064AA06Roof Special 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 E Mar 20 2025 Print: 8.830 E Mar 20 2025 MiTek Industries, Inc. Thu May 08 11:59:25 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-ZySEnOLxPxyq9ZkBjw13xv9Hwr61bD2nITRoSmzIY?m Continued on page 2 May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) WEBS 4-43=-378/3744, 22-34=-81/647, 22-33=-1534/239, 23-33=-126/947, 26-31=-164/1511, 7-42=-769/100, 5-7=-932/51, 15-39=-2366/318, 15-17=-351/57, 7-43=-5966/653, 4-7=-4973/516, 27-29=-3452/386, 27-30=-271/1641, 26-30=-3245/431, 25-31=-2597/357, 25-32=-159/1209, 23-32=-2035/294, 19-37=-233/147, 20-36=-198/178, 19-36=-348/170, 2-46=-2787/303, 2-45=-184/1881, 3-45=-2715/291, 3-44=-197/1966, 4-44=-2160/236, 20-35=-548/83, 21-35=-33/393, 21-34=-987/164, 18-37=-77/627, 18-38=-334/3035, 15-38=-3704/422, 15-18=-11534/1376, 11-12=-244/66, 12-13=-117/1285, 9-11=-183/60, 9-10=-218/2028, 9-41=-81/857, 12-40=-65/819, 12-41=-2300/366, 12-39=-323/2545, 7-41=-197/1258 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 34-5-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 4x5 (=) MT20 unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20% has been applied for the green lumber members. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 46 and 85 lb uplift at joint 29. 12)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 172 lb down and 37 lb up at 22-11-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-6=-116, 7-52=-76, 8-52=-116, 14-56=-116, 15-56=-76, 10-13=-116, 16-28=-116, 29-46=-14 Concentrated Loads (lb) Vert: 65=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097064AA06Roof Special 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 E Mar 20 2025 Print: 8.830 E Mar 20 2025 MiTek Industries, Inc. Thu May 08 11:59:25 Page: 2 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-ZySEnOLxPxyq9ZkBjw13xv9Hwr61bD2nITRoSmzIY?m May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =5x6 =2x4 =2x6 =8x12 =2x4 =3x4 =2x4 =5x6 =2x4 =3x6 =10x16 =2x6 =3x6 =4x5 =M18AHS 10x12 =10x16 =4x8 =3x4 =10x16 =2x6 =M18AHS 8x12 =12x14 =M18AHS 8x12 =M18AHS 8x12 =3x4 =3x4 =3x4 =3x4 =3x4 =4x6 =3x4 =3x6 =3x6 =3x6 =5x686 51 8250 83 49 84 48 85 47 46 87 45 8844 89 43 90 42 91 41 92 40 93 39 94 38 95 37 96 36 97 35 4585598609 6110 62 1363146415 65 1866206721 3481338032793130782977287627752674257324722322197170176968161257356253551117546 52 34-8-0 0-5-10 0-5-10 0-1-12 14-7-7 0-1-12 1-5-10 0-5-10 13-11-0 0-5-10 7-9-8 0-5-10 2-1-13 0-5-10 3-9-10 0-6-10 14-5-10 0-2-9 1-8-3 1-1-4 10-7-7 1-1-4 11-8-11 1-2-3 3-4-0 1-3-13 1-3-13 1-8-8 16-3-15 1-8-11 13 -5-6 1-8-11 9-6-3 1-8-8 5-6-2 0-5-10 34-8-0 1-10 -14 18-2-13 1-11-2 20-1-15 1-11-8 22-1-7 1-9-12 7-3-14 1-11-13 24-1-4 1-11-5 34-2-6 2-0-1 26-1-5 2-0-5 28-1-10 2-0-10 30-2-4 2-0-13 32-3-1 1-3-13 1-3-13 1-6-11 16-2-2 1-11-2 20-1-15 1-11-8 22-1-7 1-11-13 24-1-4 2-0-1 26-1-5 2-0-4 3-4-1 2-0-5 28-1-10 2-0-10 30-2-4 2-0-13 32-3-1 2-0-11 18-2-13 2-2-1 5-6-2 2-2-8 11-8-11 2-4-15 34-8-0 2-10 -12 14-7-7 4-0-1 9-6-3 5-6-0 2-6-11 1-10 -2 0-5-3 0-6-3 0-7-8 1-7-15 1-7-15 1-7-15 0-7-4 2-3-3 0-1-8 2-4-11 0-1-0 2-5-11 0-0-8 2-6-4 2-11 -12 5-6-0 Scale = 1:85.4 Plate Offsets (X, Y):[4:0-5-0,0-5-4], [10:0-8-0,0-2-4], [13:0-2-8,0-0-8], [14:0-5-8,0-7-4], [15:0-8-0,0-2-12], [18:0-8-0,0-2-4], [20:0-5-9,0-5-13], [24:0-2-3,0-4-0], [44:0-6-0,0-6-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL)-0.30 44-45 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.78 Vert(CT)-0.98 44-45 >420 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.98 Horz(CT)0.10 35 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.22 44-45 >999 240 Weight: 574 lb FT = 20% LUMBER TOP CHORD 2x6 DF SS G *Except* 6-7,11-12,16-19:2x4 DF No.2 G BOT CHORD 2x8 DF SS G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 14-16,19-20,52-35:2x6 DF No.2 G, 23-45:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-11 max.): 4-21, 34-52. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 18 REACTIONS (size)35=0-5-8, 51=0-5-8 Max Horiz 51=-302 (LC 10) Max Uplift 35=-90 (LC 9), 51=-68 (LC 9) Max Grav 35=2351 (LC 1), 51=2320 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-51=-463/24, 1-53=-167/6, 2-53=-168/6, 2-3=0/8, 5-6=-385/11, 6-54=-58/16, 7-54=-67/16, 7-8=-363/31, 11-55=-140/93, 55-56=-142/91, 56-57=-142/91, 12-57=-144/89, 4-58=-5618/188, 5-58=-5618/188, 5-59=-5532/204, 8-59=-5532/204, 8-60=-5618/219, 9-60=-5618/219, 9-61=-5496/215, 10-61=-5496/215, 10-62=-10932/377, 13-62=-10932/377, 13-63=-11441/411, 14-63=-11441/411, 14-64=-9813/358, 15-64=-9813/358, 15-65=-8190/283, 18-65=-8190/283, 18-66=-13548/521, 20-66=-13548/521, 20-67=-15834/557, 21-67=-15834/557, 14-16=-817/33, 16-68=-2893/95, 68-69=-2896/94, 17-69=-2899/94, 17-70=-3334/116, 70-71=-3335/115, 19-71=-3338/115, 19-20=-743/37, 22-23=-2/0, 23-72=-1383/47, 24-72=-1385/47, 24-73=-12105/658, 25-73=-12107/657, 25-74=-12023/755, 26-74=-12025/754, 26-75=-11741/834, 27-75=-11743/833, 27-76=-11010/874, 28-76=-11015/874, 28-77=-9879/875, 29-77=-9881/875, 29-78=-8329/840, 30-78=-8329/840, 30-31=-8331/839, 31-79=-6310/765, 32-79=-6312/765, 32-80=-3748/647, 33-80=-3751/647, 33-81=-991/465, 34-81=-993/464, 34-35=-564/110, 34-52=0/0, 9-11=-375/29, 12-13=-293/88 BOT CHORD 51-82=-483/2694, 50-82=-483/2694, 50-83=-492/2756, 49-83=-492/2756, 49-84=-521/9233, 48-84=-521/9233, 48-85=-518/9250, 47-85=-518/9250, 47-86=-577/13503, 46-86=-577/13503, 46-87=-577/13543, 45-87=-577/13543, 45-88=-621/15128, 44-88=-621/15128, 44-89=-627/11687, 43-89=-627/11687, 43-90=-681/12103, 42-90=-681/12103, 42-91=-711/12020, 41-91=-711/12020, 41-92=-715/11739, 40-92=-715/11739, 40-93=-659/11002, 39-93=-659/11002, 39-94=-640/9796, 38-94=-640/9796, 38-95=-607/8157, 37-95=-607/8157, 37-96=-534/6059, 36-96=-534/6059, 36-97=-417/3498, 35-97=-417/3498 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097065AA06ARoof Special 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Mar 20 2025 Print: 8.830 S Mar 20 2025 MiTek Industries, Inc. Thu May 08 12:00:07 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-srRkOPqelX70asN3d2Gg6YLHVN6fiioqjLtTPuzIY?7 Continued on page 2 May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) WEBS 5-7=-107/20, 15-16=-32/1445, 15-17=-456/54, 17-18=-43/188, 18-19=-35/1146, 33-35=-3437/278, 33-36=-213/1633, 32-36=-3230/317, 32-37=-102/1503, 31-37=-2584/249, 31-38=-99/1200, 29-38=-2021/192, 29-39=-68/939, 28-39=-1520/142, 28-40=-24/639, 27-40=-975/71, 27-41=-8/386, 26-41=-535/40, 26-42=-204/172, 25-42=-343/175, 25-43=-255/123, 24-43=-163/715, 24-44=-85/2914, 21-45=-2330/176, 21-23=-365/35, 21-44=-3633/135, 21-24=-11251/515, 4-50=-96/260, 2-4=-577/16, 4-51=-3213/88, 1-4=-23/165, 10-11=-248/44, 10-12=-596/63, 15-47=-213/220, 18-46=-44/1175, 10-48=0/464, 18-45=-227/2459, 18-47=-2385/198, 10-47=-83/2261, 4-49=-115/3573, 10-49=-4101/132 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 34-5-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 4x5 (=) MT20 unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20% has been applied for the green lumber members. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 51 and 90 lb uplift at joint 35. 12)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 172 lb down and 37 lb up at 22-11-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-116, 2-3=-76, 6-7=-116, 11-12=-116, 4-5=-116, 8-9=-116, 13-14=-116, 20-67=-116, 21-67=-76, 16-19=-116, 22-34=-116, 35-51=-14 Concentrated Loads (lb) Vert: 76=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097065AA06ARoof Special 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Mar 20 2025 Print: 8.830 S Mar 20 2025 MiTek Industries, Inc. Thu May 08 12:00:07 Page: 2 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-srRkOPqelX70asN3d2Gg6YLHVN6fiioqjLtTPuzIY?7 May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =5x6 =4x6 =4x6 =4x6 =4x5 =3x6 =4x5 =3x4 =M18AHS 8x12 =4x8 =3x4 =4x6 =4x6 =4x8 =3x10 =5x10 =4x12 =2x6 =5x8 =3x6 21 38 20 39 19 40 18 41 17 42 16 15 14 45 13 46 12 43 44 11371036935834 33 7 32 313065292827426325242231 22 34-8-0 0-5-10 34-8-0 3-1-7 27-8-11 3-1-11 30-10 -6 3-4-0 34 -2-6 4-0-7 8-2-5 4-0-12 12-3-1 4-1-2 16 -4-3 4-1-7 20 -5-10 4-1-11 24 -7-5 4-1-14 4-1-14 3-1-7 27-8-11 3-1-11 30-10 -6 3-9-10 34 -8-0 3-11-10 20-5-10 4-0-7 8-2-5 4-0-12 12-3-1 4-1-11 24 -7-5 4-1-14 4-1-14 4-2-14 16-6-0 2-6-11 1-10 -2 5-6-0 Scale = 1:64.2 Plate Offsets (X, Y):[9:0-3-9,0-1-8], [10:0-2-15,0-1-12], [14:0-3-9,0-2-8], [15:0-3-9,0-2-0], [17:0-6-0,0-6-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL)-0.30 16-17 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.62 Vert(CT)-0.98 16-17 >419 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr Yes WB 0.95 Horz(CT)0.11 12 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.32 16-17 >999 240 Weight: 735 lb FT = 20% LUMBER TOP CHORD 2x6 DF SS G BOT CHORD 2x8 DF SS G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 22-12:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)12=0-5-8, 21=0-5-8 Max Horiz 21=-190 (LC 8) Max Uplift 12=-235 (LC 9), 21=-289 (LC 9) Max Grav 12=3802 (LC 1), 21=4618 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-530/40, 1-2=-206/57, 2-3=-9197/1545, 3-4=-17405/2940, 4-5=-22921/3824, 5-7=-26057/4282, 7-8=-24980/3950, 8-9=-20547/3012, 9-10=-15200/1989, 10-11=-1478/550, 11-12=-684/106, 11-22=0/0 BOT CHORD 20-21=-1838/9328, 19-20=-3240/17557, 18-19=-4127/23066, 16-18=-4603/26233, 15-16=-3325/20702, 14-15=-2305/15356, 13-14=-1095/8684, 12-13=-1095/8684 WEBS 2-20=-599/3771, 2-21=-9946/1649, 3-20=-9042/1540, 3-19=-330/2350, 4-19=-6000/966, 4-18=-173/1407, 5-18=-3419/514, 5-17=-491/185, 7-17=-352/1211, 7-16=-1695/399, 8-16=-993/4750, 8-15=-2277/471, 9-15=-1122/5883, 9-14=-2863/560, 10-14=-1320/7276, 10-13=-357/88, 10-12=-8414/1399 NOTES 1)3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-6-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 19-5-3, Corner (3) 19-5-3 to 34-5-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20% has been applied for the green lumber members. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 lb uplift at joint 21 and 235 lb uplift at joint 12. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 172 lb down and 37 lb up at 22-11-1, 1435 lb down and 306 lb up at 7-6-11, 970 lb down and 207 lb up at 13-8-3, and 1008 lb down and 215 lb up at 16-5-8, and 895 lb down and 191 lb up at 20-1-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-11=-116, 12-21=-14 Concentrated Loads (lb) Vert: 5=-878 (B), 25=-1250 (F), 27=-845 (F), 32=-780 (B), 34=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097066AA07Roof Special Girder 1 3PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:21 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =5x6 =M18AHS 8x12 =M18AHS 10x12 =3x4 =7x10 =5x10 =7x10 =3x4 =7x8 =M18AHS 8x12 =3x6 =5x84647485054 32 31 30 29 49 28 27 51 26 25 53 24 23 55 22 56 21 57 20 58 19 59 18 52 3633 35 174516441543144213411240 39 1110766459 38633748623612601 34 34-8-0 0-5-10 20-4-9 0-5-10 16-8-5 0-8-14 21-1-7 0-10 -14 16-2-11 0-5-10 34-8-0 2-0-15 25-10-2 2-0-1 34-2-6 2-1-3 27-11-5 2-1-6 30-0-11 2-1-10 32-2-5 2-7-12 23-9-3 3-0-2 6-1-10 3-0-7 9-2-1 3-0-12 12 -2-13 3-1-0 15-3-13 3-1-8 3-1-8 3-2-10 19-10-15 1-9-1 21-1-7 1-9-4 17-2-14 2-0-15 25-10-2 2-1-3 27-11-5 2-1-6 30-0-11 2-1-9 19-4-7 2-1-10 32-2-5 2-5-11 34-8-0 2-7-12 23-9-3 3-0-2 6-1-10 3-0-7 9-2-1 3-0-12 12 -2-13 3-1-8 3-1-8 3-2-13 15-5-9 5-6-0 2-6-11 1-10 -20-0-2 0-0-2 2-1-9 2-1-9 0-0-15 2-2-8 3-3-8 5-6-0 Scale = 1:69.8 Plate Offsets (X, Y):[6:0-1-8,0-2-12], [11:0-1-12,0-3-12], [24:0-3-9,0-4-8], [27:0-6-0,0-6-0], [33:0-2-4,0-2-8], [35:0-2-4,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL)-0.30 25-26 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.80 Vert(CT)-0.97 25-26 >424 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr Yes WB 0.73 Horz(CT)0.10 18 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.20 25-26 >999 240 Weight: 562 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS G *Except* 8-9:2x4 DF 1800F 1.6E G or 2x4 DF No.1&Btr G BOT CHORD 2x8 DF SS G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 11-6:2x6 DF SS G, 34-18:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 36 REACTIONS (size)18=0-5-8, 32=0-5-8 Max Horiz 32=-191 (LC 10) Max Uplift 18=-60 (LC 9), 32=-42 (LC 13) Max Grav 18=2252 (LC 1), 32=2211 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-32=-506/33, 8-9=-476/0, 10-11=-2/0, 11-12=-10933/245, 12-13=-9796/260, 13-14=-8252/267, 14-15=-6291/264, 15-16=-3777/250, 16-17=-1061/356, 1-2=-92/30, 2-3=-3140/97, 3-4=-5839/135, 4-5=-8111/148, 5-6=-9838/166, 6-7=0/3, 17-18=-638/79, 17-34=0/0 BOT CHORD 31-32=-410/3183, 30-31=-431/5835, 29-30=-387/8108, 28-29=-270/9829, 26-28=-232/16747, 25-26=-216/17327, 24-25=-200/16714, 23-24=-172/12010, 22-23=-157/10931, 21-22=-174/9791, 20-21=-182/8205, 19-20=-180/6102, 18-19=-167/3521 WEBS 2-32=-3615/127, 2-31=0/1602, 3-31=-3145/57, 3-30=0/1360, 4-30=-2619/39, 4-29=0/976, 5-29=-1963/22, 5-28=0/927, 12-23=-45/770, 14-21=-20/1072, 14-20=-2494/81, 15-20=-14/1368, 15-19=-3147/97, 16-19=-61/1458, 16-18=-3257/64, 26-33=-611/122, 6-27=-42/3571, 11-24=-31/3273, 6-33=-12518/186, 33-36=-17023/273, 35-36=-17036/291, 11-35=-12834/231, 11-23=-1306/125, 27-33=-5270/95, 6-28=-1714/8, 8-33=-708/24, 9-35=-1057/24, 12-22=-1385/118, 13-22=-55/776, 13-21=-1903/64, 25-35=-466/27, 24-35=-4749/63, 8-36=-10/848, 9-36=-9/925, 26-36=-904/31, 25-36=-912/128 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 16-2-11, Corner (3) 19-5-3 to 19-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 4x5 (=) MT20 unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20% has been applied for the green lumber members. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 32 and 60 lb uplift at joint 18. Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097067AA08Roof Special 2 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:21 Page: 1 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 12)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 172 lb down and 37 lb up at 22-11-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 8-9=-116, 10-17=-116, 18-32=-14, 1-7=-116 Concentrated Loads (lb) Vert: 40=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097067AA08Roof Special 2 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:21 Page: 2 ID:khQzV5pn_07oTNMVNFVsM0yEC6c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =5x6 =4x6 =4x6 =4x6 =4x5 =4x5 =4x5 =4x5 =M18AHS 10x12 =6x8 =4x5 =6x8 =2x6 =7x10 =6x8 =6x8 =5x10 =4x8 19 32 18 33 17 34 16 35 15 14 37 13 38 12 39 11 36 10319308297628 27 5 26 25244233222211 20 33 -6-6 0-5-10 33-6-6 4-1-1 8-3-10 4-0-11 33-0-12 4-1-2 29-0-1 4-1-6 12 -5-0 4-1-11 16-6-11 4-2-0 20 -8-11 4-2-4 24-10-15 4-2-9 4-2-9 0-0-12 33 -6-6 4-1-1 8-3-10 4-1-2 29-0-1 4-1-6 12 -5-0 4-1-11 16-6-11 4-2-0 20 -8-11 4-2-4 24-10-15 4-2-9 4-2-9 4-5-9 33-5-10 2-6-10 1-10 -5 5-6-0 Scale = 1:66.1 Plate Offsets (X, Y):[8:0-3-7,0-3-8], [9:0-3-8,0-3-0], [10:0-3-13,0-3-4], [12:0-3-9,0-3-0], [14:0-3-9,0-3-0], [15:0-6-0,0-6-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL)-0.30 14-15 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.76 Vert(CT)-0.98 14-15 >406 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.81 Horz(CT)0.13 11 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.29 14-15 >999 240 Weight: 517 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS G BOT CHORD 2x8 DF SS G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 20-11:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)11=0-6-3, 19=0-2-10 Max Horiz 19=-190 (LC 10) Max Uplift 11=-172 (LC 9), 19=-126 (LC 9) Max Grav 11=3147 (LC 1), 19=2970 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-19=-562/50, 1-2=-680/518, 2-3=-5864/809, 3-4=-11052/1541, 4-5=-15589/2222, 5-7=-18874/2742, 7-8=-18575/2605, 8-9=-8652/1286, 9-10=-1846/577, 10-11=-798/138, 10-20=0/0 BOT CHORD 18-19=-1111/6021, 17-18=-1845/11207, 16-17=-2527/15725, 14-16=-3051/19014, 13-14=-2117/14749, 12-13=-2117/14748, 11-12=-1051/8394 WEBS 2-19=-6253/841, 2-18=-269/2219, 3-18=-5642/799, 3-17=-244/1899, 4-17=-4875/735, 4-16=-177/1371, 5-16=-3528/561, 5-15=-308/206, 7-14=-1342/314, 8-13=0/413, 9-12=-332/1935, 7-15=-614/896, 8-14=-846/4197, 9-11=-7482/1173, 8-12=-6716/1188 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-1-13, Exterior (2) 15-1-13 to 18-3-9, Corner (3) 18-3-9 to 33-3-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20% has been applied for the green lumber members. 10)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 19. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 19 and 172 lb uplift at joint 11. 12)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)This truss has been designed for a total seismic drag load of 5400 lb. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 33-6-6 for 161.0 plf. 14)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 172 lb down and 37 lb up at 22-8-3, and 1008 lb down and 215 lb up at 16-2-10, and 895 lb down and 191 lb up at 19-10-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-10=-116, 11-19=-14 Concentrated Loads (lb) Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097068AA09Roof Special Girder 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:22 Page: 1 ID:AQ9laQp9PNKCmBolYgyznayEBVu-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) Vert: 6=-780 (F), 26=-878 (F), 29=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097068AA09Roof Special Girder 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:22 Page: 2 ID:AQ9laQp9PNKCmBolYgyznayEBVu-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x6 =3x4 =3x4 =3x4 =5x8 =5x10 =4x6 13 14 7 6 5 8 9 4123112101 14-8-8 3-7-2 3-7-2 4-5-2 14-8-8 6-8-4 10-3-6 0-5-10 14-8-8 6-10 -12 6-10 -12 7-4-2 14-2-14 2-10 -4 1-9-5 0-9-4 Scale = 1:39.1 Plate Offsets (X, Y):[4:0-4-12,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL)-0.26 5-6 >659 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.88 Vert(CT)-0.39 5-6 >448 240 BCLL 0.0 *Rep Stress Incr NO WB 0.55 Horz(CT)0.03 9 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 6 >999 240 Weight: 71 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-0-14 oc bracing. REACTIONS (size)7=0-5-8, 9=0-3-8 Max Horiz 7=-57 (LC 10) Max Uplift 7=-38 (LC 13), 9=-40 (LC 9) Max Grav 7=1022 (LC 1), 9=958 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-430/53, 1-2=-81/34, 2-3=-1478/507, 3-4=-272/78, 5-8=-295/841, 4-8=-295/841 BOT CHORD 6-7=-518/1293, 5-6=-604/1531 WEBS 2-6=-6/518, 2-7=-1536/622, 3-6=-196/303, 3-5=-1508/607, 4-9=-1045/384 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 7 and 40 lb uplift at joint 9. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-128, 5-7=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097069AB01Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:22 Page: 1 ID:?ZU8p6omJFmmlCIeQc9lq8yEBBF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =6x8 =3x6 =3x4 =4x6 =3x6 6 5 11 4 10 39281 7 14-7-10 0-5-10 0-5-10 6-8-13 7-2-7 7-5-3 14-7-10 7-2-7 7-2-7 7-5-3 14-7-10 2-10 -2 2-6-10 4-2-0 Scale = 1:45.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL)-0.29 4-5 >599 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.89 Vert(CT)-0.42 4-5 >407 240 BCLL 0.0 *Rep Stress Incr NO WB 0.46 Horz(CT)0.01 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 5 >999 240 Weight: 73 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 7-6:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-11-14 oc bracing. WEBS 1 Row at midpt 2-4 REACTIONS (size)4=0-2-10, 6=0-5-8 Max Horiz 6=-119 (LC 8) Max Uplift 4=-39 (LC 9), 6=-12 (LC 13) Max Grav 4=679 (LC 34), 6=679 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1078/455, 2-3=-128/65, 3-4=-471/127, 1-6=-635/282, 1-7=0/0 BOT CHORD 5-6=-180/264, 4-5=-483/1085 WEBS 2-5=-277/243, 2-4=-1087/456, 1-5=-491/1102 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 4 and 12 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097070AB02Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:22 Page: 1 ID:op9Q6TQuwXXohq9wJNdFlJyEBD0-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =6x8 =3x6 =3x4 =4x6 =3x6 6 10 5 11 4 39281 7 14-10-8 0-5-10 0-5-10 6-8-12 7-2-6 7-8-2 14-10-8 7-2-6 7-2-6 7-8-2 14-10-8 2-10 -2 2-6-94-2-0 Scale = 1:45.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL)-0.31 4-5 >558 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.84 Vert(CT)-0.46 4-5 >377 240 BCLL 0.0 *Rep Stress Incr YES WB 0.47 Horz(CT)0.01 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 5 >999 240 Weight: 74 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 7-6:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-8-5 oc bracing. WEBS 1 Row at midpt 2-4 REACTIONS (size)4=0-5-8, 6=0-5-8 Max Horiz 6=-119 (LC 8) Max Uplift 4=-39 (LC 9), 6=-12 (LC 13) Max Grav 4=684 (LC 34), 6=684 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1105/465, 2-3=-135/68, 3-4=-475/131, 1-6=-640/282, 1-7=0/0 BOT CHORD 5-6=-179/263, 4-5=-493/1119 WEBS 2-5=-285/247, 2-4=-1107/463, 1-5=-500/1131 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 4 and 12 lb uplift at joint 6. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097071AB03Roof Special 5 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:23 Page: 1 ID:Gwc52Zcsiy5I9XX2towXXByEBE3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =4x6 =4x6 =2x6 =5x10 =3x4 =5x10 =2x4 =2x4 =2x4 =2x4 =3x4 =5x8 =3x4 =4x6 =3x4 12 23 11 10 25 9 26 8 24 1 16 2 72221620519184173 21-10-8 1-7-13 7-1-12 2-1-7 9-3-3 4-1-5 18 -2-2 3-8-6 21 -10-8 4-9-10 14-0-14 5-6-0 5-6-0 0-1-12 5-7-12 0-0-15 7-2-12 1-6-0 7-1-12 2-0-7 9-3-3 4-11-7 14-2-10 5-6-0 5-6-0 7-7-14 21-10-8 2-10 -10 1-2-0 2-6-91-7-4 1-3-6 1-3-6 1-7-4 2-10 -10 Scale = 1:55 Plate Offsets (X, Y):[2:0-7-4,0-2-12], [9:0-4-0,0-3-0], [14:0-1-12,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL)-0.30 8-9 >577 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.89 Vert(CT)-0.45 8-9 >391 240 BCLL 0.0 *Rep Stress Incr NO WB 0.68 Horz(CT)0.02 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 9 >999 240 Weight: 109 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-7-8 oc bracing. WEBS 1 Row at midpt 5-10, 1-11 REACTIONS (size)8=0-5-8, 10=0-5-8, 11=0-5-8 Max Horiz 11=77 (LC 17) Max Uplift 8=-32 (LC 9), 10=-407 (LC 46), 11=-205 (LC 8) Max Grav 8=738 (LC 50), 10=1106 (LC 44), 11=1717 (LC 46) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-34/388, 1-2=-648/2739, 2-11=-1056/334, 2-3=-105/373, 3-4=-68/126, 4-5=-136/478, 5-6=-970/226, 6-7=-117/38, 7-8=-470/75 BOT CHORD 11-12=-88/148, 10-11=-2759/810, 8-10=-245/961 WEBS 4-10=-1038/404, 5-9=-100/275, 5-10=-1307/391, 2-4=-136/516, 2-10=-698/2663, 1-11=-2684/686, 6-9=-99/412, 6-8=-894/261 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 21-8-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 11, 32 lb uplift at joint 8 and 407 lb uplift at joint 10. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 lb down and 50 lb up at 5-7-12, and 206 lb down and 50 lb up at 9-2-4, and 137 lb down and 33 lb up at 19-2-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-21=-68, 7-21=-98, 11-12=-30, 8-11=-14 Concentrated Loads (lb) Vert: 2=-180, 18=-180, 21=-120 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097072AB04Roof Special 2 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:23 Page: 1 ID:ZyHiQVLx2cwCJ85GiPcinPyEp?B-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 0.2512 =2x4 =4x6 =3x6 =2x4 =4x8 =3x4 =3x10 =2x4 =2x4 =2x4 =2x4 =3x10 =2x4 =3x10 =5x6 23 24 12 22 11 10 9 25 8 31612 72120619185174 19-4-8 0-1-12 0-1-12 0-5-10 -0-5-10 1-7-13 4-2-2 2-1-7 6-3-9 2-4-9 2-6-6 4-9-10 11-1-4 7-9-10 18 -10 -14 0-1-0 4-3-2 0-1-0 2-9-2 0-5-10 -0-5-10 1-5-0 4-2-2 2-0-7 6-3-9 2-8-2 2-8-2 4-9-10 11-1-4 7-9-10 18 -10 -14 2-10 -10 1-2-12 2-6-91-7-4 0-3-9 1-3-6 1-3-6 1-7-4 2-10 -10 Scale = 1:53.6 Plate Offsets (X, Y):[3:0-5-12,0-2-12], [14:0-1-12,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL)-0.32 8-9 >545 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.85 Vert(CT)-0.48 8-9 >365 240 BCLL 0.0 *Rep Stress Incr Yes WB 0.39 Horz(CT)0.02 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 9 >999 240 Weight: 96 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF Std G or 2x4 DF Stud G *Except* 12-8:2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-10, 6-8 REACTIONS (size)1=0-3-8, 8=0-5-8, 10=0-5-8, 11=0-5-8 Max Horiz 1=68 (LC 17) Max Uplift 1=-7 (LC 12), 8=-28 (LC 13), 10=-71 (LC 13), 11=-567 (LC 45) Max Grav 1=418 (LC 31), 8=707 (LC 50), 10=1621 (LC 28), 11=254 (LC 47) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-96/120, 2-3=-100/178, 3-11=-176/431, 3-4=-92/362, 4-5=-35/58, 5-6=-93/335, 6-7=-152/72, 7-8=-516/141 BOT CHORD 2-12=0/403, 11-12=-17/136, 10-11=-226/89, 9-10=-337/991, 8-9=-337/991 WEBS 5-10=-969/377, 3-5=-126/447, 3-10=-228/68, 2-11=-304/103, 6-10=-1366/438, 6-9=0/477, 6-8=-940/294 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-12 to 19-2-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 1, 567 lb uplift at joint 11, 28 lb uplift at joint 8 and 71 lb uplift at joint 10. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 lb down and 57 lb up at 3-1-12, and 206 lb down and 57 lb up at 6-8-4, and 137 lb down and 38 lb up at 16-8-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-7=-68, 10-12=-30, 8-10=-14 Concentrated Loads (lb) Vert: 3=-180, 18=-180, 21=-120 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097073AB05Roof Special 5 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:23 Page: 1 ID:ZyHiQVLx2cwCJ85GiPcinPyEp?B-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 0.2512 =2x4 =4x6 =3x6 =2x4 =4x8 =3x4 =3x10 =2x4 =2x4 =2x4 =2x4 =3x10 =2x4 =4x6 =4x5 25 12 22 11 23 10 24 9 8 31612 72120619185174 19-1-10 0-1-13 0-1-13 0-5-10 -0-5-10 1-7-13 4-2-2 2-1-7 6-3-9 2-4-9 2-6-6 4-9-10 11-1-4 7-6-12 18-8-0 0-1-0 4-3-2 0-1-0 2-9-2 0-5-10 -0-5-10 1-5-0 4-2-2 2-0-7 6-3-9 2-8-2 2-8-2 4-9-10 11-1-4 7-6-12 18-8-0 2-10 -10 1-2-12 2-6-101-7-4 0-3-9 1-3-6 1-3-6 1-7-4 2-10 -10 Scale = 1:53.6 Plate Offsets (X, Y):[3:0-5-12,0-2-12], [14:0-1-12,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL)-0.29 8-9 >584 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.90 Vert(CT)-0.44 8-9 >392 240 BCLL 0.0 *Rep Stress Incr NO WB 0.98 Horz(CT)0.02 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 9 >999 240 Weight: 95 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF Std G or 2x4 DF Stud G *Except* 12-8:2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-10 REACTIONS (size)1=0-3-8, 8=0-2-10, 10=0-5-8, 11=0-5-8 Max Horiz 1=68 (LC 17) Max Uplift 1=-6 (LC 12), 8=-28 (LC 13), 10=-68 (LC 13), 11=-548 (LC 45) Max Grav 1=420 (LC 31), 8=705 (LC 50), 10=1554 (LC 28), 11=266 (LC 47) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-96/120, 2-3=-97/168, 3-11=-197/401, 3-4=-90/363, 4-5=-35/57, 5-6=-84/309, 6-7=-144/70, 7-8=-513/139 BOT CHORD 2-12=0/404, 11-12=-17/137, 10-11=-221/87, 9-10=-332/966, 8-9=-332/966 WEBS 5-10=-945/374, 3-5=-113/409, 3-10=-207/61, 2-11=-300/101, 6-10=-1324/425, 6-9=0/475, 6-8=-933/293 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-12 to 18-11-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 1, 548 lb uplift at joint 11, 28 lb uplift at joint 8 and 68 lb uplift at joint 10. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 lb down and 57 lb up at 3-1-12, and 206 lb down and 57 lb up at 6-8-4, and 137 lb down and 38 lb up at 16-8-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-7=-68, 11-12=-30, 8-11=-14 Concentrated Loads (lb) Vert: 3=-180, 18=-180, 21=-120 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097074AB06Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:24 Page: 1 ID:ZyHiQVLx2cwCJ85GiPcinPyEp?B-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =3x4 =2x4 =2x4 =3x4 =4x5 =4x12 =6x12 =4x5 =3x4 =2x4 =2x4 =3x10 =2x4 =3x6 =5x10 =6x8 9 23 8 7 24 6 5 25 151316 14 19 1 20 2 21 3 22 4 12 -6-4 3-9-4 3-9-4 3-10-7 12 -6-4 4-10 -9 8-7-13 0-0-15 8-8-12 0-3-12 4-1-0 0-3-12 3-9-4 0-7-8 12-6-4 1-0-9 8-7-13 3-2-0 11-10-12 3-5-8 3-5-8 3-6-4 7-7-4 2-10 -8 2-1-4 0-9-4 Scale = 1:50.6 Plate Offsets (X, Y):[4:0-4-8,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL)-0.07 6-7 >816 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.44 Vert(CT)-0.10 6-7 >564 240 BCLL 0.0 *Rep Stress Incr Yes WB 0.15 Horz(CT)0.00 19 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.01 6-7 >999 240 Weight: 81 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 2-13:2x8 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 9=0-5-8, 13=0-5-8, 19=0-5-8 Max Horiz 9=-55 (LC 10) Max Uplift 6=-6 (LC 9), 9=-16 (LC 8), 13=-54 (LC 9), 19=-28 (LC 43) Max Grav 6=587 (LC 47), 9=435 (LC 45), 13=590 (LC 40), 19=368 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-405/77, 1-17=-46/54, 2-17=-53/114, 2-18=-53/114, 3-18=-63/37, 3-4=-86/19, 5-14=-58/317, 4-14=-58/317 BOT CHORD 8-9=-52/54, 6-7=-24/58, 5-6=-24/58 WEBS 3-6=-434/168, 1-8=-76/65, 3-7=-57/35, 3-5=-52/118, 2-13=-218/591, 8-13=-30/377, 13-17=-30/377, 7-13=-5/170, 13-18=-5/170, 4-19=-383/55 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 13, 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 6, 16 lb uplift at joint 9, 54 lb uplift at joint 13 and 28 lb uplift at joint 19. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-68, 8-9=-14, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097075AC01Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:24 Page: 1 ID:1BrjXtzfy6mK3jTKwOEehhyEnUr-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =3x4 =2x4 =2x4 =3x4 =4x5 =4x12 =6x12 =4x5 =3x4 =2x4 =2x4 =2x4 =3x10 =4x6 =5x10 =6x8 9 22 8 7 23 6 24 5141215 13 18 1 19 2 20 3 21 4 12-6-4 3-9-4 3-9-4 4-2-10 7-11-14 4-6-6 12-6-4 0-4-10 7-11-14 0-3-12 4-1-0 0-3-12 3-9-4 0-7-8 12-6-4 3-5-8 3-5-8 3-6-4 7-7-4 3-10-14 11-10-12 2-10 -0 2-0-12 0-9-4 Scale = 1:51.5 Plate Offsets (X, Y):[4:0-4-8,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL)-0.05 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.07 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.01 18 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 6-7 >999 240 Weight: 80 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 2-12:2x8 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)9=0-11-0, 12=0-5-8, 18=0-5-8 Max Horiz 9=-54 (LC 10) Max Uplift 9=-24 (LC 8), 12=-53 (LC 9), 18=-12 (LC 8) Max Grav 9=520 (LC 45), 12=675 (LC 40), 18=499 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-490/149, 1-16=-39/72, 2-16=-60/140, 2-17=-60/140, 3-17=-60/41, 3-4=-151/39, 5-13=-48/451, 4-13=-48/451 BOT CHORD 8-9=-51/53, 6-7=-122/445, 5-6=-122/445 WEBS 1-8=-98/69, 3-6=0/430, 3-7=-523/142, 3-5=-433/104, 2-12=-256/476, 8-12=-33/384, 12-16=-33/384, 7-12=-68/404, 12-17=-68/404, 4-18=-523/128 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 12, 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 9, 53 lb uplift at joint 12 and 12 lb uplift at joint 18. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 lb down and 75 lb up at 0-1-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-68, 8-9=-14, 5-7=-14 Concentrated Loads (lb) Vert: 1=-180 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097076AC02Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:24 Page: 1 ID:hZe4JtrhQjWOw6dR8slnksyEn92-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =3x4 =3x4 =4x5 =4x12 =6x12 =4x5 =3x4 =3x4 =4x6 =5x10 =6x8 8 19 7 6 20 5 11 9 12 10 15 17 1811623 4 12 -6-4 3-9-4 3-9-4 4-2-10 7-11-14 4-6-6 12-6-4 0-3-12 4-1-0 0-3-12 3-9-4 0-7-8 12-6-4 3-5-8 3-5-8 7-9-12 11-10 -12 2-9-11 2-0-7 0-9-4 Scale = 1:50.2 Plate Offsets (X, Y):[4:0-4-8,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL)-0.20 5-6 >518 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.51 Vert(CT)-0.29 5-6 >351 240 BCLL 0.0 *Rep Stress Incr NO WB 0.12 Horz(CT)-0.01 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 5 >999 240 Weight: 144 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 2-9:2x8 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)8=0-11-0, 9=0-5-8, 15=0-5-8 Max Horiz 8=-54 (LC 10) Max Uplift 8=-19 (LC 8), 9=-80 (LC 9), 15=-24 (LC 8) Max Grav 8=484 (LC 44), 9=1193 (LC 1), 15=660 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-454/114, 1-13=-35/77, 2-13=-94/195, 2-14=-94/195, 3-14=-70/27, 3-4=-253/65, 5-10=-115/534, 4-10=-115/534 BOT CHORD 7-8=-55/61, 5-6=-287/628 WEBS 1-7=-116/86, 3-6=-721/333, 3-5=-531/269, 2-9=-254/372, 7-9=-42/392, 9-13=-42/392, 6-9=-156/445, 9-14=-156/445, 4-15=-694/268 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20% has been applied for the green lumber members. 9)Bearing at joint(s) 9, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 8, 80 lb uplift at joint 9 and 24 lb uplift at joint 15. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-158, 7-8=-14, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097077AC03Roof Special 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:25 Page: 1 ID:sitfHq6cjGM4fQSQpyze5hyEmxo-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =3x6 =3x4 =4x5 =4x12 =6x12 =4x5 =3x4 =2x4 =3x10 =4x6 =5x10 =6x8 9 21 8 7 22 6 23 5 13 11 14 12 17 1 18 2 19 3 20 4 10 12-0-4 0-5-10 0-5-10 2-9-10 3-3-4 4-2-10 7-5-14 4-6-6 12 -0-4 0-3-12 3-7-0 0-3-12 3-3-4 0-7-8 12-0-4 2-11-8 2-11-8 3-10-14 7-5-14 3-10-14 11-4-12 5-6-0 2-9-3 4-8-12 0-9-42-9-3 2-9-3 2-8-13 5-6-0 Scale = 1:71.5 Plate Offsets (X, Y):[4:0-4-8,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL)-0.05 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.07 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.27 Horz(CT)0.01 17 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 6-7 >999 240 Weight: 79 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 10-9:2x6 DF No.2 G, 2-11:2x8 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, 1-10, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)9=0-5-8, 11=0-5-8, 17=0-5-8 Max Horiz 9=-154 (LC 10) Max Uplift 9=-146 (LC 8), 11=-182 (LC 9), 17=-13 (LC 12) Max Grav 9=414 (LC 45), 11=668 (LC 40), 17=501 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-66/75, 2-15=-49/143, 2-16=-49/143, 3-16=-63/26, 3-4=-155/41, 5-12=-50/453, 4-12=-50/453, 1-9=-389/348, 1-10=0/0 BOT CHORD 8-9=-263/384, 6-7=-133/459, 5-6=-133/459 WEBS 1-8=-458/315, 3-6=0/430, 3-5=-443/109, 3-7=-531/144, 2-11=-277/464, 8-11=-207/377, 11-15=-207/377, 7-11=-68/403, 11-16=-68/403, 4-17=-526/133 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 11, 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uplift at joint 9, 182 lb uplift at joint 11 and 13 lb uplift at joint 17. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097078AC04Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:25 Page: 1 ID:z?qsoDPH7L5ik_5e60ru_YyEmsF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =4x12 =4x12 =4x12 =3x4 =4x5 =4x12 =6x12 =4x5 =3x4 =3x4 =4x6 =5x10 =6x8 2411 10 25 9 268 7 15 13 16 14 19 1 20 2 3 21 4 22 5 23 6 12 16 -0-4 0-1-12 0-1-12 0-6-0 -0-6-0 0-5-10 3-5-10 2-10-4 3-0-0 3-3-10 6-9-4 4-2-10 10 -11-14 4-6-6 15-6-4 0-3-12 7-1-0 0-3-12 6-9-4 0-8-5 3-8-12 0-7-8 15 -6-4 0-6-0 -0-6-0 2-8-12 6-5-8 3-0-7 3-0-7 7-9-12 14-10-12 8-0-0 1-2-2 1-11 -12 1-6-2 1-2-14 1-2-14 1-6-2 2-9-0 5-3-0 8-0-0 0-3-9 0-5-11 Scale = 1:95.5 Plate Offsets (X, Y):[1:0-3-9,0-3-0], [2:0-4-3,Edge], [6:0-4-8,0-2-12], [10:0-4-8,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL)-0.20 7-8 >518 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.51 Vert(CT)-0.29 7-8 >350 240 BCLL 0.0 *Rep Stress Incr NO WB 0.25 Horz(CT)-0.01 19 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 9 >999 240 Weight: 200 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 1-11:2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 10-12:2x6 DF No.2 G, 4-13:2x8 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-10, 3-12, 3-6. Except: 10-0-0 oc bracing: 3-12 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=0-5-8, 10=0-5-8, 13=0-5-8, 19=0-5-8 Max Horiz 1=-224 (LC 10) Max Uplift 1=-34 (LC 9), 10=-347 (LC 8), 13=-361 (LC 9), 19=-9 (LC 8) Max Grav 1=456 (LC 41), 10=595 (LC 51), 13=793 (LC 21), 19=499 (LC 40) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-148/143, 2-10=-634/811, 2-3=-527/704, 3-12=0/0, 3-17=-139/74, 4-17=-71/130, 4-18=-71/130, 5-18=-57/34, 5-6=-211/22, 7-14=-36/450, 6-14=-36/450 BOT CHORD 1-11=-1/411, 10-11=-27/114, 9-10=-543/832, 7-8=-138/426 WEBS 1-10=-211/320, 3-9=-887/596, 5-7=-387/129, 5-8=-500/158, 4-13=-296/341, 9-13=-369/576, 13-17=-369/576, 8-13=-58/319, 13-18=-58/319, 6-19=-523/108 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-7-12 to 15-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20% has been applied for the green lumber members. 9)Bearing at joint(s) 13, 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 10, 34 lb uplift at joint 1, 361 lb uplift at joint 13 and 9 lb uplift at joint 19. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 12)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 15)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-158, 4-6=-68, 10-11=-30, 9-10=-14, 7-8=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097079AC05Half Hip 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:25 Page: 1 ID:z?qsoDPH7L5ik_5e60ru_YyEmsF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =4x12 =5x10 =5x10 =3x4 =4x5 =4x12 =6x12 =4x5 =3x4 =2x4 =3x10 =4x6 =5x10 =6x8 2512 11 26 10 9 27 8 728161417 15 20 1 21 2 3 22 4 23 5 24 6 13 16-0-4 0-1-12 0-1-12 0-6-0 -0-6-0 0-5-10 3-5-10 2-10-4 3-0-0 3-3-10 6-9-4 4-2-10 10 -11-14 4-6-6 15-6-4 0-3-12 7-1-0 0-3-12 6-9-4 0-8-5 3-8-12 0-7-8 15-6-4 0-6-0 -0-6-0 2-8-12 6-5-8 3-0-7 3-0-7 3-10-14 10-11-14 3-10-14 14-10-12 8-0-0 1-2-2 1-11 -4 1-5-10 1-2-14 1-2-14 1-5-10 2-8-8 5-3-8 8-0-0 0-3-9 0-5-11 Scale = 1:98 Plate Offsets (X, Y):[1:0-3-9,0-3-0], [2:0-4-3,Edge], [3:0-6-1,0-2-4], [6:0-4-8,0-2-12], [11:0-2-8,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL)-0.05 8-9 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.07 8-9 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.49 Horz(CT)0.01 20 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 8-9 >999 240 Weight: 102 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 1-12:2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 11-13:2x6 DF No.2 G, 4-14:2x8 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-11, 3-13, 3-6. Except: 6-11-0 oc bracing: 3-13 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. REACTIONS (size)1=0-5-8, 11=0-5-8, 14=0-5-8, 20=0-5-8 Max Horiz 1=-225 (LC 10) Max Uplift 1=-35 (LC 9), 11=-346 (LC 8), 14=-369 (LC 9), 20=-11 (LC 8) Max Grav 1=455 (LC 41), 11=521 (LC 52), 14=848 (LC 21), 20=500 (LC 40) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-144/139, 2-11=-532/768, 2-3=-441/660, 3-13=0/0, 3-18=-127/89, 4-18=-54/152, 4-19=-54/152, 5-19=-65/31, 5-6=-159/35, 7-15=-38/452, 6-15=-38/452 BOT CHORD 1-12=-1/411, 11-12=-27/114, 10-11=-550/834, 8-9=-116/468, 7-8=-116/468 WEBS 1-11=-213/317, 3-10=-925/609, 5-8=0/430, 5-7=-448/91, 5-9=-539/124, 4-14=-358/394, 10-14=-374/596, 14-18=-374/596, 9-14=-56/403, 14-19=-56/403, 6-20=-527/111 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-7-12 to 15-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 14, 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 346 lb uplift at joint 11, 35 lb uplift at joint 1, 369 lb uplift at joint 14 and 11 lb uplift at joint 20. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down and 77 lb up at 7-3-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 14)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-6=-68, 11-12=-30, 10-11=-14, 7-9=-14 Concentrated Loads (lb) Vert: 4=-210 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097080AC06Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:26 Page: 1 ID:pbxz9bK0gC78JQlCwvBAw4yEmpm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x6 =4x5 =3x4 =4x6 =5x10 =5x10 =4x8 =2x4 =3x4 =3x4 =4x5 =4x12 =6x12 =4x5 =3x4 =2x4 =3x10 =4x6 =5x10 =6x8 3811 10 9393618331714133712222023 16 34 35 15 21 26 1 27 2 28 3 4295 30 6 31 7 32 8 19 16-0-4 0-1-12 0-1-12 1-1-12 4-7-6 0-6-0 -0-6-0 1-4-6 3-0-0 1-5-13 1-7-10 0-5-10 3-5-10 2-1-14 6-9-4 4-2-10 10 -11-14 4-6-6 15-6-4 0-1-12 4-7-6 0-3-2 3-8-12 0-3-4 4-0-0 0-3-12 6-9-4 0-3-12 7-1-0 0-5-9 4-5-10 0-7-8 15 -6-4 0-6-0 -0-6-0 1-10 -2 6-5-8 3-5-10 3-5-10 3-10-14 10-11-14 3-10-14 14-10-12 8-0-0 1-2-2 1-10 -12 0-7-41-5-2 1-2-14 1-2-14 1-5-2 2-8-0 5-4-0 8-0-0 0-3-9 0-3-11 0-2-0 Scale = 1:116.7 Plate Offsets (X, Y):[1:0-3-1,Edge], [3:0-2-4,0-2-8], [8:0-4-8,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL)-0.05 10-11 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.07 10-11 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.90 Horz(CT)0.02 20 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 14 >999 240 Weight: 106 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 1-18:2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 17-19:2x6 DF No.2 G, 6-20:2x8 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-17, 4-19, 4-8. Except: 6-8-0 oc bracing: 4-19 10-0-0 oc bracing: 16-17 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=0-5-8, 16=0-5-8, 20=0-5-8, 26=0-5-8 Max Horiz 1=-228 (LC 10) Max Uplift 1=-37 (LC 8), 16=-229 (LC 8), 20=-324 (LC 9), 26=-22 (LC 8) Max Grav 1=456 (LC 42), 16=525 (LC 33), 20=824 (LC 21), 26=500 (LC 41) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-339/456, 2-3=-414/588, 16-17=-34/431, 3-16=-448/582, 3-4=-406/571, 4-19=0/0, 4-5=-494/316, 5-24=-35/79, 6-24=-107/169, 6-25=-107/169, 7-25=-69/85, 7-8=-162/41, 9-21=-61/453, 8-21=-61/453 BOT CHORD 1-18=-81/419, 17-18=-154/375, 15-16=-551/831, 13-14=0/0, 12-13=-244/378, 10-11=-137/477, 9-10=-137/477 WEBS 5-12=-624/405, 13-15=0/212, 5-15=-294/473, 4-15=-589/414, 2-18=-345/158, 2-17=-422/121, 7-10=0/430, 7-11=-545/147, 7-9=-454/134, 6-20=-384/372, 12-20=-323/518, 20-24=-323/518, 11-20=-67/402, 20-25=-67/402, 8-26=-528/135 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-12 to 15-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 20, 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 1, 229 lb uplift at joint 16, 324 lb uplift at joint 20 and 22 lb uplift at joint 26. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down and 77 lb up at 7-3-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 14)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-8=-68, 17-18=-30, 15-16=-14, 12-14=-14, 9-11=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097081AC07Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:26 Page: 1 ID:AXVtTy37x8Sr0lyusBwWg?yEZlT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) Concentrated Loads (lb) Vert: 6=-210 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097081AC07Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:26 Page: 2 ID:AXVtTy37x8Sr0lyusBwWg?yEZlT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x6 =4x5 =3x4 =4x6 =7x10 =5x10 =4x8 =2x4 =3x4 =3x4 =4x5 =6x12 =4x12 =4x5 =3x4 =2x4 =3x10 =4x6 =5x10 =6x8 11 36 10 37 918331714133512222023 16 34 15 21 26 1 27 2 28 3 4295 30 6 31 7 32 8 19 16-0-4 0-1-12 0-1-12 1-1-1 4-6-11 0-6-0 -0-6-0 1-4-6 3-0-0 0-5-10 3-5-10 1-5-13 1-7-10 2-2-9 6-9-4 4-2-10 10-11-14 4-6-6 15-6-4 0-1-12 4-6-11 0-3-2 3-8-12 0-3-4 4-0-0 0-3-12 6-9-4 0-3-12 7-1-0 0-4-14 4-4-15 0-7-8 15-6-4 0-6-0 -0-6-0 1-10-13 6-5-8 3-5-10 3-5-10 3-10-14 10 -11-14 3-10 -14 14-10-12 8-0-0 1-2-2 1-10 -4 0-7-41-4-10 1-2-14 1-2-14 1-4-10 2-7-8 5-4-8 8-0-0 0-3-9 0-3-11 0-2-0 Scale = 1:113.6 Plate Offsets (X, Y):[1:0-3-1,Edge], [3:0-2-4,0-3-8], [8:0-4-8,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL)-0.05 10-11 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.07 10-11 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.91 Horz(CT)0.02 20 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 14 >999 240 Weight: 105 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 1-18:2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 17-19:2x6 DF No.2 G, 6-20:2x8 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-17, 4-19, 4-8. Except: 6-5-0 oc bracing: 4-19 10-0-0 oc bracing: 16-17 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=0-5-8, 16=0-5-8, 20=0-5-8, 26=0-5-8 Max Horiz 1=-228 (LC 10) Max Uplift 1=-40 (LC 8), 16=-222 (LC 8), 20=-320 (LC 9), 26=-22 (LC 8) Max Grav 1=456 (LC 42), 16=524 (LC 33), 20=821 (LC 21), 26=500 (LC 41) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-342/460, 2-3=-431/615, 16-17=-34/431, 3-16=-448/577, 3-4=-403/567, 4-19=0/0, 4-5=-513/329, 5-24=-36/81, 6-24=-109/174, 6-25=-109/174, 7-25=-69/86, 7-8=-165/42, 9-21=-61/452, 8-21=-61/452 BOT CHORD 1-18=-89/419, 17-18=-168/375, 15-16=-555/837, 13-14=0/0, 12-13=-252/389, 10-11=-139/485, 9-10=-139/485 WEBS 5-12=-624/405, 13-15=0/211, 5-15=-288/461, 4-15=-576/405, 2-18=-345/172, 2-17=-422/129, 7-10=0/429, 7-11=-552/149, 7-9=-459/135, 6-20=-383/378, 12-20=-317/509, 20-24=-317/509, 11-20=-67/402, 20-25=-67/402, 8-26=-530/136 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-12 to 15-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 20, 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 1, 222 lb uplift at joint 16, 320 lb uplift at joint 20 and 22 lb uplift at joint 26. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down and 77 lb up at 7-3-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 14)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-8=-68, 17-18=-30, 15-16=-14, 12-14=-14, 9-11=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097082AC08Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:27 Page: 1 ID:JH7v09hEqpo3Z62b4GKPzmyEZi4-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) Concentrated Loads (lb) Vert: 6=-210 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097082AC08Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:27 Page: 2 ID:JH7v09hEqpo3Z62b4GKPzmyEZi4-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x6 =3x4 =3x4 =3x6 =5x10 =4x12 =4x8=2x4 =3x4 =3x4 =4x5 =4x12 =6x12 =4x5 =3x4 =3x4 =4x6 =5x10 =6x8 3217 161312341110 35 9 211922 15 33 14 20 25 1 26 2 27 3 4285 29 6 30 7 31 8 18 16-0-4 0-1-12 0-1-12 1-0-10 4-6-4 0-6-0 -0-6-0 1-4-6 3-0-0 0-5-10 3-5-10 1-5-13 1-7-10 2-3-0 6-9-4 4-2-10 10-11-14 4-6-6 15-6-4 0-1-12 4-6-4 0-3-2 3-8-12 0-3-4 4-0-0 0-3-12 6-9-4 0-3-12 7-1-0 0-4-7 4-4-8 0-7-8 15-6-4 0-6-0 -0-6-0 1-11-4 6-5-8 3-5-10 3-5-10 7-9-12 14-10-12 8-0-0 1-2-2 1-9-15 0-7-41-4-5 1-2-14 1-2-14 1-4-5 2-7-3 5-4-13 8-0-0 0-3-9 0-3-11 0-2-0 Scale = 1:113.6 Plate Offsets (X, Y):[1:0-3-1,Edge], [3:0-2-4,0-2-8], [8:0-4-8,0-2-12], [14:0-3-8,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL)-0.20 9-10 >520 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.51 Vert(CT)-0.29 9-10 >352 240 BCLL 0.0 *Rep Stress Incr NO WB 0.46 Horz(CT)0.01 25 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 13 >999 240 Weight: 204 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 1-17:2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 16-18:2x6 DF No.2 G, 6-19:2x8 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-16, 4-18, 4-8. Except: 10-0-0 oc bracing: 15-16, 4-18 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=0-5-8, 15=0-5-8, 19=0-5-8, 25=0-5-8 Max Horiz 1=-229 (LC 10) Max Uplift 1=-44 (LC 8), 15=-210 (LC 8), 19=-369 (LC 9), 25=-37 (LC 9) Max Grav 1=457 (LC 42), 15=509 (LC 33), 19=1185 (LC 21), 25=610 (LC 41) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-344/464, 2-3=-447/643, 15-16=-34/431, 3-15=-434/555, 3-4=-381/547, 4-18=0/0, 4-5=-513/330, 5-23=-51/96, 6-23=-118/219, 6-24=-118/219, 7-24=-86/90, 7-8=-261/53, 9-20=-100/510, 8-20=-100/510 BOT CHORD 1-17=-97/420, 16-17=-184/377, 14-15=-552/834, 12-13=0/0, 11-12=-253/392, 9-10=-255/592 WEBS 5-11=-669/423, 12-14=0/211, 5-14=-263/442, 4-14=-544/376, 2-17=-347/187, 2-16=-420/135, 7-10=-678/276, 7-9=-517/258, 6-19=-423/232, 11-19=-327/539, 19-23=-327/539, 10-19=-116/399, 19-24=-116/399, 8-25=-649/218 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-12 to 15-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20% has been applied for the green lumber members. 9)Bearing at joint(s) 19, 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 1, 210 lb uplift at joint 15, 369 lb uplift at joint 19 and 37 lb uplift at joint 25. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 12)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097083AC09Half Hip 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:27 Page: 1 ID:IE6A3y2UwIpcU?s?hDDOslyEZ_R-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 15)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down and 77 lb up at 7-3-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 16)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-6=-68, 6-8=-128, 16-17=-30, 14-15=-14, 11-13=-14, 9-10=-14 Concentrated Loads (lb) Vert: 6=-210 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097083AC09Half Hip 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:27 Page: 2 ID:IE6A3y2UwIpcU?s?hDDOslyEZ_R-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x6 =4x5 =3x4 =4x6 =7x10 =7x10 =4x8 =2x4 =3x4 =3x4 =4x5 =4x12 =6x12 =4x5 =3x4 =2x4 =3x10 =4x6 =5x10 =6x8 18 17331413 12 11 36 10 37 935222023 16 3415 21 26 1 27 2 28 3 4295 30 6 31 7 32 8 19 16-0-4 0-1-12 0-1-12 1-0-1 4-5-11 0-6-0 -0-6-0 0-5-10 3-5-10 1-4-7 3-0-0 1-5-13 1-7-9 2-3-9 6-9-4 4-2-10 10-11-14 4-6-6 15-6-4 0-1-12 4-5-11 0-3-2 3-8-12 0-3-4 4-0-0 0-3-12 7-1-0 0-3-12 6-9-4 0-3-14 4-3-15 0-7-8 15-6-4 0-6-0 -0-6-0 1-11-13 6-5-8 3-5-10 3-5-10 3-10-14 10-11-14 3-10-14 14 -10 -12 8-0-0 1-2-2 1-9-8 0-7-41-3-14 1-2-14 1-2-14 1-3-14 2-6-12 5-5-4 8-0-0 0-3-9 0-3-11 0-2-0 Scale = 1:101.9 Plate Offsets (X, Y):[1:0-3-1,Edge], [3:0-2-4,0-3-8], [8:0-4-8,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL)-0.05 10-11 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.07 10-11 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.93 Horz(CT)0.02 20 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 14 >999 240 Weight: 104 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 1-18:2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 17-19:2x6 DF No.2 G, 6-20:2x8 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-17, 4-19, 4-8. Except: 5-11-0 oc bracing: 4-19 10-0-0 oc bracing: 16-17 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=0-5-8, 16=0-5-8, 20=0-5-8, 26=0-5-8 Max Horiz 1=-229 (LC 10) Max Uplift 1=-46 (LC 8), 16=-210 (LC 8), 20=-314 (LC 9), 26=-21 (LC 8) Max Grav 1=456 (LC 42), 16=523 (LC 33), 20=816 (LC 21), 26=500 (LC 41) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-346/467, 2-3=-459/658, 16-17=-34/431, 3-16=-447/569, 3-4=-398/561, 4-19=0/0, 4-5=-541/347, 5-24=-37/84, 6-24=-113/180, 6-25=-113/180, 7-25=-70/86, 7-8=-169/43, 9-21=-60/452, 8-21=-60/452 BOT CHORD 1-18=-101/419, 17-18=-190/375, 15-16=-560/845, 13-14=0/0, 12-13=-263/406, 10-11=-142/497, 9-10=-142/497 WEBS 5-12=-622/404, 13-15=0/210, 5-15=-278/442, 4-15=-556/392, 2-18=-345/194, 2-17=-421/142, 7-10=0/429, 7-11=-563/151, 7-9=-467/137, 6-20=-382/388, 12-20=-307/495, 20-24=-307/495, 11-20=-67/402, 20-25=-67/402, 8-26=-532/136 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-12 to 15-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 20, 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 1, 210 lb uplift at joint 16, 314 lb uplift at joint 20 and 21 lb uplift at joint 26. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down and 77 lb up at 7-3-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 14)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-8=-68, 17-18=-30, 15-16=-14, 12-14=-14, 9-11=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097084AC10Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:28 Page: 1 ID:lh1Ybzv8yAfhWq1b9EY0PuzNyoT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) Concentrated Loads (lb) Vert: 6=-210 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097084AC10Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:28 Page: 2 ID:lh1Ybzv8yAfhWq1b9EY0PuzNyoT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =4x6 =4x5 =3x4 =4x6 =7x10 =7x10 =4x8 =2x4 =3x4 =3x4 =4x5 =4x12 =6x12 =4x5 =3x4 =2x4 =3x10 =4x6 =5x10 =6x8 18 33 171413 351211 36 10 37 38 9 222023 16 3415 21 26 1 27 2 28 3 4295 30 6 31 7 32 8 19 16 -0-4 0-1-12 0-1-12 0-11-15 4-5-9 0-6-0 -0-6-0 0-5-10 3-5-10 1-4-6 3-0-0 1-5-14 1-7-10 2-3-11 6-9-4 4-2-10 10-11-14 4-6-6 15-6-4 0-1-12 4-5-9 0-3-2 3-8-12 0-3-4 4-0-0 0-3-12 7-1-0 0-3-12 6-9-4 0-3-12 4-3-13 0-7-8 15-6-4 0-6-0 -0-6-0 1-11-15 6-5-8 3-5-10 3-5-10 3-10-14 10-11-14 3-10 -14 14-10-12 8-0-0 1-2-2 1-9-6 0-7-41-3-12 1-2-14 1-2-14 1-3-12 2-6-10 5-5-6 8-0-0 0-3-9 0-3-11 0-2-0 Scale = 1:105.2 Plate Offsets (X, Y):[1:0-3-1,Edge], [3:0-2-4,0-3-8], [8:0-4-8,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL)-0.05 10-11 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(CT)-0.07 10-11 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.94 Horz(CT)0.02 20 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 14 >999 240 Weight: 104 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 1-18:2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 17-19:2x6 DF No.2 G, 6-20:2x8 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-17, 4-19, 4-8. Except: 5-10-0 oc bracing: 4-19 10-0-0 oc bracing: 16-17 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1=0-5-8, 16=0-5-8, 20=0-5-8, 26=0-5-8 Max Horiz 1=-843 (LC 27) Max Uplift 1=-47 (LC 8), 16=-256 (LC 29), 20=-313 (LC 9), 26=-133 (LC 30) Max Grav 1=456 (LC 46), 16=523 (LC 37), 20=816 (LC 21), 26=500 (LC 45) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-849/821, 2-3=-714/701, 16-17=-34/431, 3-16=-447/568, 3-4=-398/560, 4-19=0/0, 4-5=-544/349, 5-24=-280/303, 6-24=-113/181, 6-25=-113/181, 7-25=-371/359, 7-8=-414/337, 9-21=-163/452, 8-21=-163/452 BOT CHORD 1-18=-102/419, 17-18=-194/375, 15-16=-561/846, 13-14=0/0, 12-13=-264/408, 10-11=-324/594, 9-10=-324/594 WEBS 5-12=-621/404, 13-15=0/210, 5-15=-276/440, 4-15=-553/390, 2-18=-345/197, 2-17=-422/144, 7-10=0/429, 7-9=-566/341, 7-11=-614/312, 6-20=-382/389, 12-20=-305/493, 20-24=-305/493, 11-20=-148/402, 20-25=-148/402, 8-26=-532/139 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-4-12 to 15-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 20, 26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1, 256 lb uplift at joint 16, 313 lb uplift at joint 20 and 133 lb uplift at joint 26. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 1750 lb. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 14-6-4 to 16-0-4 for 1166.7 plf. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 14)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down and 77 lb up at 7-3-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 15)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097085AC11Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:28 Page: 1 ID:m__i5Mwk4ML3UAvMkTUSEfyDWEJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-8=-68, 17-18=-30, 15-16=-14, 12-14=-14, 9-11=-14 Concentrated Loads (lb) Vert: 6=-210 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097085AC11Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:28 Page: 2 ID:m__i5Mwk4ML3UAvMkTUSEfyDWEJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =4x6 =6x12 =6x12 =3x6 =3x4 =5x6 =3x10 =2x6 =4x8 =2x4 =3x4 =3x6 17 28 29 161331 12 32 11 33 10 34 915 30 14 1 19 2 20 3 42122 5 23 6 7 26 27 82425 18 16-0-40-5-10 3-11-10 1-8-1 1-8-1 1-9-15 3-6-0 1-10 -9 5-10 -4 2-6-5 8-4-9 3-8-15 12-1-8 3-10-12 16-0-4 0-0-6 4-0-0 0-6-0 4-6-0 1-2-7 5-8-7 2-8-2 8-4-9 3-8-15 12-1-8 3-10-12 16-0-4 3-11-10 3-11-10 8-0-0 1-2-0 8-0-0 0-7-41-3-9 1-2-14 1-2-14 1-3-9 2-6-7 5-5-9 8-0-0 Scale = 1:84.8 Plate Offsets (X, Y):[3:0-3-8,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL)-0.01 10-11 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.43 Vert(CT)-0.03 11-12 >999 240 BCLL 0.0 *Rep Stress Incr Yes WB 0.53 Horz(CT)-0.01 9 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-SH Wind(LL)-0.02 13 >999 240 Weight: 451 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G *Except* 4-8:2x8 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 5-12:2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 16-18:2x6 DF No.2 G, 4-15:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-16, 4-18, 4-8. Except: 6-0-0 oc bracing: 15-16 10-0-0 oc bracing: 4-18 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 10-0-0 oc bracing: 12-14 REACTIONS (size)9=0-5-8, 15=0-5-8 Max Horiz 15=266 (LC 9) Max Uplift 9=-211 (LC 9), 15=-257 (LC 9) Max Grav 9=1755 (LC 21), 15=4912 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-459/35, 1-2=-142/31, 2-3=-1173/5409, 15-16=-1974/413, 3-15=-2537/1100, 3-4=-3154/984, 4-18=0/0, 4-5=-1084/1090, 5-6=-2515/800, 6-7=-2515/800, 7-8=-86/38, 8-9=-799/161 BOT CHORD 16-17=-2411/502, 14-15=-4656/2191, 12-14=-167/884, 5-14=-2510/716, 12-13=0/0, 11-12=-672/822, 10-11=-632/2298, 9-10=-632/2298 WEBS 2-16=-3284/742, 2-17=-589/2845, 4-14=-1307/4987, 7-9=-2538/688, 7-10=-92/341, 7-11=-283/385, 6-11=-784/261, 5-11=-742/2814 NOTES 1)4-ply truss to be connected together with SDW 22638 as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20% has been applied for the green lumber members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint 9 and 257 lb uplift at joint 15. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 259 lb down and 47 lb up at 7-3-4, and 722 lb down and 131 lb up at 15-0-6, and 923 lb down and 168 lb up at 10-3-14 on top chord, and 11 lb down and 2 lb up at 3-8-13, 1846 lb down and 336 lb up at 7-3-4, 370 lb down and 67 lb up at 3-1-12, and 864 lb down and 157 lb up at 0-1-13, and 358 lb down and 65 lb up at 0-1-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-116, 4-8=-116, 17-29=-30, 16-29=-14, 14-15=-14, 12-13=-14, 9-12=-14 Concentrated Loads (lb) Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097086AC12Half Hip Girder 1 4PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:29 Page: 1 ID:0kx5vxWrUjp4frL9DFRKoByDWIj-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) Vert: 17=-990 (F=-700, B=-290), 16=-9, 23=-210, 25=-748 (B), 27=-585 (B), 29=-300 (B), 32=-1495 (F) Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097086AC12Half Hip Girder 1 4PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:29 Page: 2 ID:0kx5vxWrUjp4frL9DFRKoByDWIj-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =5x6 =6x12 =2x4 =4x8 =5x6 =3x4 =4x12 =3x4 =6x8 =3x6 =3x4 =4x6 =3x4 =2x4 22 12 20 11 21 10 9 23 8 6 19 714 181152 16 17 3 4 5 13 12 -6-4 0-5-10 0-5-10 7-0-11 1-2-11 12-6-4 0-5-10 0-5-10 2-11-11 3-5-5 3-1-12 6-7-1 4-2-14 11-3-9 0-6-0 0-6-0 1-4-7 12-6-4 2-11-5 3-5-5 3-4-9 6-9-14 4-3-15 11-1-13 8-0-0 2-5-15 1-10 -13 1-10 -11 1-10 -11 0-7-4 2-5-15 5-6-1 8-0-0 Scale = 1:65.1 Plate Offsets (X, Y):[1:0-7-5,0-3-0], [5:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL)-0.04 9-10 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.42 Vert(CT)-0.09 9-10 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.47 Horz(CT)0.02 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 10 >999 240 Weight: 88 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 3-10,10-4,14-10:2x6 DF No.2 G, 13-12:2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-11-2 max.): 1-3, 4-5, 6-9, 6-7, 1-13. BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. REACTIONS (size)8=0-5-8, 12=0-5-8 Max Horiz 12=281 (LC 11) Max Uplift 8=-109 (LC 9), 12=-108 (LC 8) Max Grav 8=930 (LC 39), 12=985 (LC 49) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1584/715, 2-3=-1584/715, 3-10=-1243/529, 4-14=-940/290, 4-5=-543/159, 6-9=-180/655, 5-6=-536/85, 6-7=-36/24, 7-8=-482/57, 1-12=-957/402, 1-13=0/0 BOT CHORD 11-12=-733/1109, 10-11=-671/1578, 9-10=-583/1446, 8-9=-225/605 WEBS 6-8=-928/329, 4-9=-1036/435, 2-11=-737/203, 3-11=-408/333, 1-11=-594/1285 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) interior zone and C-C Corner (3) 0-4-10 to 12-4-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 8 and 108 lb uplift at joint 12. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 259 lb down and 56 lb up at 3-9-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-116, 4-5=-116, 6-7=-116, 8-12=-14 Concentrated Loads (lb) Vert: 16=-210 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097087AC13Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:30 Page: 1 ID:oTlqpkTL85kTaWpzf5R?GlyDWNx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =5x8 =5x10 =3x4 =3x4 =3x4 =M18AHS 10x18 =3x4 =3x4 =4x6 =2x4 =4x6 =3x4 =2x4 19 11 10 9 20 8 18 6 17 713 1 14 2 15 3 4 16 5 12 12-6-4 0-5-10 0-5-10 7-0-11 1-2-11 12 -6-4 0-5-10 0-5-10 3-0-12 3-6-6 3-0-12 6-7-1 4-2-14 11-3-9 0-6-0 0-6-0 1-4-7 12-6-4 4-3-9 11-1-13 6-4-4 6-10-4 8-0-0 2-5-7 1-10 -5 1-10 -3 1-10 -3 0-7-4 2-5-7 5-6-9 8-0-0 Scale = 1:65.1 Plate Offsets (X, Y):[11:0-3-8,0-2-8] Loading (psf)Spacing 1-7-3 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL)-0.13 10-11 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.63 Vert(CT)-0.20 10-11 >728 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.29 Horz(CT)0.01 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 10 >999 240 Weight: 82 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 3-10,10-4:2x4 DF No.2 G, 12-11,13-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-3-2 max.): 1-3, 4-5, 6-9, 6-7, 1-12. BOT CHORD Rigid ceiling directly applied or 7-7-12 oc bracing. REACTIONS (size)8=0-5-8, 11=0-5-8 Max Horiz 11=228 (LC 11) Max Uplift 8=-90 (LC 9), 11=-92 (LC 8) Max Grav 8=821 (LC 40), 11=916 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-789/506, 2-3=-1236/450, 3-10=-1154/329, 4-13=-1158/361, 4-5=-1247/482, 6-9=0/390, 5-6=-674/241, 6-7=-31/19, 7-8=-462/47, 1-11=-479/112, 1-12=0/0 BOT CHORD 10-11=-678/1365, 9-10=-170/491, 8-9=-188/529 WEBS 5-10=-389/924, 2-11=-1160/531, 2-10=-261/463, 6-8=-830/274 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-13 to 12-4-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for the green lumber members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 8 and 92 lb uplift at joint 11. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 259 lb down and 56 lb up at 3-9-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-93, 4-5=-93, 6-7=-93, 8-11=-11 Concentrated Loads (lb) Vert: 2=-210 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097088AC14Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:30 Page: 1 ID:kKOGfExGQL4yOT88ri0INoyER3v-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =6x12 =5x8 =4x5 =3x4 =3x10 =M18AHS 10x18 =3x4 =5x6 =3x6 =4x6 =3x4 =2x4 21 22 12 20 11 10 9 23 8 6 19 714 1 15 2 3 4 18 51617 13 12-6-4 0-5-10 0-5-10 7-0-11 1-2-11 12 -6-4 0-5-10 0-5-10 2-9-5 3-2-15 3-4-3 6-7-1 4-2-14 11-3-9 0-6-0 0-6-0 1-4-7 12-6-4 2-8-15 3-2-15 3-7-0 6-9-14 4-3-15 11-1-13 8-0-0 2-4-15 1-9-13 1-9-11 1-9-11 0-7-4 2-4-15 5-7-1 8-0-0 Scale = 1:65.1 Plate Offsets (X, Y):[1:0-7-5,0-3-0], [14:0-9-0,0-3-9] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.05 9-10 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.51 Vert(CT)-0.09 9-10 >999 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.49 Horz(CT)0.02 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 10 >999 240 Weight: 92 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 13-12:2x6 DF SS G, 14-10:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-5 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-11 max.): 1-3, 10-14, 4-5, 6-9, 6-7, 1-13. Except: 6-0-0 oc bracing: 4-14 BOT CHORD Rigid ceiling directly applied or 7-4-5 oc bracing. REACTIONS (size)8=0-5-8, 12=0-5-8 Max Horiz 12=-240 (LC 10) Max Uplift 8=-106 (LC 9), 12=-106 (LC 8) Max Grav 8=937 (LC 40), 12=991 (LC 50) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1651/762, 2-3=-815/333, 10-14=0/418, 3-14=-846/269, 4-14=-783/205, 4-5=-676/226, 6-9=-171/670, 5-6=-533/97, 6-7=-37/23, 7-8=-484/58, 1-12=-966/394, 1-13=0/0 BOT CHORD 11-12=-703/1085, 10-11=-723/1834, 9-10=-734/1860, 8-9=-237/647 WEBS 6-8=-963/337, 5-14=-115/135, 9-14=-1365/553, 2-11=-673/228, 1-11=-592/1321, 2-14=-883/433, 11-14=-693/342 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) interior zone and C-C Corner (3) 0-4-10 to 12-4-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for the green lumber members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 8 and 106 lb uplift at joint 12. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 259 lb down and 56 lb up at 3-9-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-116, 4-5=-116, 6-7=-116, 8-12=-14 Concentrated Loads (lb) Vert: 16=-210 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097089AC15Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:30 Page: 1 ID:?Jw1MMmn3O0zSEZOrWYfofyEY6_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x12 =6x12 =4x6 =4x5 =3x6 =3x6 19 9 17 18 8 7 20 6 1 11 2 3 1213 4 14 15 16 5 10 16-0-4 0-5-10 3-11-10 3-6-0 3-6-0 6-0-5 9-11-15 6-0-5 16-0-4 0-0-6 4-0-0 3-11-10 3-11-10 5-11-15 9-11-15 6-0-5 16-0-4 8-0-0 1-2-0 8-0-0 1-1-9 1-2-14 1-2-14 1-1-9 2-4-7 5-7-9 8-0-0 Scale = 1:63.9 Plate Offsets (X, Y):[2:0-4-3,Edge], [3:0-7-5,0-3-0], [8:0-4-8,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL)-0.08 6-7 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.42 Vert(CT)-0.14 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.62 Horz(CT)0.01 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 6-7 >999 240 Weight: 212 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G *Except* 3-5:2x8 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 8-10:2x6 DF SS G, 3-8:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-8, 3-10, 3-5. Except: 10-0-0 oc bracing: 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 8=0-5-8 Max Horiz 8=260 (LC 9) Max Uplift 6=-210 (LC 9), 8=-218 (LC 8) Max Grav 6=1687 (LC 21), 8=2794 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-88/575, 1-2=-553/2628, 2-8=-2138/639, 2-3=-1674/589, 3-10=0/0, 3-4=-2870/1006, 4-5=-180/42, 5-6=-993/224 BOT CHORD 8-9=-72/76, 7-8=-1499/1254, 6-7=-1042/2900 WEBS 1-8=-2627/571, 4-7=-944/422, 3-7=-1195/3291, 4-6=-2890/1048 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-6-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 15-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20% has been applied for the green lumber members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift at joint 8 and 210 lb uplift at joint 6. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 722 lb down and 131 lb up at 15-0-6, and 923 lb down and 168 lb up at 10-3-14 on top chord, and 370 lb down and 67 lb up at 0-1-13, and 370 lb down and 67 lb up at 3-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-116, 3-13=-221, 5-13=-116, 8-9=-30, 6-8=-14 Concentrated Loads (lb) Vert: 9=-300 (F), 14=-748 (F), 16=-585 (F), 18=-300 (F) Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097090AC16Half Hip Girder 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:31 Page: 1 ID:ndt23_GdbNgmNm6bpoga3uyEXzb-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x4 =6x8 =3x6 =3x4 =3x6 =3x4 6 10 5 11 4 1 8 2 9 3 7 12-0-4 0-5-10 0-5-10 5-7-8 6-1-2 5-11-1 12-0-4 5-11-1 12-0-4 6-1-2 6-1-2 5-6-0 2-4-0 5-6-0 2-4-0 2-4-0 3-2-0 5-6-0 Scale = 1:51.5 Plate Offsets (X, Y):[3:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL)-0.15 4-5 >943 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 Vert(CT)-0.22 4-5 >641 240 BCLL 0.0 *Rep Stress Incr NO WB 0.77 Horz(CT)0.01 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 5 >999 240 Weight: 64 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 7-6:2x6 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (4-4-5 max.): 1-3, 1-7, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-1-8 oc bracing. REACTIONS (size)4=0-5-8, 6=0-5-8 Max Horiz 6=-170 (LC 8) Max Uplift 4=-67 (LC 9), 6=-65 (LC 8) Max Grav 4=645 (LC 34), 6=681 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1150/558, 2-3=-97/48, 3-4=-444/103, 1-6=-641/360, 1-7=0/0 BOT CHORD 5-6=-398/604, 4-5=-596/1182 WEBS 1-5=-644/1008, 2-5=-253/271, 2-4=-1191/589 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 4 and 65 lb uplift at joint 6. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 210 lb down and 64 lb up at 3-4-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-6=-14 Concentrated Loads (lb) Vert: 8=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097091AC17Flat11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:31 Page: 1 ID:vUo5dUS5WU0s7qcQYNRZ1ZyEXy3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x4 =7x8 =4x6 =3x4 =4x6 =3x6 12 6 11 5 4 1 8 9 2 10 3 7 12-0-4 0-5-10 0-5-10 5-4-9 5-10 -3 6-2-1 12-0-4 5-10-3 5-10-3 6-2-1 12-0-4 5-6-0 2-3-8 5-6-0 2-3-8 2-3-8 3-2-8 5-6-0 Scale = 1:51.5 Plate Offsets (X, Y):[3:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL)-0.16 4-5 >850 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.79 Vert(CT)-0.26 4-5 >536 240 BCLL 0.0 *Rep Stress Incr NO WB 0.57 Horz(CT)0.02 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 5 >999 240 Weight: 64 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 7-6:2x6 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (2-4-4 max.): 1-3, 1-7, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEBS 1 Row at midpt 2-4 REACTIONS (size)4=0-5-8, 6=0-5-8 Max Horiz 6=-170 (LC 10) Max Uplift 4=-65 (LC 9), 6=-63 (LC 8) Max Grav 4=932 (LC 34), 6=980 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1644/554, 2-3=-141/51, 3-4=-575/113, 1-6=-937/342, 1-7=0/0 BOT CHORD 5-6=-396/642, 4-5=-591/1675 WEBS 2-5=-444/272, 1-5=-635/1529, 2-4=-1655/576 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 4 and 63 lb uplift at joint 6. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 41 lb up at 3-4-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-116, 4-6=-14 Concentrated Loads (lb) Vert: 9=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097092AC18Flat11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:31 Page: 1 ID:IQPgw8nXIUCd9KHKoitap2yEXv3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =7x8 =3x10 =4x5 =3x4 =4x5 =3x6 =3x6 8 14 7 15 6 16 5 10 111 2 12 3 13 4 9 12-0-4 0-5-10 0-5-10 3-8-7 4-2-1 3-10 -3 8-0-4 4-0-0 12-0-4 3-10 -3 8-0-4 4-0-0 12-0-4 4-2-1 4-2-1 5-6-0 2-3-6 5-6-0 2-3-6 2-3-6 3-2-10 5-6-0 Scale = 1:51.5 Plate Offsets (X, Y):[7:0-3-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL)-0.05 6-7 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.58 Vert(CT)-0.12 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.81 Horz(CT)0.02 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 6-7 >999 240 Weight: 83 lb FT = 20% LUMBER TOP CHORD 2x8 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 9-8:2x6 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (5-7-2 max.): 1-4, 1-9, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-0-10 oc bracing. REACTIONS (size)5=0-5-8, 8=0-5-8 Max Horiz 8=-172 (LC 8) Max Uplift 5=-103 (LC 9), 8=-72 (LC 8) Max Grav 5=1181 (LC 35), 8=1226 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2431/770, 2-3=-2177/614, 3-4=-96/35, 4-5=-547/90, 1-8=-1209/434, 1-9=0/0 BOT CHORD 7-8=-369/621, 6-7=-804/2460, 5-6=-648/2206 WEBS 3-5=-2364/685, 2-7=-860/301, 1-7=-634/2131, 2-6=-327/178, 3-6=-36/344 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 5 and 72 lb uplift at joint 8. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 41 lb up at 3-4-4, and 448 lb down and 97 lb up at 4-2-14, and 448 lb down and 97 lb up at 7-9-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. 12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-116, 5-8=-14 Concentrated Loads (lb) Vert: 3=-358 (B), 2=-358 (B), 11=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097093AC19Flat Girder 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:32 Page: 1 ID:MOv2LWnbl_frd47H9et2gYyEXtm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =5x6 =4x5 =3x4 =M18AHS 10x18 =3x4 =3x4 =3x4 =3x4 =3x4 =M18AHS 10x18 =3x4 =3x4 =3x6 =3x4 11 20 10 21 9 22 8 13 14 1 2 3 17 4 18 5 6 19 71516 12 12 -0-4 0-5-10 0-5-10 0-5-10 4-5-11 0-5-10 8-0-7 1-6-9 6-0-4 1-6-9 7-6-13 0-5-10 0-5-10 3-6-7 4-0-1 3-11-13 12-0-4 3-8-9 7-10-9 4-1-11 12 -0-4 4-2-0 4-2-0 5-6-0 2-2-14 1-7-10 1-7-12 1-7-12 1-7-10 1-7-10 0-7-4 2-2-14 3-3-2 5-6-0 Scale = 1:57.2 Plate Offsets (X, Y):[2:Edge,0-3-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.04 8-9 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.39 Vert(CT)-0.10 9-10 >999 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.47 Horz(CT)0.01 8 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 9-10 >999 240 Weight: 76 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 2-10,10-3,5-9,9-6:2x4 DF No.2 G, 12-11,13-10,14-9:2x6 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (5-1-1 max.): 1-2, 3-5, 6-7, 1-12, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-10-3 oc bracing. REACTIONS (size)8=0-5-8, 11=0-5-8 Max Horiz 11=-234 (LC 8) Max Uplift 8=-62 (LC 9), 11=-61 (LC 8) Max Grav 8=874 (LC 40), 11=921 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1378/480, 2-10=-1304/405, 3-13=-1252/385, 3-4=-1369/511, 4-5=-1287/365, 5-9=-1231/289, 6-14=-1200/310, 6-7=-1242/382, 7-8=-838/261, 1-11=-884/316, 1-12=0/0 BOT CHORD 10-11=-497/707, 9-10=-509/1292, 8-9=-33/80 WEBS 1-10=-486/1386, 7-9=-427/1333, 4-10=-161/287, 4-9=-217/233 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-13 to 11-10-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for the green lumber members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 8 and 61 lb uplift at joint 11. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 41 lb up at 3-4-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-116, 3-5=-116, 6-7=-116, 8-11=-14 Concentrated Loads (lb) Vert: 16=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097094AC20Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:32 Page: 1 ID:8RgktflZKB?tkbwuPquZ?VzNhfE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =7x8 =3x10 =4x5 =3x4 =4x5 =3x6 =3x6 8 14 7 15 6 16 5 13110112123 4 9 12-0-4 0-5-10 0-5-10 3-8-7 4-2-1 3-10 -3 8-0-4 4-0-0 12-0-4 3-10 -3 8-0-4 4-0-0 12-0-4 4-2-1 4-2-1 5-6-0 2-2-12 5-6-0 2-2-12 2-2-12 3-3-4 5-6-0 Scale = 1:51.5 Plate Offsets (X, Y):[7:0-3-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL)-0.05 6-7 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.59 Vert(CT)-0.13 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.83 Horz(CT)0.02 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 6-7 >999 240 Weight: 82 lb FT = 20% LUMBER TOP CHORD 2x8 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 9-8:2x6 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (5-6-3 max.): 1-4, 1-9, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-11-9 oc bracing. REACTIONS (size)5=0-5-8, 8=0-5-8 Max Horiz 8=-172 (LC 8) Max Uplift 5=-103 (LC 9), 8=-72 (LC 8) Max Grav 5=1181 (LC 35), 8=1226 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2496/791, 2-3=-2236/631, 3-4=-101/35, 4-5=-550/91, 1-8=-1208/434, 1-9=0/0 BOT CHORD 7-8=-379/642, 6-7=-824/2524, 5-6=-664/2263 WEBS 3-5=-2411/698, 2-7=-855/299, 1-7=-645/2169, 2-6=-334/180, 3-6=-35/344 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 5 and 72 lb uplift at joint 8. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 41 lb up at 3-4-4, and 448 lb down and 97 lb up at 4-2-14, and 448 lb down and 97 lb up at 7-9-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. 12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-116, 5-8=-14 Concentrated Loads (lb) Vert: 3=-358 (F), 2=-358 (F), 11=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097095AC21Flat Girder 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:32 Page: 1 ID:8UPTkDpHbhQqQX608oWJIsyEXQ1-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =6x8 =3x10 =4x5 =3x4 =4x5 =3x6 =3x6 8 14 7 15 6 16 5 12110112 3 13 4 9 12-0-4 0-5-10 0-5-10 3-8-7 4-2-1 3-10 -3 8-0-4 4-0-0 12-0-4 3-10 -3 8-0-4 4-0-0 12-0-4 4-2-1 4-2-1 5-6-0 2-2-8 5-6-0 2-2-8 2-2-8 3-3-8 5-6-0 Scale = 1:51.5 Plate Offsets (X, Y):[7:0-3-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL)-0.05 6-7 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.12 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.75 Horz(CT)0.02 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 6-7 >999 240 Weight: 82 lb FT = 20% LUMBER TOP CHORD 2x8 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 9-8:2x6 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (5-8-12 max.): 1-4, 1-9, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-1-11 oc bracing. REACTIONS (size)5=0-5-8, 8=0-5-8 Max Horiz 8=-172 (LC 8) Max Uplift 5=-80 (LC 9), 8=-70 (LC 8) Max Grav 5=1031 (LC 35), 8=1173 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2296/750, 2-3=-1732/524, 3-4=-96/32, 4-5=-532/84, 1-8=-1136/413, 1-9=0/0 BOT CHORD 7-8=-382/644, 6-7=-783/2324, 5-6=-556/1760 WEBS 3-5=-1867/582, 2-7=-761/279, 1-7=-598/1946, 2-6=-635/249, 3-6=-67/425 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 5 and 70 lb uplift at joint 8. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 41 lb up at 3-4-4, and 530 lb down and 115 lb up at 4-2-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. 12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-116, 5-8=-14 Concentrated Loads (lb) Vert: 2=-423 (B), 11=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097096AC22Flat Girder 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:33 Page: 1 ID:iMlU24tcnjQouZWr083tbQyEXM3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x8 =3x6 =6x8 =3x4 =4x12 =3x4 =6x8 =3x4 =3x4 =3x6 =3x4 9 8 17 7 18 6 16 11 141121323 4 515 10 12-0-4 0-5-10 0-5-10 4-5-11 0-5-10 0-5-10 3-6-7 4-0-1 3-10-5 8-4-0 3-8-4 12-0-4 3-8-4 12-0-4 4-1-2 8-4-0 4-2-14 4-2-14 5-6-0 2-2-0 1-6-12 1-6-14 1-6-12 1-6-12 0-7-4 2-2-0 3-4-0 5-6-0 Scale = 1:51.5 Plate Offsets (X, Y):[1:0-4-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL)-0.05 7-8 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.48 Vert(CT)-0.10 7-8 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.37 Horz(CT)0.02 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 7-8 >999 240 Weight: 72 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 2-8,8-3,10-9,11-8:2x6 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (5-1-1 max.): 1-2, 3-5, 1-10, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-0-15 oc bracing. REACTIONS (size)6=0-5-8, 9=0-5-8 Max Horiz 9=-217 (LC 10) Max Uplift 6=-65 (LC 9), 9=-59 (LC 8) Max Grav 6=907 (LC 37), 9=933 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-575/361, 2-8=-908/421, 3-11=-1205/381, 3-4=-1230/390, 4-5=-71/35, 5-6=-498/67, 1-9=-526/97, 1-10=0/0 BOT CHORD 8-9=-609/1447, 7-8=-569/1463, 6-7=-425/1230 WEBS 2-9=-1340/471, 4-7=-36/344, 4-6=-1354/449, 3-7=-386/161 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-13 to 11-10-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 6 and 59 lb uplift at joint 9. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 41 lb up at 3-4-4 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-116, 3-5=-116, 6-9=-14 Concentrated Loads (lb) Vert: 13=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097097AC23Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:33 Page: 1 ID:CFa7xYytWGzXvr5iXZez1UyEXJO-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =7x8 =3x10 =4x5 =3x4 =4x5 =3x6 =3x6 8 14 7 15 6 16 5 1 2 12 3 13 41011 9 12-0-4 0-5-10 0-5-10 3-8-7 4-2-1 3-10 -3 8-0-4 4-0-0 12-0-4 3-10 -3 8-0-4 4-0-0 12-0-4 4-2-1 4-2-1 5-6-0 2-1-10 5-6-0 2-1-10 2-1-10 3-4-6 5-6-0 Scale = 1:51.5 Plate Offsets (X, Y):[7:0-3-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL)-0.05 6-7 >999 360 MT20 220/195 TCDL 38.0 Lumber DOL 1.25 BC 0.58 Vert(CT)-0.12 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.77 Horz(CT)0.02 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 6-7 >999 240 Weight: 82 lb FT = 20% LUMBER TOP CHORD 2x8 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 9-8:2x6 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (5-7-5 max.): 1-4, 1-9, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. REACTIONS (size)5=0-5-8, 8=0-5-8 Max Horiz 8=173 (LC 9) Max Uplift 5=-80 (LC 9), 8=-70 (LC 8) Max Grav 5=1031 (LC 35), 8=1173 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2383/780, 2-3=-1801/545, 3-4=-103/32, 4-5=-535/86, 1-8=-1135/414, 1-9=0/0 BOT CHORD 7-8=-397/677, 6-7=-811/2409, 5-6=-577/1827 WEBS 3-5=-1922/599, 2-7=-753/276, 1-7=-613/1992, 2-6=-652/256, 3-6=-66/424 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 5 and 70 lb uplift at joint 8. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 41 lb up at 3-4-4, and 530 lb down and 115 lb up at 4-2-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. 12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-116, 5-8=-14 Concentrated Loads (lb) Vert: 2=-423 (F), 11=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097098AC24Flat Girder 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:33 Page: 1 ID:OGRHD?XPuCL4Wq1h9szSIuyEXHM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x4 =6x8 =3x6 =3x4 =3x6 =3x4 6 10 5 11 4 1 8 2 9 3 7 11-7-12 0-5-10 0-5-10 5-5-4 5-10-14 5-8-14 11-7-12 0-0-6 0-0-6 5-8-14 11-7-12 5-10-8 5-10-14 5-6-0 2-1-2 5-6-0 2-1-2 2-1-2 3-4-14 5-6-0 Scale = 1:53.4 Plate Offsets (X, Y):[3:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL)-0.14 4-5 >996 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.68 Vert(CT)-0.20 4-5 >670 240 BCLL 0.0 *Rep Stress Incr NO WB 0.74 Horz(CT)0.01 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 5 >999 240 Weight: 62 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 7-6:2x6 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (4-3-11 max.): 1-3, 1-7, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-10-1 oc bracing. REACTIONS (size)4=0-5-8, 6=0-7-0 Max Horiz 6=172 (LC 9) Max Uplift 4=-68 (LC 9), 6=-66 (LC 8) Max Grav 4=635 (LC 34), 6=675 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1219/608, 2-3=-111/47, 3-4=-443/102, 1-6=-635/363, 1-7=0/0 BOT CHORD 5-6=-446/684, 4-5=-641/1248 WEBS 2-5=-249/269, 2-4=-1243/630, 1-5=-695/1058 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 6 and 68 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 210 lb down and 66 lb up at 2-11-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-6=-14 Concentrated Loads (lb) Vert: 8=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097099AC25Flat11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:34 Page: 1 ID:l1pR_8CYiPO8ERJSRdzbZiyEXGU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =5x6 =3x4 =3x4 =3x6 =2x4 6 11 5 12 4 1 8 9 2 10 3 7 10-8-7 0-5-10 0-5-10 4-11-10 5-5-4 5-3-3 10-8-7 0-0-13 0-0-13 5-3-3 10-8-7 5-4-8 5-5-4 5-6-0 2-0-14 5-6-0 2-0-14 2-0-14 3-5-2 5-6-0 Scale = 1:53.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL)-0.05 4-5 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.32 Vert(CT)-0.08 4-5 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.28 Horz(CT)0.01 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 5 >999 240 Weight: 116 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 7-6:2x6 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, 1-7, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)4=0-5-8, 6=0-6-3 Max Horiz 6=172 (LC 9) Max Uplift 4=-131 (LC 9), 6=-79 (LC 8) Max Grav 4=825 (LC 1), 6=811 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1891/832, 2-3=-123/65, 3-4=-526/177, 1-6=-824/487, 1-7=0/0 BOT CHORD 5-6=-462/723, 4-5=-865/1919 WEBS 1-5=-924/1465, 2-5=-419/359, 2-4=-1901/852 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20% has been applied for the green lumber members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4 and 79 lb uplift at joint 6. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 210 lb down and 69 lb up at 2-0-7 on top chord. The design/ selection of such connection device(s) is the responsibility of others. 13)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-8=-68, 3-8=-143, 4-6=-14 Concentrated Loads (lb) Vert: 8=-150 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097100AC26Flat12PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:34 Page: 1 ID:uovoL29PHglNCCdhr__ubizNiCs-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =5x6 =3x4 =3x4 =3x4 =2x4 6 10 5 11 4 1 8 2 9 3 7 8-10-1 0-5-10 0-5-10 4-0-7 4-6-1 4-4-0 8-10 -1 0-0-6 0-0-6 4-4-0 8-10 -1 4-5-11 4-6-1 5-6-0 2-0-7 5-6-0 2-0-7 2-0-7 3-5-9 5-6-0 Scale = 1:44.4 Plate Offsets (X, Y):[1:0-2-0,0-3-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL)-0.08 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.53 Vert(CT)-0.11 5-6 >938 240 BCLL 0.0 *Rep Stress Incr NO WB 0.27 Horz(CT)0.01 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.01 5 >999 240 Weight: 50 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 7-6:2x6 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, 1-7, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)4=0-5-8, 6=0-7-0 Max Horiz 6=-172 (LC 10) Max Uplift 4=-71 (LC 9), 6=-71 (LC 8) Max Grav 4=558 (LC 34), 6=558 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-700/434, 2-3=-23/25, 3-4=-428/87, 1-6=-533/313, 1-7=0/0 BOT CHORD 5-6=-431/616, 4-5=-466/722 WEBS 2-4=-767/487, 2-5=-208/239, 1-5=-513/722 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 6 and 71 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097101AC27Flat11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:34 Page: 1 ID:ey3OS1VsoaUGjIJu_ItArmzNxaE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =5x8 =3x4 =3x4 =3x4 =2x4 6 10 5 11 4 1 8 2 9 3 7 6-10-1 0-5-10 0-5-10 3-0-7 3-6-1 3-4-0 6-10-1 0-0-6 0-0-6 3-4-0 6-10-1 3-5-11 3-6-1 5-6-0 1-11 -15 5-6-0 1-11 -15 1-11 -15 3-6-1 5-6-0 Scale = 1:44.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL)-0.03 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.38 Vert(CT)-0.05 5-6 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.14 Horz(CT)0.00 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.01 5 >999 240 Weight: 42 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 7-6:2x6 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, 1-7, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)4=0-5-8, 6=0-7-0 Max Horiz 6=173 (LC 9) Max Uplift 4=-86 (LC 9), 6=-86 (LC 8) Max Grav 4=516 (LC 40), 6=516 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-508/358, 2-3=-23/25, 3-4=-416/76, 1-6=-497/324, 1-7=0/0 BOT CHORD 5-6=-421/609, 4-5=-389/534 WEBS 1-5=-454/537, 2-5=-200/243, 2-4=-590/423 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 4 and 86 lb uplift at joint 6. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097102AC28Flat11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:34 Page: 1 ID:EvR7zetIV5Osx2AsIJxRbJzNxZl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x8 =3x6 =6x12 =2x4 =6x8 4 9 3 6 7 1 8 2 5 4-10-1 0-5-10 0-5-10 4-4-7 4-10 -1 0-0-6 0-0-6 0-7-8 4-10-1 4-2-3 4-2-9 5-6-0 1-11 -7 5-0-8 0-5-81-11 -7 1-11 -7 3-6-9 5-6-0 Scale = 1:48 Plate Offsets (X, Y):[1:0-4-0,Edge], [2:0-3-0,0-3-0], [6:0-4-0,0-2-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL)-0.07 3-4 >736 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.53 Vert(CT)-0.10 3-4 >533 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 3 >999 240 Weight: 34 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 5-4:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, 1-5, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)4=0-7-0, 7=0-5-8 Max Horiz 4=-164 (LC 10) Max Uplift 4=-114 (LC 8), 7=-113 (LC 9) Max Grav 4=470 (LC 31), 7=403 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-592/412, 3-6=0/407, 2-6=0/407, 1-4=-433/149, 1-5=0/0 BOT CHORD 3-4=-143/202 WEBS 2-4=-357/530, 2-7=-446/288 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 4 and 113 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097103AC29Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:34 Page: 1 ID:4QRW3l_O33ryL1eL7w3nnVzNxYK-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x6 =6x8 =6x12 =2x4 =6x8 4 39 6 7 1 8 2 5 2-10-1 0-5-10 0-5-10 2-4-7 2-10 -1 0-0-6 0-0-6 0-7-8 2-10-1 2-2-3 2-2-9 5-6-0 1-10 -15 5-0-8 0-5-81-10 -15 1-10 -15 3-7-1 5-6-0 Scale = 1:48 Plate Offsets (X, Y):[1:0-3-0,Edge], [2:0-3-0,0-3-0], [6:0-4-0,0-2-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL)-0.01 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.22 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 3 >999 240 Weight: 26 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 5-4:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, 1-5, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)4=0-7-0, 7=0-5-8 Max Horiz 4=-164 (LC 10) Max Uplift 4=-201 (LC 8), 7=-202 (LC 9) Max Grav 4=427 (LC 31), 7=323 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-556/370, 3-6=0/393, 2-6=0/393, 1-4=-402/163, 1-5=0/0 BOT CHORD 3-4=-146/207 WEBS 2-4=-333/500, 2-7=-535/365 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 4 and 202 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097104AC30Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:35 Page: 1 ID:PAviuPA2LgZjUMf1yIn9MgzNxSv-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x4 =4x5 =4x6 =6x16 =3x6 =4x12 =2x6 8 13 7 6 14 5 410 1 11 2 12 3 9 5-10-15 0-6-15 5-10-15 1-7-4 5-4-0 3-8-12 3-8-12 0-1-7 5-10 -15 0-2-11 5-9-8 0-1-0 3-6-0 0-6-8 4-0-8 1-6-5 5-6-13 3-5-0 3-5-0 6-6-0 1-2-0 0-3-9 1-3-5 1-3-5 5-2-11 6-6-0 Scale = 1:61.2 Plate Offsets (X, Y):[3:0-6-7,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL)0.00 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.38 Vert(CT)0.00 5-6 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.51 Horz(CT)0.00 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 5-6 >999 240 Weight: 38 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 5-9,7-2,2-6:2x6 DF No.2 G, 2-10:2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 10=0-5-8 Max Horiz 10=214 (LC 9) Max Uplift 5=-853 (LC 38), 10=-466 (LC 8) Max Grav 5=389 (LC 8), 10=1483 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-54/409, 1-2=-455/1473, 2-3=-935/1126, 3-5=-699/855, 3-9=0/0 BOT CHORD 7-8=-42/105, 5-6=-647/1023, 4-5=0/0 WEBS 7-10=-488/261, 6-10=-386/625, 2-10=-499/303, 3-6=-1302/1060, 1-7=-1479/525 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 5 and 466 lb uplift at joint 10. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 7-8=-30, 5-6=-30, 4-5=-68 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097105AD01Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:35 Page: 1 ID:PxHRKSF68pFYIB8tfLKjIVyDZV2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x8 =6x16 =4x8 =3x6 =2x6 =4x12 =6x8 =2x4 10 16 9 8 17 7 18 612 1 13 2 14 3 4 15 5 11 7-10-15 0-5-10 5-9-10 1-7-4 5-4-0 2-1-5 7-10 -15 3-8-12 3-8-12 0-0-1 5-6-13 0-6-10 3-6-0 1-0-10 5-6-12 1-0-2 4-6-2 2-4-2 7-10 -15 2-11-6 2-11-6 6-6-0 1-2-0 6-6-0 0-8-1 1-3-5 1-3-5 0-8-1 1-11 -6 4-6-10 6-6-0 Scale = 1:59.3 Plate Offsets (X, Y):[4:0-6-6,0-2-0], [8:0-3-8,0-2-0], [9:0-3-8,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL)-0.01 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.32 Vert(CT)-0.01 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.49 Horz(CT)0.00 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 6-7 >999 240 Weight: 49 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 7-11,2-9,2-8:2x6 DF No.2 G, 12-2:2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-7, 4-11, 4-5. Except: 10-0-0 oc bracing: 4-11 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6= Mechanical, 7=0-5-8, 12=0-5-8 Max Horiz 12=209 (LC 9) Max Uplift 6=-310 (LC 9), 7=-481 (LC 31), 12=-83 (LC 8) Max Grav 6=397 (LC 36), 7=363 (LC 43), 12=1304 (LC 41) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-34/408, 1-2=-300/1278, 2-3=-488/1243, 3-7=-743/740, 3-4=-708/733, 4-11=0/0, 4-5=-29/8, 5-6=-408/112 BOT CHORD 9-10=-36/85, 7-8=-414/438, 6-7=-845/858 WEBS 3-8=-1055/414, 4-6=-1024/1010, 9-12=-890/200, 2-12=-488/222, 8-12=-522/392, 1-9=-1300/331 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 7-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 481 lb uplift at joint 7, 310 lb uplift at joint 6 and 83 lb uplift at joint 12. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-5=-68, 9-10=-30, 7-8=-30, 6-7=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097106AD02Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:35 Page: 1 ID:VEOPx3FcNEH2GHTZQgjTu7yDa_2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =5x8 =3x6 =3x4 7 11 6 12 5 1 9 2 3 10 4 8 9-10-15 0-5-10 3-11-10 3-6-0 3-6-0 5-11-5 9-10-15 0-2-13 3-8-13 3-6-0 3-6-0 6-2-2 9-10 -15 6-6-0 1-2-0 6-6-0 0-9-0 1-2-14 1-2-14 0-9-0 1-11 -14 4-6-2 6-6-0 Scale = 1:50.4 Plate Offsets (X, Y):[2:0-5-15,Edge], [3:0-3-8,0-3-0], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL)-0.11 5-6 >637 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.54 Vert(CT)-0.16 5-6 >463 240 BCLL 0.0 *Rep Stress Incr NO WB 0.73 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 55 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-1-15, 6=0-5-8 Max Horiz 6=208 (LC 9) Max Uplift 5=-153 (LC 31), 6=-205 (LC 8) Max Grav 5=453 (LC 40), 6=966 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-33/381, 1-2=-376/1561, 2-6=-600/558, 2-3=-463/458, 3-8=0/0, 3-4=-125/45, 4-5=-462/150 BOT CHORD 6-7=-61/83, 5-6=-980/1069 WEBS 1-6=-1543/403, 3-5=-1106/1024 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 6 and 153 lb uplift at joint 5. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097107AD03Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:35 Page: 1 ID:MjL3BxTrGYxzaBW284ny8ryEQSU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =7x10 =3x6 =3x4 7 11 6 12 5 1 9 2 3 10 4 8 10-2-8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 6-6-0 1-2-0 6-6-0 0-9-8 1-2-14 1-2-14 0-9-8 2-0-6 4-5-10 6-6-0 Scale = 1:57.6 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >581 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >420 240 BCLL 0.0 *Rep Stress Incr NO WB 0.78 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 57 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=208 (LC 9) Max Uplift 5=-134 (LC 31), 6=-200 (LC 8) Max Grav 5=462 (LC 35), 6=959 (LC 38) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-33/381, 1-2=-373/1561, 2-6=-597/547, 2-3=-459/448, 3-8=0/0, 3-4=-130/49, 4-5=-466/154 BOT CHORD 6-7=-61/83, 5-6=-950/1040 WEBS 1-6=-1542/399, 3-5=-1077/996 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint 6 and 134 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097108AD04Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:36 Page: 1 ID:YB8LKme3f12L5ysVmFVS15yEQR_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 3 10 4 8 10-2-8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 3-8-0 1-2-0 3-8-0 0-10 -0 1-2-14 1-2-14 0-10 -0 2-0-14 1-7-2 3-8-0 Scale = 1:45.7 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >579 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >419 240 BCLL 0.0 *Rep Stress Incr NO WB 0.35 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=108 (LC 9) Max Uplift 5=-134 (LC 31), 6=-122 (LC 8) Max Grav 5=462 (LC 35), 6=959 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-30/381, 1-2=-370/1561, 2-6=-574/388, 2-3=-337/284, 3-8=0/0, 3-4=-127/58, 4-5=-466/146 BOT CHORD 6-7=-61/82, 5-6=-844/453 WEBS 1-6=-1542/398, 3-5=-478/901 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 6 and 134 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097109AD05Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:36 Page: 1 ID:0BH0FYGhP0bzKxqUpARf82yEQQA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 3 10 4 8 10-2-8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 3-8-0 1-2-0 3-8-0 0-10 -8 1-2-14 1-2-14 0-10 -8 2-1-6 1-6-10 3-8-0 Scale = 1:45.7 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >578 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >419 240 BCLL 0.0 *Rep Stress Incr NO WB 0.35 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=107 (LC 11) Max Uplift 5=-134 (LC 38), 6=-122 (LC 8) Max Grav 5=462 (LC 35), 6=959 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-30/382, 1-2=-370/1560, 2-6=-574/387, 2-3=-336/284, 3-8=0/0, 3-4=-123/58, 4-5=-466/146 BOT CHORD 6-7=-61/82, 5-6=-825/443 WEBS 1-6=-1541/398, 3-5=-467/882 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 6 and 134 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097110AD06Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:36 Page: 1 ID:1SpRpMTLPEkYsYdlJEEeKeyEQPv-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 3 10 4 8 10-2-8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 3-8-0 1-2-0 3-8-0 0-11 -0 1-2-14 1-2-14 0-11 -0 2-1-14 1-6-2 3-8-0 Scale = 1:45.7 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >577 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >418 240 BCLL 0.0 *Rep Stress Incr NO WB 0.35 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=107 (LC 9) Max Uplift 5=-134 (LC 31), 6=-122 (LC 8) Max Grav 5=462 (LC 35), 6=959 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-30/382, 1-2=-370/1560, 2-6=-574/387, 2-3=-336/284, 3-8=0/0, 3-4=-120/58, 4-5=-466/146 BOT CHORD 6-7=-61/82, 5-6=-807/433 WEBS 1-6=-1541/398, 3-5=-456/865 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 6 and 134 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097111AD07Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:37 Page: 1 ID:K4GVrZmPlcl8lETNjHgGIiyEQPX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 12 5 1 9 2 3 10 4 8 10-2-8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 3-8-0 1-2-0 3-8-0 0-11 -8 1-2-14 1-2-14 0-11 -8 2-2-6 1-5-10 3-8-0 Scale = 1:45.7 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >575 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >417 240 BCLL 0.0 *Rep Stress Incr NO WB 0.35 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=107 (LC 9) Max Uplift 5=-134 (LC 31), 6=-121 (LC 8) Max Grav 5=462 (LC 35), 6=959 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-30/382, 1-2=-370/1560, 2-6=-574/387, 2-3=-336/283, 3-8=0/0, 3-4=-117/58, 4-5=-466/146 BOT CHORD 6-7=-61/82, 5-6=-789/424 WEBS 1-6=-1541/398, 3-5=-446/847 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097112AD08Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:37 Page: 1 ID:9V9CgR2qKgft?njoZcafkYyEQPA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =5x8 =4x6 =5x10 =6x8 7 13 6 14 5 9 10 1 11 2 3 12 4 8 10-2-8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 0-7-8 10-2-8 3-6-0 3-6-0 5-10-3 9-7-0 3-8-0 1-2-0 3-2-8 1-0-0 0-5-8 1-2-14 1-2-14 1-0-0 2-2-14 1-5-2 3-8-0 Scale = 1:46.1 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:0-4-8,0-2-12], [9:0-4-0,0-2-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL)-0.09 5-6 >789 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.13 5-6 >581 240 BCLL 0.0 *Rep Stress Incr NO WB 0.35 Horz(CT)-0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-5-8 Max Horiz 6=-92 (LC 10) Max Uplift 6=-117 (LC 8), 10=-161 (LC 31) Max Grav 6=960 (LC 31), 10=404 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-29/382, 1-2=-369/1560, 2-6=-576/373, 2-3=-340/269, 3-8=0/0, 3-4=-189/63, 5-9=-243/325, 4-9=-243/325 BOT CHORD 6-7=-61/83, 5-6=-784/377 WEBS 1-6=-1541/397, 3-5=-415/801, 4-10=-436/161 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 6 and 161 lb uplift at joint 10. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097113AD09Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:37 Page: 1 ID:OVj17KM8CgxB7min432mn1yEQOm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =5x8 =4x6 =5x10 =6x8 7 13 6 14 5 9 10 1 11 2 3 12 4 8 10-2-8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 0-7-8 10-2-8 3-6-0 3-6-0 5-10-3 9-7-0 3-8-0 1-2-0 3-2-8 1-0-8 0-5-8 1-2-14 1-2-14 1-0-8 2-3-6 1-4-10 3-8-0 Scale = 1:46.1 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:0-4-8,0-2-12], [9:0-4-0,0-2-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL)-0.10 5-6 >788 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.13 5-6 >580 240 BCLL 0.0 *Rep Stress Incr NO WB 0.35 Horz(CT)-0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-5-8 Max Horiz 6=-92 (LC 10) Max Uplift 6=-117 (LC 8), 10=-161 (LC 31) Max Grav 6=960 (LC 38), 10=404 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-29/382, 1-2=-369/1560, 2-6=-576/372, 2-3=-340/268, 3-8=0/0, 3-4=-185/61, 5-9=-243/325, 4-9=-243/325 BOT CHORD 6-7=-61/83, 5-6=-767/367 WEBS 1-6=-1541/397, 3-5=-405/787, 4-10=-434/161 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 6 and 161 lb uplift at joint 10. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097114AD10Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:37 Page: 1 ID:oLxbK9bhVpSMWrEdFGPSbFyEQOS-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =5x8 =4x6 =5x10 =6x8 14 7 13 6 5 9 10 1 11 2 123 4 8 10-2-8 0-11-1 10-2-8 0-5-10 3-11-10 3-6-0 3-6-0 5-3-13 9-3-7 0-2-13 3-8-13 0-7-8 10-2-8 3-6-0 3-6-0 5-10-3 9-7-0 3-8-0 1-2-0 3-2-8 1-1-0 0-5-8 1-2-14 1-2-14 1-1-0 2-3-14 1-4-2 3-8-0 Scale = 1:46.1 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:0-4-8,0-2-12], [9:0-4-0,0-2-15] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL)-0.10 5-6 >786 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.49 Vert(CT)-0.13 5-6 >580 240 BCLL 0.0 *Rep Stress Incr NO WB 0.35 Horz(CT)-0.01 10 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 54 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 10=0-5-8 Max Horiz 6=-91 (LC 10) Max Uplift 6=-117 (LC 8), 10=-161 (LC 31) Max Grav 6=960 (LC 31), 10=404 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-29/382, 1-2=-369/1560, 2-6=-576/371, 2-3=-340/267, 3-8=0/0, 3-4=-181/60, 5-9=-244/325, 4-9=-244/325 BOT CHORD 6-7=-61/82, 5-6=-752/358 WEBS 1-6=-1540/397, 3-5=-396/772, 4-10=-433/161 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 6 and 161 lb uplift at joint 10. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097115AD11Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:38 Page: 1 ID:iue5BP20_ackzlU3_iTRifyEQG7-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 12 7 11 6 5 1 9 2 3 10 4 8 10-2-8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 3-8-0 1-2-0 3-8-0 1-1-8 1-2-14 1-2-14 1-1-8 2-4-6 1-3-10 3-8-0 Scale = 1:45.7 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >570 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >415 240 BCLL 0.0 *Rep Stress Incr NO WB 0.35 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=105 (LC 9) Max Uplift 5=-134 (LC 31), 6=-121 (LC 8) Max Grav 5=462 (LC 35), 6=959 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-29/382, 1-2=-370/1559, 2-6=-574/386, 2-3=-334/282, 3-8=0/0, 3-4=-106/58, 4-5=-466/145 BOT CHORD 6-7=-61/82, 5-6=-726/391 WEBS 1-6=-1540/398, 3-5=-409/785 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097116AD12Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:38 Page: 1 ID:eYHGBvHxVP?1lgRjbCJuzfyEQFq-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 12 7 11 6 5 1 9 2 103 4 8 10-2-8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 3-8-0 1-2-0 3-8-0 1-2-0 1-2-14 1-2-14 1-2-0 2-4-14 1-3-2 3-8-0 Scale = 1:45.7 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL)-0.13 5-6 >569 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >414 240 BCLL 0.0 *Rep Stress Incr NO WB 0.35 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=105 (LC 9) Max Uplift 5=-134 (LC 31), 6=-121 (LC 8) Max Grav 5=462 (LC 35), 6=959 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-29/382, 1-2=-370/1559, 2-6=-573/385, 2-3=-334/281, 3-8=0/0, 3-4=-103/58, 4-5=-466/145 BOT CHORD 6-7=-61/82, 5-6=-711/383 WEBS 1-6=-1539/398, 3-5=-401/771 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097117AD13Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:38 Page: 1 ID:2OVqNlWUoZWB8lzZmPgantyEQFW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 12 7 11 6 5 1 9 2 103 4 8 10 -2-8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 3-8-0 1-2-0 3-8-0 1-2-8 1-2-14 1-2-14 1-2-8 2-5-6 1-2-10 3-8-0 Scale = 1:45.7 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL)-0.13 5-6 >568 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >414 240 BCLL 0.0 *Rep Stress Incr NO WB 0.35 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=105 (LC 9) Max Uplift 5=-134 (LC 38), 6=-121 (LC 8) Max Grav 5=462 (LC 35), 6=959 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-29/382, 1-2=-369/1559, 2-6=-573/385, 2-3=-333/281, 3-8=0/0, 3-4=-101/58, 4-5=-466/145 BOT CHORD 6-7=-62/82, 5-6=-697/376 WEBS 1-6=-1539/398, 3-5=-393/758 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097118AD14Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:38 Page: 1 ID:?280NFlOJOvVwgwDNuW22tyEQFD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 12 7 11 6 5 1 9 2 103 4 8 10 -2-8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10 -2-8 3-8-0 1-2-0 3-8-0 1-3-0 1-2-14 1-2-14 1-3-0 2-5-14 1-2-2 3-8-0 Scale = 1:45.7 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL)-0.13 5-6 >567 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >413 240 BCLL 0.0 *Rep Stress Incr NO WB 0.35 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=104 (LC 9) Max Uplift 5=-134 (LC 31), 6=-121 (LC 8) Max Grav 5=462 (LC 35), 6=959 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-29/382, 1-2=-369/1558, 2-6=-573/384, 2-3=-333/280, 3-8=0/0, 3-4=-99/59, 4-5=-466/145 BOT CHORD 6-7=-62/82, 5-6=-684/369 WEBS 1-6=-1539/398, 3-5=-385/745 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097119AD15Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:39 Page: 1 ID:3xYhWNxpn?oNDzZ5lYHZ92yEQF_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =4x12 =4x8 =6x8 =3x6 =3x4 7 11 6 5 12 1 9 2 3 10 4 8 10-2-8 0-5-10 3-11-10 3-6-0 3-6-0 6-2-14 10-2-8 0-2-13 3-8-13 3-6-0 3-6-0 6-5-11 10-2-8 3-8-0 1-2-0 3-8-0 1-3-8 1-2-14 1-2-14 1-3-8 2-6-6 1-1-10 3-8-0 Scale = 1:45.7 Plate Offsets (X, Y):[2:0-5-15,Edge], [4:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL)-0.13 5-6 >565 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(CT)-0.18 5-6 >413 240 BCLL 0.0 *Rep Stress Incr NO WB 0.35 Horz(CT)-0.01 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)5=0-5-8, 6=0-5-8 Max Horiz 6=104 (LC 9) Max Uplift 5=-134 (LC 31), 6=-121 (LC 8) Max Grav 5=462 (LC 35), 6=959 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-29/382, 1-2=-369/1558, 2-6=-573/384, 2-3=-332/280, 3-8=0/0, 3-4=-96/59, 4-5=-466/145 BOT CHORD 6-7=-62/82, 5-6=-671/362 WEBS 1-6=-1539/398, 3-5=-377/732 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 10-0-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 6 and 134 lb uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30 (F=-16), 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097120AD16Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:39 Page: 1 ID:Ix7WzGF6f?4hLzY5H?lfCXyEQEa-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =3x10 =4x6 =4x6 =2x4 =2x4 =2x4 =2x4 =2x4 =2x4 =3x4 =5x8 =4x6 7 18 6 19 5 14 15 1 16 2 3 17 4 8 8-8-8 0-5-10 3-11-10 1-7-2 5-6-12 1-1-12 8-8-8 2-0-0 7-6-12 3-6-0 3-6-0 0-2-13 3-8-13 0-5-10 8-8-8 1-9-15 5-6-12 2-8-2 8-2-14 3-6-0 3-6-0 6-6-0 1-2-0 5-8-12 1-3-14 0-9-4 1-2-14 1-2-14 1-3-14 2-6-12 3-11 -4 6-6-0 Scale = 1:65.9 Plate Offsets (X, Y):[4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL)-0.04 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.23 Vert(CT)-0.05 5-6 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.12 Horz(CT)0.01 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.01 5-6 >999 240 Weight: 117 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 15=0-3-8 Max Horiz 6=-189 (LC 10) Max Uplift 6=-233 (LC 8), 15=-206 (LC 31) Max Grav 6=1083 (LC 31), 15=419 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-33/386, 1-2=-474/1652, 2-6=-745/665, 2-3=-616/565, 3-8=0/0, 3-4=-192/141, 5-14=-356/383, 4-14=-356/383 BOT CHORD 6-7=-12/13, 5-6=-684/721 WEBS 1-6=-1699/482, 3-5=-778/777, 4-15=-498/376 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-1-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20% has been applied for the green lumber members. 9)Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 lb uplift at joint 6 and 206 lb uplift at joint 15. 11)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-128, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097121AD17Half Hip 1 2PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:39 Page: 1 ID:30fOndlSmuNjOQmAkqVVvOyEQDw-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =3x10 =4x6 =5x10 =2x4 =2x4 =2x4 =2x4 =2x4 =2x4 =3x4 =5x8 =4x6 7 18 6 19 5 14 15 1 16 2 3 17 4 8 8-8-8 0-5-10 3-11-10 1-7-2 5-6-12 1-1-12 8-8-8 2-0-0 7-6-12 3-6-0 3-6-0 0-2-13 3-8-13 0-5-10 8-8-8 1-9-15 5-6-12 2-8-2 8-2-14 3-6-0 3-6-0 6-6-0 1-2-0 5-8-12 1-4-6 0-9-4 1-2-14 1-2-14 1-4-6 2-7-4 3-10 -12 6-6-0 Scale = 1:65.9 Plate Offsets (X, Y):[4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.07 5-6 >780 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.46 Vert(CT)-0.10 5-6 >605 240 BCLL 0.0 *Rep Stress Incr NO WB 0.39 Horz(CT)-0.01 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.01 5-6 >999 240 Weight: 59 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 15=0-3-8 Max Horiz 6=-188 (LC 10) Max Uplift 6=-227 (LC 8), 15=-267 (LC 31) Max Grav 6=1009 (LC 31), 15=359 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-34/386, 1-2=-475/1652, 2-6=-605/591, 2-3=-476/491, 3-8=0/0, 3-4=-136/107, 5-14=-351/377, 4-14=-351/377 BOT CHORD 6-7=-12/13, 5-6=-692/728 WEBS 1-6=-1699/483, 3-5=-754/756, 4-15=-380/304 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-1-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 227 lb uplift at joint 6 and 267 lb uplift at joint 15. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097122AD18Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:39 Page: 1 ID:7AbUVZ8XEkPBDLCJcY40C7yEQDQ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =2x4 =4x5 =3x10 =4x6 =5x8 =2x4 =2x4 =2x4 =2x4 =3x4 =5x8 =4x6 7 16 6 17 5 12 13 1 14 2 3 15 4 8 8-8-8 0-5-10 3-11-10 1-7-2 5-6-12 3-6-0 3-6-0 3-1-12 8-8-8 0-2-13 3-8-13 0-5-10 8-8-8 1-9-15 5-6-12 2-8-2 8-2-14 3-6-0 3-6-0 6-6-0 1-2-0 5-8-12 1-4-14 0-9-4 1-2-14 1-2-14 1-4-14 2-7-12 3-10 -4 6-6-0 Scale = 1:63.2 Plate Offsets (X, Y):[4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.07 5-6 >779 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.46 Vert(CT)-0.10 5-6 >605 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)-0.01 13 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.01 5-6 >999 240 Weight: 57 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 13=0-3-8 Max Horiz 6=-188 (LC 10) Max Uplift 6=-226 (LC 8), 13=-267 (LC 31) Max Grav 6=1009 (LC 31), 13=359 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-34/386, 1-2=-475/1651, 2-6=-604/590, 2-3=-476/490, 3-8=0/0, 3-4=-134/105, 5-12=-352/376, 4-12=-352/376 BOT CHORD 6-7=-12/13, 5-6=-682/714 WEBS 1-6=-1698/483, 3-5=-743/747, 4-13=-379/302 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-1-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 226 lb uplift at joint 6 and 267 lb uplift at joint 13. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097123AD19Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:40 Page: 1 ID:fFZXs1KZTeQv8oROYvMmsVyEQDA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =2x4 =4x5 =3x10 =4x6 =5x8 =2x4 =2x4 =2x4 =2x4 =3x4 =5x8 =4x6 7 16 6 17 5 12 13 1 14 2 3 15 4 8 8-8-8 0-5-10 3-11-10 1-7-2 5-6-12 3-6-0 3-6-0 3-1-12 8-8-8 0-2-13 3-8-13 0-5-10 8-8-8 1-9-15 5-6-12 2-8-2 8-2-14 3-6-0 3-6-0 6-6-0 1-2-0 5-8-12 1-5-6 0-9-4 1-2-14 1-2-14 1-5-6 2-8-4 3-9-12 6-6-0 Scale = 1:63.2 Plate Offsets (X, Y):[4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.07 5-6 >779 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.46 Vert(CT)-0.10 5-6 >606 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)0.01 13 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.01 5-6 >999 240 Weight: 57 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 13=0-3-8 Max Horiz 6=-187 (LC 10) Max Uplift 6=-226 (LC 8), 13=-267 (LC 38) Max Grav 6=1009 (LC 31), 13=359 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-34/385, 1-2=-475/1649, 2-6=-603/589, 2-3=-475/489, 3-8=0/0, 3-4=-131/103, 5-12=-353/376, 4-12=-353/376 BOT CHORD 6-7=-12/13, 5-6=-670/701 WEBS 1-6=-1696/482, 3-5=-732/739, 4-13=-378/299 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-1-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 226 lb uplift at joint 6 and 267 lb uplift at joint 13. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097124AD20Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:40 Page: 1 ID:nlrSbUVjPe23Cowup75ptFyEQCz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =2x4 =4x5 =3x10 =4x6 =5x8 =2x4 =2x4 =2x4 =2x4 =3x4 =5x8 =4x6 7 16 6 17 5 12 13 1 14 2 3 15 4 8 8-8-8 0-5-10 3-11-10 1-7-2 5-6-12 3-6-0 3-6-0 3-1-12 8-8-8 0-2-13 3-8-13 0-5-10 8-8-8 1-9-15 5-6-12 2-8-2 8-2-14 3-6-0 3-6-0 6-6-0 1-2-0 5-8-12 1-5-14 0-9-4 1-2-14 1-2-14 1-5-14 2-8-12 3-9-4 6-6-0 Scale = 1:63.2 Plate Offsets (X, Y):[4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL)-0.07 5-6 >779 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.46 Vert(CT)-0.10 5-6 >606 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)0.01 13 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.01 5-6 >999 240 Weight: 57 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 13=0-3-8 Max Horiz 6=-187 (LC 10) Max Uplift 6=-225 (LC 8), 13=-267 (LC 31) Max Grav 6=1009 (LC 31), 13=359 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-34/385, 1-2=-475/1648, 2-6=-602/588, 2-3=-474/487, 3-8=0/0, 3-4=-129/101, 5-12=-354/375, 4-12=-354/375 BOT CHORD 6-7=-12/13, 5-6=-659/687 WEBS 1-6=-1695/482, 3-5=-721/730, 4-13=-377/297 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-1-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 6 and 267 lb uplift at joint 13. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097125AD21Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:40 Page: 1 ID:NShlXGfV6xp4ty?ae4L5SCyEQCl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =3x10 =4x6 =5x8 =2x4 =2x4 =2x4 =2x4 =3x4 =5x8 =4x6 7 16 6 17 5 12 13 1 14 2 3 15 4 8 8-8-8 0-5-10 3-11-10 1-7-2 5-6-12 3-6-0 3-6-0 3-1-12 8-8-8 0-2-13 3-8-13 0-5-10 8-8-8 1-9-15 5-6-12 2-8-2 8-2-14 3-6-0 3-6-0 6-6-0 1-2-0 5-8-12 1-6-6 0-9-4 1-2-14 1-2-14 1-6-6 2-9-4 3-8-12 6-6-0 Scale = 1:63.2 Plate Offsets (X, Y):[4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL)-0.07 5-6 >778 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.46 Vert(CT)-0.10 5-6 >606 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)0.01 13 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.01 5-6 >999 240 Weight: 57 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 13=0-3-8 Max Horiz 6=-186 (LC 10) Max Uplift 6=-225 (LC 8), 13=-267 (LC 31) Max Grav 6=1009 (LC 31), 13=359 (LC 40) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-33/384, 1-2=-474/1646, 2-6=-602/586, 2-3=-473/486, 3-8=0/0, 3-4=-127/99, 5-12=-355/375, 4-12=-355/375 BOT CHORD 6-7=-12/13, 5-6=-649/674 WEBS 1-6=-1693/482, 3-5=-711/722, 4-13=-377/295 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-1-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 6 and 267 lb uplift at joint 13. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097126AD22Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:41 Page: 1 ID:8FiCnpzBDdzXNoPObqIyzTyEQCM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =3x10 =4x6 =5x8 =2x4 =2x4 =2x4 =2x4 =2x4 =2x4 =3x4 =5x8 =4x6 7 18 6 19 5 14 15 1 16 2 3 17 4 8 8-8-81-7-2 5-6-12 0-5-10 3-11-10 2-0-0 7-6-12 1-1-12 8-8-8 3-6-0 3-6-0 0-2-13 3-8-13 0-5-10 8-8-8 1-9-15 5-6-12 2-8-2 8-2-14 3-6-0 3-6-0 6-6-0 1-2-0 5-8-12 1-6-14 0-9-4 1-2-14 1-2-14 1-6-14 2-9-12 3-8-4 6-6-0 Scale = 1:65.9 Plate Offsets (X, Y):[4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL)-0.07 5-6 >778 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.46 Vert(CT)-0.10 5-6 >606 240 BCLL 0.0 *Rep Stress Incr NO WB 0.38 Horz(CT)0.01 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)-0.01 5-6 >999 240 Weight: 60 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 6-8:2x6 DF No.2 G OTHERS 2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6, 3-8, 3-4. Except: 10-0-0 oc bracing: 3-8 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=0-5-8, 15=0-3-8 Max Horiz 6=-185 (LC 10) Max Uplift 6=-224 (LC 8), 15=-267 (LC 31) Max Grav 6=1009 (LC 31), 15=359 (LC 40) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-33/384, 1-2=-474/1645, 2-6=-600/585, 2-3=-472/485, 3-8=0/0, 3-4=-125/97, 5-14=-356/374, 4-14=-356/374 BOT CHORD 6-7=-12/13, 5-6=-638/662 WEBS 1-6=-1692/481, 3-5=-701/714, 4-15=-376/293 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-1-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 6 and 267 lb uplift at joint 15. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 3-4=-68, 6-7=-30, 5-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097127AD23Half Hip 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:41 Page: 1 ID:rSqPR2I7swNi7xzah?HHZAyEQBx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x5 =3x10 =6x8 =M18AHS 5x12 =2x4 =2x4 =2x4 =2x4 =2x4 =2x4 =6x8 =5x8 =4x6 8 18 7 19 6 20 5 10 15 1 16 2 3 17 4 9 8-8-8 0-5-10 3-11-10 3-6-0 3-6-0 4-8-14 8-8-8 0-5-10 8-8-8 3-8-13 3-8-13 4-6-1 8-2-14 6-6-0 1-2-0 5-8-12 1-7-6 0-9-4 1-2-14 1-2-14 1-7-6 2-10 -4 3-7-12 6-6-0 Scale = 1:53 Plate Offsets (X, Y):[3:0-6-6,0-2-8], [4:0-3-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL)-0.02 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.32 Vert(CT)-0.02 5-6 >999 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.65 Horz(CT)0.01 15 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 6-7 >999 240 Weight: 60 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 7-9:2x6 DF No.2 G OTHERS 2x4 DF Std G or 2x4 DF Stud G *Except* 10-4:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins, except end verticals, and 2-0-0 oc purlins (5-10-9 max.): 2-7, 3-9, 3-4. Except: 10-0-0 oc bracing: 3-9 BOT CHORD Rigid ceiling directly applied or 5-6-11 oc bracing. REACTIONS (size)5=4-8-14, 6=4-8-14, 7=4-8-14, 15=0-3-8 Max Horiz 7=201 (LC 9) Max Uplift 5=-714 (LC 30), 6=-192 (LC 41), 7=-938 (LC 29) Max Grav 5=857 (LC 27), 6=370 (LC 46), 7=1649 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-27/374, 1-2=-489/1623, 2-7=-1413/1003, 2-3=-1336/1024, 3-9=0/0, 3-4=-1031/1041, 4-5=-486/164 BOT CHORD 7-8=-12/13, 6-7=-631/668, 5-6=-1287/1176 WEBS 1-7=-1669/473, 3-5=-1490/1607, 4-15=0/0 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 8-2-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20% has been applied for the green lumber members. 11)Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 938 lb uplift at joint 7, 714 lb uplift at joint 5 and 192 lb uplift at joint 6. 13)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14)This truss has been designed for a total seismic drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 3-6-0 to 8-8-8 for 384.0 plf. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. 17)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-73 (F=-5), 3-4=-128, 7-8=-35 (F=-5), 5-7=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097128AD24Half Hip Structural Gable 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:41 Page: 1 ID:9Lpv23nrCWXuXEcSa6WvjpyEQBI-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =4x5 =6x8 =2x6 =5x8 =4x12 =4x8 =2x4 =3x4 =4x6 =3x4 14 201312923 8 24 7112210 21 1 16 21734 18 5 19 6 15 9-6-7 0-6-6 0-8-3 2-6-0 0-5-10 2-11-10 1-4-0 4-3-10 1-9-13 1-9-13 5-2-13 9-6-7 0-1-12 4-3-10 0-1-12 1-11-10 0-2-13 2-8-13 0-1-0 2-6-0 0-5-6 2-5-0 0-3-11 3-0-8 1-1-5 4-1-13 1-9-13 1-9-13 5-2-13 9-6-7 6-6-0 1-2-0 1-11 -12 0-0-2 0-10 -13 0-7-4 1-2-10 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:93 Plate Offsets (X, Y):[2:0-1-8,0-2-12], [3:0-3-3,0-3-6], [4:0-6-7,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL)-0.13 7-8 >615 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.63 Vert(CT)-0.18 7-8 >440 240 BCLL 0.0 *Rep Stress Incr NO WB 0.57 Horz(CT)0.02 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.03 9 >999 240 Weight: 56 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 11-15:2x6 DF No.2 G, 5-8:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 9-8-0 oc bracing: 4-15 BOT CHORD Rigid ceiling directly applied or 3-6-6 oc bracing. REACTIONS (size)7= Mechanical, 11=0-5-8 Max Horiz 11=214 (LC 9) Max Uplift 7=-99 (LC 9), 11=-166 (LC 8) Max Grav 7=495 (LC 37), 11=854 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-220/460, 1-2=-13/130, 2-3=-545/2631, 3-11=-552/373, 3-4=-480/341, 4-15=0/0, 4-5=-1053/958, 5-6=-129/33, 6-7=-446/122 BOT CHORD 13-14=-124/11, 12-13=0/0, 2-11=-2699/588, 10-11=-1443/1537, 8-9=0/0, 7-8=-615/672 WEBS 8-10=0/212, 5-10=-422/424, 4-10=-727/889, 5-7=-638/594, 2-14=-131/151, 2-13=-51/584 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 9-4-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 11 and 99 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-6=-68, 12-14=-30, 2-21=-30, 10-21=-14, 7-9=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097129AE01Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:42 Page: 1 ID:CI0rQEBYiSngDba8IyvH9WyDWqi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =2x4 =3x4 =4x6 =6x12 =4x12 =4x8 =2x4 =3x4 =3x6 =2x4 14 19 13 9 21 8 22 712112010 1 16 2 3 4 17 5 18 6 15 7-10-15 0-1-0 0-3-13 2-6-0 0-5-10 2-11-10 1-10 -0 4-9-10 2-2-3 2-2-3 3-1-5 7-10-15 0-1-0 2-6-0 0-1-12 4-9-10 0-2-13 2-8-13 0-3-11 3-0-8 1-7-6 4-7-14 2-5-0 2-5-0 3-1-5 7-10-15 6-6-0 1-2-0 1-11 -6 0-0-4 0-10 -13 0-7-4 1-2-10 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:71 Plate Offsets (X, Y):[3:0-6-0,0-2-12], [4:0-6-7,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL)0.04 9 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.33 Vert(CT)-0.04 7-8 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.46 Horz(CT)0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.02 9 >999 240 Weight: 50 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 11-15,2-13:2x6 DF No.2 G, 5-8:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 9-8-0 oc bracing: 4-15 BOT CHORD Rigid ceiling directly applied or 3-9-15 oc bracing. REACTIONS (size)7= Mechanical, 11=0-5-8 Max Horiz 11=213 (LC 9) Max Uplift 7=-123 (LC 9), 11=-165 (LC 8) Max Grav 7=458 (LC 37), 11=858 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-25/398, 1-2=-152/855, 2-3=-442/2513, 3-11=-549/422, 3-4=-428/387, 4-15=0/0, 4-5=-795/701, 5-6=-61/23, 6-7=-420/82 BOT CHORD 13-14=-39/52, 11-12=-2510/469, 10-11=-1416/1493, 8-9=0/0, 7-8=-456/513 WEBS 12-13=-89/462, 2-12=-176/206, 1-13=-887/169, 8-10=0/216, 5-10=-313/392, 5-7=-543/482, 4-10=-826/866 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 7-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 11 and 123 lb uplift at joint 7. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-6=-68, 13-14=-30, 10-12=-14, 7-9=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097130AE02Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:42 Page: 1 ID:rqHPvSxFScf1h8YnWt81iVyDWyn-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =2x4 =3x4 =4x6 =M18AHS 5x12 =4x12 =4x8 =2x4 =3x4 =3x4 =2x4 14 19 13 921 8 22 712112010 1 16 2 34 17 5 18 6 15 5-10-15 0-1-0 0-3-13 2-6-0 0-5-10 2-11-10 1-0-2 3-11-12 2-2-3 2-2-3 1-11-3 5-10 -15 0-1-0 2-6-0 0-1-12 3-11-12 0-2-13 2-8-13 0-3-11 3-0-8 0-9-7 3-9-15 1-11-3 5-10 -15 2-5-0 2-5-0 6-6-0 1-2-0 1-10 -14 0-0-4 0-10 -13 0-7-4 1-2-10 1-2-10 0-7-8 1-10 -2 4-7-14 6-6-0 Scale = 1:87.1 Plate Offsets (X, Y):[3:0-7-0,0-0-11], [4:0-6-7,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL)0.01 9 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.25 Vert(CT)0.01 9 >999 240 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.51 Horz(CT)0.01 7 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)-0.01 9 >999 240 Weight: 41 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 11-15,2-13:2x6 DF No.2 G, 5-8:2x4 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, except end verticals. Except: 9-8-0 oc bracing: 4-15 BOT CHORD Rigid ceiling directly applied or 3-9-14 oc bracing. REACTIONS (size)7= Mechanical, 11=0-5-8 Max Horiz 11=211 (LC 9) Max Uplift 7=-312 (LC 31), 11=-250 (LC 8) Max Grav 7=392 (LC 37), 11=958 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-26/398, 1-2=-165/854, 2-3=-480/2509, 3-11=-547/588, 3-4=-531/547, 4-15=0/0, 4-5=-791/726, 5-6=-30/13, 6-7=-398/69 BOT CHORD 13-14=-40/52, 11-12=-2507/508, 10-11=-1406/1493, 8-9=0/0, 7-8=-473/513 WEBS 12-13=-96/462, 2-12=-184/204, 5-7=-638/589, 8-10=0/198, 5-10=-469/536, 1-13=-885/183, 4-10=-825/798 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-1-13 to 5-9-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for the green lumber members. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 11 and 312 lb uplift at joint 7. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 4-6=-68, 13-14=-30, 10-12=-14, 7-9=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097131AE03Roof Special 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:42 Page: 1 ID:c?T6vh_JTrVhE4_?SCdm94yE8Xt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =2x4 =3x4 =4x5 =2x4 =6x16 =4x6 7 15 6 4516 9 8 10 1 13 2 143 3-10-15 0-1-2 2-9-14 1-1-1 3-10-15 2-8-12 2-8-12 0-2-5 3-10 -15 0-1-0 2-6-0 0-6-8 3-0-8 0-8-2 3-8-10 2-5-0 2-5-0 1-3-0 1-2-0 1-3-0 Scale = 1:49.6 Plate Offsets (X, Y):[2:0-1-12,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL)0.00 5 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.26 Vert(CT)0.00 5 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.49 Horz(CT)0.00 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 5 >999 240 Weight: 18 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 5-4:2x6 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 2-6,2-5:2x4 DF No.2 G, 2-8:2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical, 8=0-5-8 Max Horiz 8=-16 (LC 10) Max Uplift 3=-4 (LC 8), 4=-956 (LC 29), 8=-95 (LC 8) Max Grav 3=389 (LC 37), 4=254 (LC 42), 8=1488 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-26/404, 1-13=-165/873, 2-13=-165/874, 2-14=-4/0, 3-14=0/4 BOT CHORD 7-15=-12/13, 6-15=-12/13, 5-16=-814/188, 4-16=-814/188 WEBS 1-6=-943/171, 2-4=-291/1260, 2-8=-400/102, 6-8=-91/445, 2-8=-91/445, 5-8=0/195, 2-8=0/195 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearings are assumed to be: Joint 3 User Defined crushing capacity of 625 psi, Joint 8 User Defined crushing capacity of 625 psi. 8)Refer to girder(s) for truss to truss connections. 9)Refer to girder(s) for truss to truss connections. 10)Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3, 956 lb uplift at joint 4 and 95 lb uplift at joint 8. 12)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 6-7=-30, 4-5=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097132AE04Jack-Open 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 E Mar 20 2025 Print: 8.830 E Mar 20 2025 MiTek Industries, Inc. Thu May 08 16:10:25 Page: 1 ID:E6vpC4LWoaQ2RO0IftuPjQyE8mu-cFRXYwbYl6M_wy1byoDhJlu?udCYBScUKWYi2tzIUKS FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =2x6 =6x8 =4x5 =2x4 4 3 6 7 1 5 2 5-11-8 0-1-12 0-1-12 0-6-0 -0-6-0 5-3-11 5-5-8 0-6-0 -0-6-0 5-5-8 5-5-8 1-3-8 1-2-2 1-3-8 0-3-9 Scale = 1:36.6 Plate Offsets (X, Y):[1:0-3-9,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL)-0.17 3-4 >374 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.80 Vert(CT)-0.26 3-4 >249 240 BCLL 0.0 *Rep Stress Incr NO WB 0.06 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.03 3-4 >999 240 Weight: 24 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF Std G or 2x4 DF Stud G *Except* 4-3:2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-3-12 oc bracing. REACTIONS (size)1=0-5-8, 3=0-5-8 Max Horiz 1=21 (LC 11) Max Uplift 1=-11 (LC 12), 3=-21 (LC 8) Max Grav 1=510 (LC 33), 3=636 (LC 32) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-14/12, 2-3=-579/309 BOT CHORD 1-4=-4/455, 3-4=-1/125 WEBS 1-3=-126/16 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 3 and 11 lb uplift at joint 1. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 244 lb down and 149 lb up at 5-9-11 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 4-7=-30, 3-7=-14 Concentrated Loads (lb) Vert: 2=-240 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097133AG01Monopitch21PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:43 Page: 1 ID:K7_OqomhYp1wsUYcHRoohEyEnwD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 0.25 12 =2x4 =5x6 =3x6 =2x4 5 7 8 4 1 2 6 3 3-5-8 0-1-12 0-1-12 0-5-10 -0-5-10 2-10 -1 2-11-14 0-5-10 -0-5-10 2-11-14 2-11-14 1-3-8 1-2-12 1-3-8 0-3-9 Scale = 1:40 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL)-0.02 4-5 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.40 Vert(CT)-0.02 4-5 >999 240 BCLL 0.0 *Rep Stress Incr Yes WB 0.02 Horz(CT)0.00 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.00 5 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF Std G or 2x4 DF Stud G *Except* 5-4:2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-3-8, 4=0-5-8 Max Horiz 1=20 (LC 11) Max Uplift 1=-8 (LC 12), 4=-18 (LC 8) Max Grav 1=450 (LC 31), 4=579 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-28/26, 2-3=-95/35, 3-4=-544/236 BOT CHORD 2-5=-3/411, 4-5=-57/195 WEBS 2-4=-112/49 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 1 and 18 lb uplift at joint 4. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 244 lb down and 151 lb up at 3-3-11 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=-68, 5-8=-30, 4-8=-14 Concentrated Loads (lb) Vert: 3=-240 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097134AH01Monopitch41PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:43 Page: 1 ID:K7_OqomhYp1wsUYcHRoohEyEnwD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.18 12 0.1812 =7x8 =4x5 =3x4 =4x5 =3x4 =8x12 =5x6 =3x6 =6x8 =3x6 =3x4 =6x8 =4x5 =4x8 =6x8 =2x4 21 35 20 36 19 37 1817 1615 3814 /\39 40 13 41 42 12 81252 23 26 3 3227284295306 31 247 9 33 10 34 11 14 -3-120-9-11 6-8-11 0-9-13 7-6-8 1-2-9 2-3-9 1-1-0 1-1-0 1-7-0 5-11-1 2-0-8 4-4-1 3-0-15 14 -3-12 3-8-5 11-2-13 0-0-6 14-3-12 0-2-13 0-2-13 0-1-6 7-9-10 0-0-14 4-10 -10 0-8-10 5-7-5 1-2-8 2-10-13 1-5-8 1-8-5 1-10 -15 4-9-13 2-1-0 7-8-5 3-0-9 14 -3-6 3-5-3 11-2-13 1-11 -14 1-11 -14 0-7-6 Scale = 1:51.7 Plate Offsets (X, Y):[4:0-6-0,0-2-8], [7:0-4-0,0-3-12], [8:0-5-12,0-3-0], [21:0-4-0,0-5-8] Loading (psf)Spacing 1-7-3 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL)0.04 13-14 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.35 Vert(CT)0.06 13-14 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.34 Horz(CT)0.01 14 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MSH Wind(LL)0.04 13-14 >999 240 Weight: 100 lb FT = 20% LUMBER TOP CHORD 2x8 DF SS G *Except* 9-11:2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 6-15:2x6 DF No.2 G, 4-18:2x8 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G *Except* 21-1:2x6 DF No.2 G LBR SCAB 1-8 DF SS G one side BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-0-12 oc bracing. REACTIONS (size)5=0-7-12, 12=0-7-0, 14=0-7-12 Max Horiz 5=37 (LC 9) Max Uplift 5=-535 (LC 8), 12=-512 (LC 9), 14=REL Max Grav 5=926 (LC 29), 12=662 (LC 22), 14=394 (LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-219/140, 1-25=-18/89, 2-25=-18/89, 2-23=-83/656, 23-26=-83/656, 3-26=-83/656, 3-27=-141/914, 27-28=-141/914, 4-28=-141/914, 4-29=-7/28, 5-29=-7/28, 5-30=-55/63, 6-30=-55/63, 6-31=-128/513, 24-31=-128/513, 7-24=-128/513, 7-32=-122/1606, 8-32=-125/1604, 8-14=-335/346, 8-9=-226/68, 9-33=-179/318, 10-33=-173/319, 10-34=-58/39, 11-34=-57/39, 11-12=-406/45 BOT CHORD 21-35=-354/37, 20-35=-354/37, 20-36=-978/154, 19-36=-978/154, 19-37=-827/158, 18-37=-827/158, 17-18=0/0, 15-16=0/0, 15-38=-1310/40, 14-38=-1310/40, 14-39=-1500/189, 39-40=-1500/189, 13-40=-1500/189, 13-41=-729/707, 41-42=-729/707, 12-42=-729/707, 6-15=-995/274, 4-18=-12/426 WEBS 10-12=-778/810, 10-13=-543/451, 8-13=-106/1324, 8-10=-689/601, 2-21=-34/365, 2-20=-477/75, 3-20=-108/586, 3-19=-61/316, 4-19=-89/266, 7-14=-465/254, 7-15=-20/1100 NOTES 1)Attached 7-6-10 scab 1 to 8, front face(s) 2x8 DF SS G with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 0-3-14 from end at joint 1, nail 2 row(s) at 7" o.c. for 7-2-14. 2)Unbalanced roof live loads have been considered for this design. 3)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-13 to 14-1-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for the green lumber members. 8)Bearings are assumed to be: Joint 5 DF SS crushing capacity of 625 psi, Joint 14 User Defined crushing capacity of 625 psi. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512 lb uplift at joint 12 and 535 lb uplift at joint 5. 10)"/\" indicates Released bearing: allow for upward movement at joint(s) 14. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 12)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 75 lb up at 2-9-8, and 178 lb down and 102 lb up at 5-7-7, and 13 lb down and 26 lb up at 5-7-7 on top chord, and 153 lb up at 5-7-5, 198 lb down and 212 lb up at 8-5-6, 199 lb down and 136 lb up at 11-3-5, and 298 lb down and 323 lb up at 11-3-5, and 232 lb down and 110 lb up at 13-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. 15)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097135CG01Roof Special Girder 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 E Mar 20 2025 Print: 8.830 E Mar 20 2025 MiTek Industries, Inc. Thu May 08 16:22:24 Page: 1 ID:aUJg34SgcCU7eDzGuYRFDkzNjM3-3aOLSnIYQ1xzhSVnaIcIyNAnKSaM8gxJgtDFnhzIU9D Continued on page 2 May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) Vert: 1-8=-54, 9-11=-54, 18-21=-27, 17-18=-27, 15-16=-27, 14-15=-27, 12-14=-11 Concentrated Loads (lb) Vert: 16=153 (F), 13=-203 (F=-158, B=-45), 30=-87 (B), 39=-52 (F), 42=-232 (F) Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097135CG01Roof Special Girder 1 1PLAN Job Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 E Mar 20 2025 Print: 8.830 E Mar 20 2025 MiTek Industries, Inc. Thu May 08 16:22:24 Page: 2 ID:aUJg34SgcCU7eDzGuYRFDkzNjM3-3aOLSnIYQ1xzhSVnaIcIyNAnKSaM8gxJgtDFnhzIU9D May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x66 4 3 251 1-10-6 1-10-6 1-10-6 2-10 -8 2-10 -1 Scale = 1:32.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 3-4 >999 240 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=0-11-7, 4= Mechanical Max Horiz 3=-69 (LC 8) Max Uplift 3=-494 (LC 30), 4=-486 (LC 29) Max Grav 3=549 (LC 27), 4=546 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-537/502 BOT CHORD 3-4=-282/282 WEBS 2-4=-597/597 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 486 lb uplift at joint 4 and 494 lb uplift at joint 3. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-68, 4-6=-30, 3-6=-14 Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097138SP01Blocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:44 Page: 1 ID:KxBRW2ZdZ2YDUSQ7T_Yd3IzNGZW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-9-11 2-9-3 Scale = 1:32.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-67 (LC 8) Max Uplift 3=-481 (LC 30), 4=-475 (LC 29) Max Grav 3=534 (LC 27), 4=528 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-523/488 BOT CHORD 3-4=-283/283 WEBS 2-4=-586/586 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 481 lb uplift at joint 3 and 475 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.2 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097139SP01ABlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:45 Page: 1 ID:K_8y7tSZECnE85mTtxqF8gyEW5H-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-8-12 1-8-12 1-8-12 2-9-0 2-8-9 Scale = 1:32.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-12, 4=1-8-12 Max Horiz 4=-65 (LC 8) Max Uplift 3=-472 (LC 30), 4=-466 (LC 29) Max Grav 3=520 (LC 27), 4=514 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/44, 1-2=-258/258, 2-3=-510/478 BOT CHORD 3-4=-258/258 WEBS 2-4=-562/562 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 3 and 466 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097140SP01BBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:45 Page: 1 ID:KAZgQRqaFXMTXFMgOjPIZvyEW64-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 6 4 3 251 1-10 -6 1-10 -6 1-10 -6 2-1-4 2-0-13 Scale = 1:28.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-48 (LC 8) Max Uplift 3=-341 (LC 30), 4=-335 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/348 BOT CHORD 3-4=-282/282 WEBS 2-4=-473/473 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 3 and 335 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097141SP01CBlocking21PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:45 Page: 1 ID:aUeL1qz1XVZuhmutPwTQx7yEVyt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 3 6 251 1-10-6 1-10-6 1-10-6 2-0-12 2-0-5 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-47 (LC 8) Max Uplift 3=-333 (LC 30), 4=-326 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/339 BOT CHORD 3-4=-282/282 WEBS 2-4=-467/467 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 3 and 326 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097142SP01DBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:45 Page: 1 ID:n0Uwnjpu1jnNSLxWT4vb9CyEW7O-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-8-12 1-8-12 1-8-12 1-11 -15 1-11 -8 Scale = 1:29 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-12, 4=1-8-12 Max Horiz 4=-45 (LC 8) Max Uplift 3=-321 (LC 30), 4=-315 (LC 29) Max Grav 3=410 (LC 37), 4=410 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/43, 1-2=-258/258, 2-3=-400/327 BOT CHORD 3-4=-258/258 WEBS 2-4=-439/439 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 321 lb uplift at joint 3 and 315 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097143SP01EBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:45 Page: 1 ID:A_Ehln417SIU_gU9HkIxdgzNGXZ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =2x4 =2x4 =2x4 =6x8 =3x4 =2x6 5 4 9 7 6 3821 1-8-12 0-7-4 0-7-4 1-1-8 1-8-12 0-5-7 0-5-7 1-3-5 1-8-12 2-6-7 1-11 -3 2-6-0 0-7-4 0-7-4 Scale = 1:58 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL)0.00 4-5 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)0.00 4-5 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.25 Horz(CT)0.00 4 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 2 >999 240 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 2-5:2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)4=1-8-12, 5=1-8-12, 6=1-8-12, 7=1-8-12 Max Horiz 7=54 (LC 11) Max Uplift 4=-568 (LC 30), 5=-526 (LC 29), 6=-94 (LC 30), 7=-50 (LC 37) Max Grav 4=599 (LC 27), 5=536 (LC 28), 6=407 (LC 41), 7=387 (LC 40) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-349/53, 1-2=-92/92, 2-3=-242/242, 3-4=-593/572 BOT CHORD 6-7=-82/82, 5-6=-60/60, 2-6=-329/55, 4-5=-176/176 WEBS 3-5=-645/646 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) N.A This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for the green lumber members. 8)Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 7, 94 lb uplift at joint 6, 526 lb uplift at joint 5 and 568 lb uplift at joint 4. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097144SP01FBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:45 Page: 1 ID:A_Ehln417SIU_gU9HkIxdgzNGXZ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-5-7 2-5-0 Scale = 1:31.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-57 (LC 8) Max Uplift 3=-411 (LC 30), 4=-405 (LC 29) Max Grav 3=464 (LC 27), 4=457 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-453/418 BOT CHORD 3-4=-282/282 WEBS 2-4=-528/528 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 3 and 405 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097145SP01HBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:46 Page: 1 ID:o7lpkOaFKMg46c?J0i3sbWzNGZV-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-9-14 1-9-14 1-9-14 2-4-15 2-4-8 Scale = 1:30.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.17 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-9-14, 4=1-9-14 Max Horiz 4=-56 (LC 8) Max Uplift 3=-403 (LC 30), 4=-397 (LC 29) Max Grav 3=455 (LC 27), 4=448 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-401/46, 1-2=-275/275, 2-3=-444/410 BOT CHORD 3-4=-275/275 WEBS 2-4=-516/516 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 3 and 397 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-14 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097146SP01JBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:46 Page: 1 ID:FUpwJoUQaP1uWeweepuNtLzNGVk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-8-12 1-8-12 1-8-12 2-4-7 2-4-0 Scale = 1:30.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-12, 4=1-8-12 Max Horiz 4=-55 (LC 8) Max Uplift 3=-396 (LC 30), 4=-390 (LC 29) Max Grav 3=444 (LC 27), 4=438 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/43, 1-2=-258/258, 2-3=-434/402 BOT CHORD 3-4=-258/258 WEBS 2-4=-498/498 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 396 lb uplift at joint 3 and 390 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097147SP01KBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:46 Page: 1 ID:A_Ehln417SIU_gU9HkIxdgzNGXZ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-4-0 2-3-8 Scale = 1:30.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-54 (LC 8) Max Uplift 3=-386 (LC 30), 4=-380 (LC 29) Max Grav 3=439 (LC 27), 4=433 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-428/393 BOT CHORD 3-4=-282/282 WEBS 2-4=-508/508 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 lb uplift at joint 3 and 380 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097148SP01LBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:46 Page: 1 ID:o7lpkOaFKMg46c?J0i3sbWzNGZV-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10 -6 1-10 -6 1-10 -6 2-2-8 2-2-1 Scale = 1:29.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-51 (LC 8) Max Uplift 3=-362 (LC 30), 4=-356 (LC 29) Max Grav 3=415 (LC 27), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-404/369 BOT CHORD 3-4=-282/282 WEBS 2-4=-489/489 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 lb uplift at joint 3 and 356 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097149SP01PBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:46 Page: 1 ID:o7lpkOaFKMg46c?J0i3sbWzNGZV-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-4-10 1-4-10 1-4-10 2-2-0 2-1-11 Scale = 1:29.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-4-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-4-10, 4=1-4-10 Max Horiz 4=-50 (LC 8) Max Uplift 3=-360 (LC 30), 4=-355 (LC 29) Max Grav 3=403 (LC 37), 4=403 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-395/33, 1-2=-196/196, 2-3=-395/364 BOT CHORD 3-4=-196/196 WEBS 2-4=-428/428 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 3 and 355 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-10 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097150SP01QBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:47 Page: 1 ID:FUpwJoUQaP1uWeweepuNtLzNGVk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-7-6 1-7-6 1-7-6 2-1-10 2-1-4 Scale = 1:29.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-7-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-7-6, 4=1-7-6 Max Horiz 4=-49 (LC 8) Max Uplift 3=-351 (LC 30), 4=-345 (LC 29) Max Grav 3=408 (LC 37), 4=408 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-398/40, 1-2=-238/237, 2-3=-398/356 BOT CHORD 3-4=-237/237 WEBS 2-4=-448/448 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 3 and 345 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097151SP01RBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:47 Page: 1 ID:jhNIW7V2Li9l8oVqCWPcPYzNGVj-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =2x4 =3x4 =3x4 =2x6 6 4 3 251 2-6-2 2-6-2 2-6-2 2-0-7 1-11 -15 Scale = 1:28.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL)-0.01 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT)-0.02 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=2-6-2, 4=2-6-2 Max Horiz 4=-46 (LC 32) Max Uplift 3=-368 (LC 34), 4=-349 (LC 31) Max Grav 3=427 (LC 64), 4=427 (LC 63) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-411/67, 1-2=-416/423, 2-3=-411/444 BOT CHORD 3-4=-422/412 WEBS 2-4=-611/588 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint 3 and 349 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-6-2 for 200.1 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097152SP02Blocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:47 Page: 1 ID:1mhWLCsEEDESXY__3pW1i4zNGaQ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =2x4 =3x4 =3x4 =2x6 4 6 3 251 2-6-2 2-6-2 2-6-2 1-11 -15 1-11 -7 Scale = 1:28.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL)-0.01 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT)-0.02 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=2-6-2, 4=2-6-2 Max Horiz 4=-45 (LC 32) Max Uplift 3=-359 (LC 34), 4=-339 (LC 31) Max Grav 3=427 (LC 61), 4=427 (LC 59) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-411/67, 1-2=-416/422, 2-3=-411/434 BOT CHORD 3-4=-421/411 WEBS 2-4=-604/582 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 lb uplift at joint 3 and 339 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-6-2 for 200.1 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097153SP02ABlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:47 Page: 1 ID:VzEuZYtt?XMJ8iZAdW1GFHzNGaP-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =2x4 =3x4 =3x4 =2x6 4 3 6 251 2-6-2 2-6-2 2-6-2 1-11 -7 1-10 -15 Scale = 1:27.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL)-0.01 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.27 Vert(CT)-0.02 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=2-6-2, 4=2-6-2 Max Horiz 4=-44 (LC 32) Max Uplift 3=-349 (LC 34), 4=-330 (LC 31) Max Grav 3=427 (LC 61), 4=427 (LC 59) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-411/67, 1-2=-416/421, 2-3=-411/424 BOT CHORD 3-4=-421/411 WEBS 2-4=-598/576 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 349 lb uplift at joint 3 and 330 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-6-2 for 200.1 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097154SP02BBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:47 Page: 1 ID:RLMe_Eu7W8c1O?jZkx3kKizNGaN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.1812 =2x4 =3x4 =3x4 =2x4 4 6 3 251 3-1-4 3-1-4 3-1-4 1-10 -15 1-10 -6 Scale = 1:27.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL)-0.03 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.35 Vert(CT)-0.04 3-4 >896 240 BCLL 0.0 *Rep Stress Incr NO WB 0.25 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=3-1-4, 4=3-1-4 Max Horiz 4=-43 (LC 8) Max Uplift 3=-287 (LC 30), 4=-278 (LC 29) Max Grav 3=439 (LC 37), 4=439 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-419/85, 1-2=-506/505, 2-3=-419/298 BOT CHORD 3-4=-505/505 WEBS 2-4=-643/643 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 287 lb uplift at joint 3 and 278 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-1-4 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097155SP02CBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:48 Page: 1 ID:RLMe_Eu7W8c1O?jZkx3kKizNGaN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =3x4 =3x4 =2x4 4 6 3 1 5 2 1-10-6 1-10-6 1-10-6 1-10 -0 Scale = 1:27.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-41 (LC 8) Max Uplift 3=-288 (LC 30), 4=-288 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/294, 1-2=-282/282, 2-3=-402/47 BOT CHORD 3-4=-282/282 WEBS 1-3=-439/439 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 4 and 288 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097156SP03Blocking91PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:48 Page: 1 ID:j12Rd8mZ?bSt22SV3swrKByEAOx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =3x4 =3x4 =2x4 4 6 3 51 2 1-5-5 1-5-5 1-5-5 1-10 -0 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.15 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-5-5, 4=1-5-5 Max Horiz 4=-41 (LC 8) Max Uplift 3=-293 (LC 30), 4=-293 (LC 29) Max Grav 3=404 (LC 37), 4=404 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-396/298, 1-2=-206/206, 2-3=-396/34 BOT CHORD 3-4=-206/206 WEBS 1-3=-383/383 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 4 and 293 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-5 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097157SP03ABlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:48 Page: 1 ID:YEU?IopIUoPfCKQS1lzsDxzNGbm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =3x4 =3x4 =2x4 4 6 3 1 5 2 1-1-10 1-1-10 1-1-10 1-10 -0 Scale = 1:31.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.09 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.13 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 8 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-1-10, 4=1-1-10 Max Horiz 4=-41 (LC 8) Max Uplift 3=-297 (LC 30), 4=-297 (LC 29) Max Grav 3=398 (LC 37), 4=398 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-392/300, 1-2=-151/151, 2-3=-392/25 BOT CHORD 3-4=-151/151 WEBS 1-3=-350/350 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 lb uplift at joint 4 and 297 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-10 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097158SP03BBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:48 Page: 1 ID:YEU?IopIUoPfCKQS1lzsDxzNGbm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =3x4 =3x4 =2x4 4 6 3 1 5 2 1-8-14 1-8-14 1-8-14 1-10 -0 Scale = 1:27.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-14, 4=1-8-14 Max Horiz 4=-41 (LC 8) Max Uplift 3=-289 (LC 30), 4=-289 (LC 29) Max Grav 3=410 (LC 37), 4=410 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/295, 1-2=-260/260, 2-3=-400/43 BOT CHORD 3-4=-260/260 WEBS 1-3=-422/422 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 lb uplift at joint 4 and 289 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097159SP03CBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:48 Page: 1 ID:jmW03KZu?NJIWRfEZo6s8byEAPC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =3x4 =3x4 =2x4 4 6 3 1 5 2 1-8-12 1-8-12 1-8-12 1-10 -0 Scale = 1:27.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-12, 4=1-8-12 Max Horiz 4=-41 (LC 8) Max Uplift 3=-289 (LC 30), 4=-289 (LC 29) Max Grav 3=410 (LC 40), 4=410 (LC 39) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/295, 1-2=-258/258, 2-3=-400/43 BOT CHORD 3-4=-258/258 WEBS 1-3=-420/420 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 lb uplift at joint 4 and 289 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097160SP03EBlocking21PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:48 Page: 1 ID:j12Rd8mZ?bSt22SV3swrKByEAOx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-0-6 1-11 -15 Scale = 1:28.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-46 (LC 8) Max Uplift 3=-326 (LC 30), 4=-320 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/333 BOT CHORD 3-4=-282/282 WEBS 2-4=-462/462 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 3 and 320 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097161SP04Blocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:48 Page: 1 ID:4CB1vvhAM3?i7FBkpbNqA6yEAUC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-0-14 2-0-7 Scale = 1:28.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-47 (LC 8) Max Uplift 3=-335 (LC 30), 4=-328 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/341 BOT CHORD 3-4=-282/282 WEBS 2-4=-468/468 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 335 lb uplift at joint 3 and 328 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097162SP04ABlocking21PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:49 Page: 1 ID:6ICk5f_ItXvLt_etFFtXd5yEAXh-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-1-6 2-0-15 Scale = 1:28.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-48 (LC 8) Max Uplift 3=-343 (LC 30), 4=-337 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/350 BOT CHORD 3-4=-282/282 WEBS 2-4=-475/475 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 lb uplift at joint 3 and 337 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097163SP04BBlocking21PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:49 Page: 1 ID:Hboci_VCIFs03qaBvs980fyEAYJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-1-14 2-1-7 Scale = 1:28.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-49 (LC 8) Max Uplift 3=-351 (LC 30), 4=-345 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/358 BOT CHORD 3-4=-282/282 WEBS 2-4=-481/481 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 3 and 345 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097164SP04CBlocking21PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:49 Page: 1 ID:5D51qP9eueK_iXRoGzfatlyEAYl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-2-6 2-1-15 Scale = 1:29.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-51 (LC 8) Max Uplift 3=-360 (LC 30), 4=-353 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/366 BOT CHORD 3-4=-282/282 WEBS 2-4=-487/487 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 3 and 353 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097165SP04DBlocking21PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:49 Page: 1 ID:KP5aassynzBXCh1?IDijMTyEAZ8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10 -6 1-10 -6 1-10 -6 2-2-14 2-2-7 Scale = 1:30 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-52 (LC 8) Max Uplift 3=-368 (LC 30), 4=-362 (LC 29) Max Grav 3=421 (LC 27), 4=414 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-410/375 BOT CHORD 3-4=-282/282 WEBS 2-4=-494/494 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint 3 and 362 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097166SP04EBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:49 Page: 1 ID:SMJeAgcnjWXWBTwyaJqo02yEAZT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 6 4 3 251 1-10 -6 1-10 -6 1-10 -6 2-3-6 2-2-15 Scale = 1:30.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-53 (LC 8) Max Uplift 3=-376 (LC 30), 4=-370 (LC 29) Max Grav 3=429 (LC 27), 4=423 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-418/383 BOT CHORD 3-4=-282/282 WEBS 2-4=-500/500 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift at joint 3 and 370 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097167SP04FBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:49 Page: 1 ID:1W64zrMERN0LoOO6P6T6CqyEAZn-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-3-14 2-3-7 Scale = 1:30.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-54 (LC 8) Max Uplift 3=-385 (LC 30), 4=-378 (LC 29) Max Grav 3=437 (LC 27), 4=431 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-427/391 BOT CHORD 3-4=-282/282 WEBS 2-4=-507/507 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 3 and 378 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097168SP04GBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:50 Page: 1 ID:C5DN8z4prI7cXs8hYnZim_yEAa8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-4-6 2-3-15 Scale = 1:30.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-55 (LC 8) Max Uplift 3=-393 (LC 30), 4=-387 (LC 29) Max Grav 3=446 (LC 27), 4=439 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-435/400 BOT CHORD 3-4=-282/282 WEBS 2-4=-513/513 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 lb uplift at joint 3 and 387 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097169SP04HBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:50 Page: 1 ID:F4x3JPqaLL0N3tBiTxhKY2yEAbm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-4-14 2-4-7 Scale = 1:30.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-56 (LC 8) Max Uplift 3=-401 (LC 30), 4=-395 (LC 29) Max Grav 3=454 (LC 27), 4=448 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-443/408 BOT CHORD 3-4=-282/282 WEBS 2-4=-520/520 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401 lb uplift at joint 3 and 395 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097170SP04JBlocking21PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:50 Page: 1 ID:Qf2NUYY9mH7eoLwHccnw7CyEAc7-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-5-6 2-4-15 Scale = 1:31 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-57 (LC 8) Max Uplift 3=-410 (LC 30), 4=-403 (LC 29) Max Grav 3=462 (LC 27), 4=456 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-452/416 BOT CHORD 3-4=-282/282 WEBS 2-4=-527/527 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 410 lb uplift at joint 3 and 403 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097171SP04KBlocking21PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:50 Page: 1 ID:yONH0yjt04QQ0k914d2lqeyEAdC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-5-14 2-5-7 Scale = 1:31.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-58 (LC 8) Max Uplift 3=-418 (LC 30), 4=-412 (LC 29) Max Grav 3=471 (LC 27), 4=464 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-460/425 BOT CHORD 3-4=-282/282 WEBS 2-4=-533/533 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 418 lb uplift at joint 3 and 412 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097172SP04LBlocking21PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:50 Page: 1 ID:6hy9cHEnQoO5Db5LkDKMCDyEAdq-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-6-6 2-5-15 Scale = 1:31.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-59 (LC 8) Max Uplift 3=-426 (LC 30), 4=-420 (LC 29) Max Grav 3=479 (LC 27), 4=473 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-468/433 BOT CHORD 3-4=-282/282 WEBS 2-4=-540/540 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 426 lb uplift at joint 3 and 420 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097173SP04MBlocking21PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:50 Page: 1 ID:eyLxGJpqg1z3WCwcAMC9HqyEAeN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-8-12 1-8-12 1-8-12 2-7-4 2-6-13 Scale = 1:31.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-12, 4=1-8-12 Max Horiz 4=-61 (LC 8) Max Uplift 3=-443 (LC 30), 4=-437 (LC 29) Max Grav 3=491 (LC 27), 4=485 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/44, 1-2=-258/258, 2-3=-481/449 BOT CHORD 3-4=-258/258 WEBS 2-4=-538/538 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 lb uplift at joint 3 and 437 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097174SP04NBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:51 Page: 1 ID:ObB_nvlXcZ4KuhktLAx3c4zNGh0-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-8-14 1-8-14 1-8-14 2-7-12 2-7-5 Scale = 1:31.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-14, 4=1-8-14 Max Horiz 4=-62 (LC 8) Max Uplift 3=-451 (LC 30), 4=-445 (LC 29) Max Grav 3=499 (LC 27), 4=493 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/44, 1-2=-260/260, 2-3=-489/457 BOT CHORD 3-4=-260/260 WEBS 2-4=-546/546 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 451 lb uplift at joint 3 and 445 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097175SP04PBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:51 Page: 1 ID:2a8Mau3tX57T1D6Js6AmXfyEAlo-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 3 6 251 1-10-6 1-10-6 1-10-6 2-8-4 2-7-12 Scale = 1:32 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-64 (LC 8) Max Uplift 3=-458 (LC 30), 4=-451 (LC 29) Max Grav 3=510 (LC 27), 4=504 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-499/464 BOT CHORD 3-4=-282/282 WEBS 2-4=-566/566 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 458 lb uplift at joint 3 and 451 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097176SP04QBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:51 Page: 1 ID:swwL7VWe7GSr8IAgj9tDCAyEAmV-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-8-12 2-8-4 Scale = 1:32.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-65 (LC 8) Max Uplift 3=-466 (LC 30), 4=-459 (LC 29) Max Grav 3=519 (LC 27), 4=512 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-508/472 BOT CHORD 3-4=-282/282 WEBS 2-4=-573/573 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 466 lb uplift at joint 3 and 459 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097177SP04RBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:51 Page: 1 ID:HyYddv8CRkZFwXIjP8pySeyEAn_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-9-4 2-8-12 Scale = 1:32.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-66 (LC 8) Max Uplift 3=-474 (LC 30), 4=-468 (LC 29) Max Grav 3=527 (LC 27), 4=520 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-516/481 BOT CHORD 3-4=-282/282 WEBS 2-4=-580/580 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 474 lb uplift at joint 3 and 468 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097178SP04SBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:51 Page: 1 ID:ZlQQygpGoR94ANkXJzqcsxyEAnP-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-9-12 2-9-4 Scale = 1:32.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-67 (LC 8) Max Uplift 3=-483 (LC 30), 4=-476 (LC 29) Max Grav 3=535 (LC 27), 4=529 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-524/489 BOT CHORD 3-4=-282/282 WEBS 2-4=-587/587 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 3 and 476 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097179SP04TBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:51 Page: 1 ID:ONkr45TiOrd2p4b8g5K2j1yEAnr-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-10 -4 2-9-12 Scale = 1:32.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-68 (LC 8) Max Uplift 3=-491 (LC 30), 4=-484 (LC 29) Max Grav 3=544 (LC 27), 4=537 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-533/497 BOT CHORD 3-4=-282/282 WEBS 2-4=-594/594 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 491 lb uplift at joint 3 and 484 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097180SP04UBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:52 Page: 1 ID:JbdAyHrexgl3kULOqywdInyEApx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =2x4 =2x4 =2x4 =4x6 =3x4 =2x6 7 6 5 9 4 3821 1-10-6 0-6-2 0-6-2 1-4-3 1-10-6 0-7-15 0-7-15 1-2-7 1-10 -6 2-4-6 1-10 -7 0-5-8 Scale = 1:51.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 4-5 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT)0.00 4-5 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 5 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 6-2:2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)4=1-10-6, 5=1-10-6, 6=1-10-6, 7=1-10-6 Max Horiz 7=-52 (LC 10) Max Uplift 4=-425 (LC 30), 5=-350 (LC 29), 6=-44 (LC 30), 7=-88 (LC 37) Max Grav 4=464 (LC 27), 5=409 (LC 28), 6=383 (LC 41), 7=383 (LC 40) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-323/91, 1-2=-74/74, 2-3=-311/310, 3-4=-455/431 BOT CHORD 6-7=-66/68, 5-6=-46/46, 2-5=-338/64, 4-5=-217/217 WEBS 3-5=-551/551 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) N.A This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20% has been applied for the green lumber members. 8)Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 7, 44 lb uplift at joint 6, 350 lb uplift at joint 5 and 425 lb uplift at joint 4. 10)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097181SP04VBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:52 Page: 1 ID:?x51YrL1kbtNqn6a5uNmwSyE9L2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 1-10 -6 1-9-15 Scale = 1:27.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-42 (LC 8) Max Uplift 3=-293 (LC 30), 4=-287 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/300 BOT CHORD 3-4=-282/282 WEBS 2-4=-438/438 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 3 and 287 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097182SP04WBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:52 Page: 1 ID:C12t6YkD6RqHaCFdhTwCyCyE9Hy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 6 4 3 251 1-10-6 1-10-6 1-10-6 1-9-14 1-9-7 Scale = 1:27.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-41 (LC 8) Max Uplift 3=-285 (LC 30), 4=-278 (LC 29) Max Grav 3=413 (LC 40), 4=413 (LC 39) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/291 BOT CHORD 3-4=-282/282 WEBS 2-4=-433/433 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 3 and 278 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097183SP04XBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:52 Page: 1 ID:dcc7ejAQF_DZI1G?Mfr14nyE91v-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =3x4 =3x4 =2x4=6x8 =3x4 =6x8 5 11 4 7 10 6 39281 1-10-6 0-11-12 0-11-12 0-10-11 1-10-6 0-9-15 0-9-15 1-0-7 1-10 -6 2-2-14 1-9-6 2-2-7 0-5-8 0-5-8 Scale = 1:49.1 Plate Offsets (X, Y):[6:0-5-8,0-4-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL)0.00 6-7 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 6-7 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.14 Horz(CT)0.00 5 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 7 >999 240 Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G *Except* 2-5:2x4 DF Std G or 2x4 DF Stud G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 6-0-0 oc bracing: 5-6 REACTIONS (size)1=1-10-6, 3=1-10-6, 4=1-10-6, 5=1-10-6, 7=1-10-6 Max Horiz 1=47 (LC 11) Max Uplift 1=-7 (LC 37), 3=-294 (LC 30), 4=-153 (LC 30), 5=-65 (LC 29), 7=-162 (LC 29) Max Grav 1=390 (LC 35), 3=397 (LC 38), 4=385 (LC 44), 5=285 (LC 41), 7=393 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=0/0, 1-2=-149/165, 2-3=-180/172, 3-4=0/0 BOT CHORD 6-7=-109/115, 5-6=-280/220, 2-6=-243/195, 4-5=-137/138 WEBS 2-7=-257/240, 4-6=-219/218, 3-6=-344/358 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Bearing at joint(s) 1, 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 5, 7 lb uplift at joint 1, 162 lb uplift at joint 7, 153 lb uplift at joint 4 and 294 lb uplift at joint 3. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097184SP04YBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:52 Page: 1 ID:scAy6cUk7zUtP1F?t7J77GyE91V-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-9-6 1-9-6 1-9-6 2-0-6 1-11 -15 Scale = 1:29.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-9-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-9-6, 4=1-9-6 Max Horiz 4=-46 (LC 8) Max Uplift 3=-328 (LC 30), 4=-321 (LC 29) Max Grav 3=411 (LC 37), 4=411 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-401/45, 1-2=-268/267, 2-3=-401/334 BOT CHORD 3-4=-267/267 WEBS 2-4=-451/451 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint 3 and 321 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097185SP04ZBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:53 Page: 1 ID:D5BNt1scBXXQJgBMAo4PoGzNGfb-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 6 4 3 1 5 2 1-4-6 1-4-6 1-4-6 2-10 -4 Scale = 1:34.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-4-6, 4=1-4-6 Max Horiz 4=68 (LC 9) Max Uplift 3=-498 (LC 30), 4=-498 (LC 29) Max Grav 3=534 (LC 27), 4=534 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-526/502, 1-2=-192/192, 2-3=-395/32 BOT CHORD 3-4=-192/192 WEBS 1-3=-554/554 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 4 and 498 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097186SP05Blocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:53 Page: 1 ID:O5AssRD9BQMp5lHH63vPJeyEBJk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 5 2 1-10-6 1-10-6 1-10-6 2-10 -4 Scale = 1:31.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.27 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-68 (LC 8) Max Uplift 3=-569 (LC 34), 4=-569 (LC 31) Max Grav 3=584 (LC 35), 4=584 (LC 38) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-641/576, 1-2=-316/301, 2-3=-402/47 BOT CHORD 3-4=-378/335 WEBS 1-3=-665/717 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 569 lb uplift at joint 4 and 569 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097187SP05ABlocking91PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:53 Page: 1 ID:Jm0Mb?BnloBeyxR_Hnu0VDyEBMM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 6 4 3 1 5 2 1-6-15 1-6-15 1-6-15 2-10 -10 Scale = 1:34.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.29 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-15, 4=1-6-15 Max Horiz 4=69 (LC 9) Max Uplift 3=-657 (LC 30), 4=-657 (LC 29) Max Grav 3=700 (LC 27), 4=700 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-691/662, 1-2=-300/300, 2-3=-398/39 BOT CHORD 3-4=-300/300 WEBS 1-3=-751/751 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 657 lb uplift at joint 4 and 657 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-15 for 260.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097188SP06Blocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:53 Page: 1 ID:SzJYI1jkwYc9usQ6gNqlihyEVeX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 5 2 1-3-9 1-3-9 1-3-9 2-10 -10 Scale = 1:34.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.28 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-3-9, 4=1-3-9 Max Horiz 4=69 (LC 9) Max Uplift 3=-660 (LC 30), 4=-660 (LC 29) Max Grav 3=694 (LC 27), 4=694 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-687/664, 1-2=-234/234, 2-3=-394/30 BOT CHORD 3-4=-234/234 WEBS 1-3=-721/721 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 660 lb uplift at joint 4 and 660 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-9 for 260.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097189SP06ABlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:53 Page: 1 ID:_EiKy3In9oC7CUFN7WiXnJyEVf4-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x6 =6x8 =2x4 4 6 3 1 5 2 1-8-14 1-8-14 1-8-14 2-10 -10 Scale = 1:32.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.29 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-14, 4=1-8-14 Max Horiz 4=69 (LC 9) Max Uplift 3=-655 (LC 30), 4=-655 (LC 29) Max Grav 3=703 (LC 27), 4=703 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-693/661, 1-2=-338/338, 2-3=-400/43 BOT CHORD 3-4=-338/338 WEBS 1-3=-770/770 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 655 lb uplift at joint 4 and 655 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 260.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097190SP06CBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:53 Page: 1 ID:cektVU?fMwjIs1ZpMYHRylyEVgl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 5 2 1-5-12 1-5-12 1-5-12 2-10 -10 Scale = 1:34.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.28 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-5-12, 4=1-5-12 Max Horiz 4=69 (LC 9) Max Uplift 3=-658 (LC 30), 4=-658 (LC 29) Max Grav 3=698 (LC 27), 4=698 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-689/663, 1-2=-277/277, 2-3=-397/36 BOT CHORD 3-4=-277/277 WEBS 1-3=-740/740 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 658 lb uplift at joint 4 and 658 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-12 for 260.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097191SP06DBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:54 Page: 1 ID:vXjN5VVNiWtUHKChFfW36OyEVg6-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 5 2 1-3-7 1-3-7 1-3-7 2-10 -10 Scale = 1:34.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.28 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-3-7, 4=1-3-7 Max Horiz 4=-69 (LC 8) Max Uplift 3=-660 (LC 30), 4=-660 (LC 29) Max Grav 3=694 (LC 27), 4=694 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-687/664, 1-2=-232/232, 2-3=-394/30 BOT CHORD 3-4=-232/232 WEBS 1-3=-720/720 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 660 lb uplift at joint 4 and 660 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-7 for 260.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097192SP06EBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:54 Page: 1 ID:0Fi4tnax7yPWMytJcyQKlPzNGNt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 5 2 1-1-12 1-1-12 1-1-12 2-10 -10 Scale = 1:36.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.09 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.27 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-1-12, 4=1-1-12 Max Horiz 4=69 (LC 9) Max Uplift 3=-662 (LC 30), 4=-662 (LC 29) Max Grav 3=691 (LC 27), 4=691 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-685/666, 1-2=-199/199, 2-3=-392/26 BOT CHORD 3-4=-199/199 WEBS 1-3=-708/708 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 662 lb uplift at joint 4 and 662 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-12 for 260.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097193SP06FBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:54 Page: 1 ID:0Fi4tnax7yPWMytJcyQKlPzNGNt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 5 2 1-3-0 1-3-0 1-3-0 2-10 -10 Scale = 1:34.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.27 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-3-0, 4=1-3-0 Max Horiz 4=69 (LC 9) Max Uplift 3=-661 (LC 30), 4=-661 (LC 29) Max Grav 3=693 (LC 27), 4=693 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-686/665, 1-2=-223/223, 2-3=-393/29 BOT CHORD 3-4=-223/223 WEBS 1-3=-717/717 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 661 lb uplift at joint 4 and 661 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-0 for 260.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097194SP06GBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:54 Page: 1 ID:0Fi4tnax7yPWMytJcyQKlPzNGNt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 6 4 3 251 1-10-6 1-10-6 1-10-6 2-1-8 2-1-1 Scale = 1:28.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-49 (LC 8) Max Uplift 3=-345 (LC 30), 4=-339 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/352 BOT CHORD 3-4=-282/282 WEBS 2-4=-476/476 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 345 lb uplift at joint 3 and 339 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097195SP07Blocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:54 Page: 1 ID:SftU8liGx7Y8QXGmDggleRzNGRa-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-0-11 2-0-3 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-47 (LC 8) Max Uplift 3=-331 (LC 30), 4=-325 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-402/338 BOT CHORD 3-4=-283/283 WEBS 2-4=-466/466 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 lb uplift at joint 3 and 325 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.2 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097196SP07ABlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:54 Page: 1 ID:SftU8liGx7Y8QXGmDggleRzNGRa-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-8-12 1-8-12 1-8-12 2-0-0 1-11 -9 Scale = 1:29 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-12, 4=1-8-12 Max Horiz 4=-45 (LC 8) Max Uplift 3=-322 (LC 30), 4=-316 (LC 29) Max Grav 3=410 (LC 37), 4=410 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/43, 1-2=-258/258, 2-3=-400/328 BOT CHORD 3-4=-258/258 WEBS 2-4=-440/440 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 322 lb uplift at joint 3 and 316 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097197SP07BBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:55 Page: 1 ID:xUcQlzytgnXXHMeZlp0vK9zNGPz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 1-11 -8 1-11 -1 Scale = 1:27.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-44 (LC 8) Max Uplift 3=-312 (LC 30), 4=-306 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/319 BOT CHORD 3-4=-282/282 WEBS 2-4=-452/452 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 3 and 306 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097198SP07CBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:55 Page: 1 ID:SftU8liGx7Y8QXGmDggleRzNGRa-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 3 6 251 1-10-6 1-10-6 1-10-6 1-11 -0 1-10 -9 Scale = 1:27.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-43 (LC 8) Max Uplift 3=-304 (LC 30), 4=-297 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/310 BOT CHORD 3-4=-282/282 WEBS 2-4=-446/446 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 304 lb uplift at joint 3 and 297 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097199SP07DBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:55 Page: 1 ID:SftU8liGx7Y8QXGmDggleRzNGRa-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-8-12 1-8-12 1-8-12 1-10 -3 1-9-12 Scale = 1:28.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-12, 4=1-8-12 Max Horiz 4=-41 (LC 8) Max Uplift 3=-292 (LC 30), 4=-286 (LC 29) Max Grav 3=410 (LC 37), 4=410 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/43, 1-2=-258/258, 2-3=-400/298 BOT CHORD 3-4=-258/258 WEBS 2-4=-418/418 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 3 and 286 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097200SP07EBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:55 Page: 1 ID:xUcQlzytgnXXHMeZlp0vK9zNGPz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =4x5 =2x6 =2x4 =2x4 6 9 510 4 38271 1-10-6 0-4-5 1-0-12 1-0-12 0-9-10 1-10-6 0-1-0 1-1-11 0-8-11 1-10 -6 1-0-12 1-0-12 2-10 -8 2-10 -1 2-3-0 Scale = 1:63.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL)0.00 5-6 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.08 Vert(CT)0.00 5-6 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.36 Horz(CT)0.00 6 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 18 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)4= Mechanical, 5=0-5-8, 6= Mechanical Max Horiz 5=-69 (LC 8) Max Uplift 4=-93 (LC 30), 5=-692 (LC 30), 6=-798 (LC 29) Max Grav 4=391 (LC 44), 5=753 (LC 27), 6=825 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-379/64, 1-2=-181/181, 2-3=-129/129, 3-4=-363/95 BOT CHORD 5-6=-295/295, 4-5=-131/131 WEBS 2-5=-739/700, 2-6=-933/933 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 4, 692 lb uplift at joint 5 and 798 lb uplift at joint 6. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097201SP07FBlocking21PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:55 Page: 1 ID:SftU8liGx7Y8QXGmDggleRzNGRa-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 5 2 1-8-14 1-8-14 1-8-14 2-9-11 Scale = 1:31.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.29 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-67 (LC 8) Max Uplift 3=-634 (LC 30), 4=-634 (LC 29) Max Grav 3=683 (LC 27), 4=683 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-672/640, 1-2=-338/338, 2-3=-400/43 BOT CHORD 3-4=-338/338 WEBS 1-3=-752/752 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 634 lb uplift at joint 4 and 634 lb uplift at joint 3. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 260.0 plf. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097202SP10Blocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:55 Page: 1 ID:HCoXqLc9UHwfmE4K?v95iIyEVdN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 5 2 1-3-9 1-3-9 1-3-9 2-9-11 Scale = 1:33.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.27 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-67 (LC 8) Max Uplift 3=-640 (LC 30), 4=-640 (LC 29) Max Grav 3=673 (LC 27), 4=673 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-666/644, 1-2=-234/234, 2-3=-394/30 BOT CHORD 3-4=-234/234 WEBS 1-3=-702/702 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 640 lb uplift at joint 4 and 640 lb uplift at joint 3. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-9 for 260.0 plf. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097203SP10BBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:56 Page: 1 ID:fHhXk?6QjTwqXMvImPmFIqyEVTi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 6 4 3 1 5 2 1-6-15 1-6-15 1-6-15 2-9-11 Scale = 1:33.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.28 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-67 (LC 8) Max Uplift 3=-636 (LC 30), 4=-636 (LC 29) Max Grav 3=679 (LC 27), 4=679 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-670/642, 1-2=-300/300, 2-3=-398/39 BOT CHORD 3-4=-300/300 WEBS 1-3=-733/733 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 636 lb uplift at joint 4 and 636 lb uplift at joint 3. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-15 for 260.0 plf. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097204SP10CBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:56 Page: 1 ID:BlV1hb3Uz241D8KmkLD5phyEVV2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 5 2 1-5-12 1-5-12 1-5-12 2-9-11 Scale = 1:33.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.28 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-67 (LC 8) Max Uplift 3=-637 (LC 30), 4=-637 (LC 29) Max Grav 3=677 (LC 27), 4=677 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-669/642, 1-2=-277/277, 2-3=-397/36 BOT CHORD 3-4=-277/277 WEBS 1-3=-721/721 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 637 lb uplift at joint 4 and 637 lb uplift at joint 3. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-12 for 260.0 plf. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097205SP10DBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:56 Page: 1 ID:G3eXy15sPfFBNyA2aeEUd7yEVSQ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 5 2 1-3-7 1-3-7 1-3-7 2-9-11 Scale = 1:33.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.27 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-67 (LC 8) Max Uplift 3=-640 (LC 30), 4=-640 (LC 29) Max Grav 3=673 (LC 27), 4=673 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-666/644, 1-2=-232/232, 2-3=-394/30 BOT CHORD 3-4=-232/232 WEBS 1-3=-701/701 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 640 lb uplift at joint 4 and 640 lb uplift at joint 3. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-7 for 260.0 plf. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097206SP10EBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:56 Page: 1 ID:1QwVQHDF5kYDgrHSaWsDG5zNGLl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 25 1-1-12 1-1-12 1-1-12 2-9-11 Scale = 1:34.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.09 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.26 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-67 (LC 8) Max Uplift 3=-642 (LC 30), 4=-642 (LC 29) Max Grav 3=670 (LC 27), 4=670 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-664/645, 1-2=-199/199, 2-3=-392/26 BOT CHORD 3-4=-199/199 WEBS 1-3=-689/689 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 642 lb uplift at joint 4 and 642 lb uplift at joint 3. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-12 for 260.0 plf. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097207SP10FBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:56 Page: 1 ID:C?1obQxpWgeUQJ01jByqqEzNGM6-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 5 2 1-3-0 1-3-0 1-3-0 2-9-11 Scale = 1:33.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.10 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.27 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-67 (LC 8) Max Uplift 3=-640 (LC 30), 4=-640 (LC 29) Max Grav 3=672 (LC 27), 4=672 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-666/644, 1-2=-223/223, 2-3=-393/29 BOT CHORD 3-4=-223/223 WEBS 1-3=-698/698 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 640 lb uplift at joint 4 and 640 lb uplift at joint 3. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-0 for 260.0 plf. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097208SP10GBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:56 Page: 1 ID:li9PMmNqjwWkaS1iez3Vc7zNGKG-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-0-7 1-11 -15 Scale = 1:28.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-46 (LC 8) Max Uplift 3=-327 (LC 30), 4=-321 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-402/334 BOT CHORD 3-4=-283/283 WEBS 2-4=-463/463 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint 3 and 321 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.2 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097209SP11Blocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:57 Page: 1 ID:AFcLFtyTDivFXN9dC8yfGQyEVxb-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-8-12 1-8-12 1-8-12 1-11 -12 1-11 -5 Scale = 1:28.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-12, 4=1-8-12 Max Horiz 4=-45 (LC 8) Max Uplift 3=-317 (LC 30), 4=-311 (LC 29) Max Grav 3=410 (LC 37), 4=410 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/43, 1-2=-258/258, 2-3=-400/323 BOT CHORD 3-4=-258/258 WEBS 2-4=-437/437 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 lb uplift at joint 3 and 311 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097210SP11ABlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:57 Page: 1 ID:?hV14kEupmo?ovQ22Us2hGyEVxE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 1-11 -4 1-10 -13 Scale = 1:27.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-44 (LC 8) Max Uplift 3=-308 (LC 30), 4=-301 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/314 BOT CHORD 3-4=-282/282 WEBS 2-4=-449/449 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 3 and 301 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097211SP11BBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:57 Page: 1 ID:MBLnF4iMdliSzuuYqA3BnUyEVwd-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 3 6 251 1-10-6 1-10-6 1-10-6 1-10 -12 1-10 -5 Scale = 1:27.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-43 (LC 8) Max Uplift 3=-300 (LC 30), 4=-293 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/306 BOT CHORD 3-4=-282/282 WEBS 2-4=-443/443 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 4 and 300 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097212SP11CBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:57 Page: 1 ID:0mblL_3YofMLyMc61m4_ScyEVwA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-8-12 1-8-12 1-8-12 1-9-15 1-9-8 Scale = 1:28.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-12, 4=1-8-12 Max Horiz 4=-41 (LC 8) Max Uplift 3=-288 (LC 30), 4=-282 (LC 29) Max Grav 3=410 (LC 37), 4=410 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/43, 1-2=-258/258, 2-3=-400/294 BOT CHORD 3-4=-258/258 WEBS 2-4=-415/415 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 3 and 282 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097213SP11DBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:57 Page: 1 ID:OQrg9YVYUPyKR9cYMgtIbLzNGT8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-8-12 1-8-12 1-8-12 2-6-7 2-6-0 Scale = 1:31.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-12, 4=1-8-12 Max Horiz 4=-60 (LC 8) Max Uplift 3=-429 (LC 30), 4=-423 (LC 29) Max Grav 3=477 (LC 27), 4=471 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/43, 1-2=-258/258, 2-3=-467/435 BOT CHORD 3-4=-258/258 WEBS 2-4=-526/526 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 429 lb uplift at joint 3 and 423 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097214SP11EBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:58 Page: 1 ID:HH17BS2UdYUI4J?b?80vyhyEVsJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-5-15 2-5-8 Scale = 1:31.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-58 (LC 8) Max Uplift 3=-420 (LC 30), 4=-413 (LC 29) Max Grav 3=472 (LC 27), 4=466 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-461/426 BOT CHORD 3-4=-282/282 WEBS 2-4=-534/534 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420 lb uplift at joint 3 and 413 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097215SP11FBlocking21PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:58 Page: 1 ID:Vr0uclq2RV08KivzedOPslzNGU?-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-5-7 2-5-0 Scale = 1:31.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-57 (LC 8) Max Uplift 3=-411 (LC 30), 4=-405 (LC 29) Max Grav 3=464 (LC 27), 4=457 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-453/418 BOT CHORD 3-4=-282/282 WEBS 2-4=-528/528 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 3 and 405 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097216SP11GBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:58 Page: 1 ID:pR5tpA3ArM3N9DQkwnWcMPyEVr?-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-9-14 1-9-14 1-9-14 2-4-15 2-4-8 Scale = 1:30.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.17 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.20 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-9-14, 4=1-9-14 Max Horiz 4=-56 (LC 8) Max Uplift 3=-403 (LC 30), 4=-397 (LC 29) Max Grav 3=455 (LC 27), 4=448 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-401/46, 1-2=-275/275, 2-3=-444/410 BOT CHORD 3-4=-275/275 WEBS 2-4=-516/516 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 3 and 397 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-14 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097217SP11HBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:58 Page: 1 ID:EZrsaqWO7kk75vlrb2hHMCyEVqQ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-8-12 1-8-12 1-8-12 2-4-7 2-4-0 Scale = 1:30.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-12, 4=1-8-12 Max Horiz 4=-55 (LC 8) Max Uplift 3=-396 (LC 30), 4=-390 (LC 29) Max Grav 3=444 (LC 27), 4=438 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/43, 1-2=-258/258, 2-3=-434/402 BOT CHORD 3-4=-258/258 WEBS 2-4=-498/498 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 396 lb uplift at joint 3 and 390 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097218SP11JBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:58 Page: 1 ID:tXz8GDik?Gs4abe4HYno6VyEWA6-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-4-0 2-3-8 Scale = 1:30.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-54 (LC 8) Max Uplift 3=-386 (LC 30), 4=-380 (LC 29) Max Grav 3=439 (LC 27), 4=433 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-428/393 BOT CHORD 3-4=-282/282 WEBS 2-4=-508/508 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 lb uplift at joint 3 and 380 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097219SP11KBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:58 Page: 1 ID:lD6yrKxb4bo9vmlnX5dnW0yEWB6-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10 -6 1-10 -6 1-10 -6 2-3-6 2-2-15 Scale = 1:30.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-53 (LC 8) Max Uplift 3=-376 (LC 30), 4=-370 (LC 29) Max Grav 3=429 (LC 27), 4=423 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-418/383 BOT CHORD 3-4=-282/282 WEBS 2-4=-500/500 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 376 lb uplift at joint 3 and 370 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097220SP11LBlocking21PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:59 Page: 1 ID:0Nw4qbclgzlhAxXWbr3B8yzNGUH-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10 -6 1-10 -6 1-10 -6 2-2-8 2-2-1 Scale = 1:29.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.19 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-51 (LC 8) Max Uplift 3=-362 (LC 30), 4=-356 (LC 29) Max Grav 3=415 (LC 27), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-404/369 BOT CHORD 3-4=-282/282 WEBS 2-4=-489/489 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 lb uplift at joint 3 and 356 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097221SP11NBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:59 Page: 1 ID:TCk0XplVqOArL7DvZCWoFyyEWMz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-4-10 1-4-10 1-4-10 2-2-0 2-1-11 Scale = 1:29.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-4-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-4-10, 4=1-4-10 Max Horiz 4=-50 (LC 8) Max Uplift 3=-360 (LC 30), 4=-355 (LC 29) Max Grav 3=403 (LC 37), 4=403 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-395/33, 1-2=-196/196, 2-3=-395/364 BOT CHORD 3-4=-196/196 WEBS 2-4=-428/428 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 3 and 355 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-10 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097222SP11PBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:59 Page: 1 ID:ppvmlSnKgp4Clq6XtO4104yEWOD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-1-10 2-1-3 Scale = 1:28.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-49 (LC 8) Max Uplift 3=-347 (LC 30), 4=-341 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/354 BOT CHORD 3-4=-282/282 WEBS 2-4=-478/478 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 3 and 341 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097223SP11QBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:59 Page: 1 ID:eyD9?8mxZhWmjrbQmKHp2fyEW3a-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-0-7 1-11 -15 Scale = 1:28.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-46 (LC 8) Max Uplift 3=-327 (LC 30), 4=-321 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/334 BOT CHORD 3-4=-282/282 WEBS 2-4=-463/463 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint 3 and 321 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097224SP11RBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:59 Page: 1 ID:4pOc6LCU81wkYTnwyeRgdHzNGTW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-1 1-10-1 1-10-1 1-6-7 1-5-15 Scale = 1:26.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.17 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.15 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-1, 4=1-10-1 Max Horiz 4=-33 (LC 8) Max Uplift 3=-228 (LC 30), 4=-221 (LC 29) Max Grav 3=412 (LC 37), 4=412 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-278/277, 2-3=-402/234 BOT CHORD 3-4=-277/277 WEBS 2-4=-391/391 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 3 and 221 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-1 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097225SP11SBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:24:59 Page: 1 ID:WkitaRGhP30F6?Vr660JBrzNGS8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10 -6 1-10 -6 1-10 -6 1-5-15 1-5-7 Scale = 1:26.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.15 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-32 (LC 8) Max Uplift 3=-219 (LC 30), 4=-213 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/226 BOT CHORD 3-4=-282/282 WEBS 2-4=-390/390 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 3 and 213 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097226SP11TBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:00 Page: 1 ID:4pOc6LCU81wkYTnwyeRgdHzNGTW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 5 2 1-8-14 1-8-14 1-8-14 2-6-10 Scale = 1:31.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.27 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-14, 4=1-8-14 Max Horiz 4=60 (LC 9) Max Uplift 3=-568 (LC 30), 4=-568 (LC 29) Max Grav 3=617 (LC 27), 4=617 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-607/574, 1-2=-338/338, 2-3=-400/43 BOT CHORD 3-4=-338/338 WEBS 1-3=-696/696 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 568 lb uplift at joint 4 and 568 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 260.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097227SP12Blocking61PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:00 Page: 1 ID:QSj_d?kyi7P1O5Xh2oD6zCyEBMy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 5 2 1-5-12 1-5-12 1-5-12 2-6-10 Scale = 1:33.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.25 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-5-12, 4=1-5-12 Max Horiz 4=60 (LC 9) Max Uplift 3=-572 (LC 30), 4=-572 (LC 29) Max Grav 3=611 (LC 27), 4=611 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-603/577, 1-2=-277/277, 2-3=-397/36 BOT CHORD 3-4=-277/277 WEBS 1-3=-662/662 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 572 lb uplift at joint 4 and 572 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-12 for 260.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097228SP12ABlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:00 Page: 1 ID:uqctV5mzeF?Qt7KptcdTnNzNGIT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 1 5 2 1-3-13 1-3-13 1-3-13 2-6-10 Scale = 1:33.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.25 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-3-13, 4=1-3-13 Max Horiz 4=60 (LC 9) Max Uplift 3=-574 (LC 30), 4=-574 (LC 29) Max Grav 3=608 (LC 27), 4=608 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-601/578, 1-2=-239/239, 2-3=-394/31 BOT CHORD 3-4=-239/239 WEBS 1-3=-644/644 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 574 lb uplift at joint 4 and 574 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-13 for 260.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097229SP12BBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:00 Page: 1 ID:uqctV5mzeF?Qt7KptcdTnNzNGIT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x6 =3x4 =6x8 =2x4 4 6 3 51 2 1-10-6 1-10-6 1-10-6 2-6-10 Scale = 1:30.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.27 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=60 (LC 9) Max Uplift 3=-567 (LC 30), 4=-567 (LC 29) Max Grav 3=620 (LC 27), 4=620 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-609/573, 1-2=-367/367, 2-3=-402/47 BOT CHORD 3-4=-367/367 WEBS 1-3=-714/714 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 567 lb uplift at joint 4 and 567 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 260.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097230SP12CBlocking41PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:00 Page: 1 ID:AIxldcmKsL_0yC8YZnJ6P1yEBPU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =3x4 =3x4 =2x4 6 4 3 1 5 2 1-4-6 1-4-6 1-4-6 1-9-6 Scale = 1:30.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-4-6, 4=1-4-6 Max Horiz 4=-40 (LC 8) Max Uplift 3=-373 (LC 30), 4=-373 (LC 29) Max Grav 3=409 (LC 27), 4=409 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-401/377, 1-2=-250/250, 2-3=-395/32 BOT CHORD 3-4=-250/250 WEBS 1-3=-476/476 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 lb uplift at joint 4 and 373 lb uplift at joint 3. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 260 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-6 for 260.0 plf. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097231SP12DBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:01 Page: 1 ID:M0AGiRnbPZ7HVHv?RK8iJazNGIS-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-1-0 2-0-8 Scale = 1:28.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-47 (LC 8) Max Uplift 3=-337 (LC 30), 4=-330 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/343 BOT CHORD 3-4=-282/282 WEBS 2-4=-470/470 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint 3 and 330 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097232SP13Blocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:01 Page: 1 ID:3kMn7OiBVtGAL6VSpgcf2LyEAjg-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-0-8 2-0-0 Scale = 1:28.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.18 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-46 (LC 8) Max Uplift 3=-328 (LC 30), 4=-322 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/335 BOT CHORD 3-4=-282/282 WEBS 2-4=-464/464 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint 3 and 322 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097233SP13ABlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:01 Page: 1 ID:rpvfxlDXcnZCOZjXHUNWlCyEAj0-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 2-0-0 1-11 -8 Scale = 1:28.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-45 (LC 8) Max Uplift 3=-320 (LC 30), 4=-314 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/327 BOT CHORD 3-4=-282/282 WEBS 2-4=-458/458 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 320 lb uplift at joint 3 and 314 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097234SP13BBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:01 Page: 1 ID:vFMADWoG4rkFm5zyfHl?EXyEAiF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-10-6 1-10-6 1-10-6 1-11 -8 1-11 -0 Scale = 1:27.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-44 (LC 8) Max Uplift 3=-312 (LC 30), 4=-305 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/318 BOT CHORD 3-4=-282/282 WEBS 2-4=-452/452 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 3 and 305 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097235SP13CBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:01 Page: 1 ID:dWb59?yri1ingijCjkyHaZyEAgm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 3 6 251 1-10-6 1-10-6 1-10-6 1-11 -0 1-10 -8 Scale = 1:27.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.17 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=-43 (LC 8) Max Uplift 3=-303 (LC 30), 4=-297 (LC 29) Max Grav 3=413 (LC 37), 4=413 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/47, 1-2=-283/282, 2-3=-402/310 BOT CHORD 3-4=-282/282 WEBS 2-4=-446/446 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 3 and 297 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097236SP13DBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:01 Page: 1 ID:pjtyk?vP5IfZerGOrqtpHEyEAfX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-8-14 1-8-14 1-8-14 1-10 -8 1-10 -1 Scale = 1:28.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-14, 4=1-8-14 Max Horiz 4=-42 (LC 8) Max Uplift 3=-297 (LC 30), 4=-291 (LC 29) Max Grav 3=410 (LC 37), 4=410 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/44, 1-2=-260/260, 2-3=-400/303 BOT CHORD 3-4=-260/260 WEBS 2-4=-423/423 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 lb uplift at joint 3 and 291 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097237SP13EBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:02 Page: 1 ID:okqc82?Yt7eVm5Q3z4TlTZyEVtf-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =3x4 =3x4 =2x4 4 6 3 251 1-8-12 1-8-12 1-8-12 1-10 -0 1-9-9 Scale = 1:28.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-12, 4=1-8-12 Max Horiz 4=-41 (LC 8) Max Uplift 3=-289 (LC 30), 4=-283 (LC 29) Max Grav 3=410 (LC 37), 4=410 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/43, 1-2=-258/258, 2-3=-400/295 BOT CHORD 3-4=-258/258 WEBS 2-4=-416/416 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 lb uplift at joint 3 and 283 lb uplift at joint 4. 8)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 10)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097238SP13FBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:02 Page: 1 ID:nPRg2vQTh9xdza1Nbg6MVzzNGHc-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-10 -4 2-9-12 Scale = 1:31.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4=0-3-15 Max Horiz 4=-68 (LC 8) Max Uplift 3=-491 (LC 30), 4=-484 (LC 29) Max Grav 3=544 (LC 27), 4=537 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-533/497 BOT CHORD 3-4=-282/282 WEBS 2-4=-594/594 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 491 lb uplift at joint 3 and 484 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097239SP14Blocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:02 Page: 1 ID:bOVzI2WiINLu?LnClnxIi5yEAqM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-8-12 1-8-12 1-8-12 2-7-4 2-6-13 Scale = 1:30.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.14 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-61 (LC 8) Max Uplift 3=-443 (LC 30), 4=-437 (LC 29) Max Grav 3=491 (LC 27), 4=485 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/44, 1-2=-258/258, 2-3=-481/449 BOT CHORD 3-4=-258/258 WEBS 2-4=-538/538 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 lb uplift at joint 3 and 437 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097240SP14ABlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:02 Page: 1 ID:8o_PCwLaTirCws6lsryQvIzNGF8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-10 -4 2-9-12 Scale = 1:31.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.23 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4=0-3-15 Max Horiz 4=-68 (LC 8) Max Uplift 3=-491 (LC 30), 4=-484 (LC 29) Max Grav 3=544 (LC 27), 4=537 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-533/497 BOT CHORD 3-4=-282/282 WEBS 2-4=-594/594 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 491 lb uplift at joint 3 and 484 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097241SP14BBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:02 Page: 1 ID:kUqi8jWMA?bDc?BRgoCiUFzNGEw-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-9-12 2-9-4 Scale = 1:31.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-67 (LC 8) Max Uplift 3=-483 (LC 30), 4=-476 (LC 29) Max Grav 3=535 (LC 27), 4=529 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-524/489 BOT CHORD 3-4=-282/282 WEBS 2-4=-587/587 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 483 lb uplift at joint 3 and 476 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097242SP14CBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:03 Page: 1 ID:GZolVBiOPwcxXTPWc9US7dzNGEg-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10 -6 1-10 -6 1-10 -6 2-9-4 2-8-12 Scale = 1:31.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-66 (LC 8) Max Uplift 3=-474 (LC 30), 4=-468 (LC 29) Max Grav 3=527 (LC 27), 4=520 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-516/481 BOT CHORD 3-4=-282/282 WEBS 2-4=-580/580 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 474 lb uplift at joint 3 and 468 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097243SP14DBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:03 Page: 1 ID:sGe1RztA6DNyCcTCR5kkhazNGES-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-10-6 1-10-6 1-10-6 2-8-12 2-8-4 Scale = 1:31 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-65 (LC 8) Max Uplift 3=-466 (LC 30), 4=-459 (LC 29) Max Grav 3=519 (LC 27), 4=512 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-508/472 BOT CHORD 3-4=-282/282 WEBS 2-4=-573/573 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 466 lb uplift at joint 3 and 459 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097244SP14EBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:03 Page: 1 ID:lIP_r97LAg1zDraE9?cf2?zNGE7-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 3 6 251 1-10-6 1-10-6 1-10-6 2-8-4 2-7-12 Scale = 1:30.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.18 Vert(CT)-0.01 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Wind(LL)0.00 4 >999 240 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-64 (LC 8) Max Uplift 3=-458 (LC 30), 4=-451 (LC 29) Max Grav 3=510 (LC 27), 4=504 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-402/48, 1-2=-283/282, 2-3=-499/464 BOT CHORD 3-4=-282/282 WEBS 2-4=-566/566 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 458 lb uplift at joint 3 and 451 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097245SP14FBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:03 Page: 1 ID:99cX2_NuSpY8dw64KCzLsDzNGDp-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-9-1 1-8-14 1-8-14 2-7-12 2-7-5 Scale = 1:30.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-62 (LC 8) Max Uplift 3=-451 (LC 30), 4=-445 (LC 29) Max Grav 3=499 (LC 27), 4=493 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/44, 1-2=-260/260, 2-3=-489/457 BOT CHORD 3-4=-260/260 WEBS 2-4=-546/546 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 445 lb uplift at joint 4 and 451 lb uplift at joint 3. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-14 for 200.0 plf. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097246SP14GBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:04 Page: 1 ID:D10CB7YIwQR0wDlzjsktzNzNGDa-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =6x8 =3x4 =2x6 4 6 3 251 1-8-12 1-8-12 1-8-12 2-7-4 2-6-13 Scale = 1:30.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL)0.00 3-4 >999 360 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.16 Vert(CT)0.00 3-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.21 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IBC2021/TPI2014 Matrix-MP Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 G BOT CHORD 2x4 DF No.2 G WEBS 2x4 DF Std G or 2x4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3= Mechanical, 4= Mechanical Max Horiz 4=-61 (LC 8) Max Uplift 3=-443 (LC 30), 4=-437 (LC 29) Max Grav 3=491 (LC 27), 4=485 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-400/44, 1-2=-258/258, 2-3=-481/449 BOT CHORD 3-4=-258/258 WEBS 2-4=-538/538 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=96mph (3-second gust) Vasd=76mph; TCDL=8.4psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20% has been applied for the green lumber members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 lb uplift at joint 3 and 437 lb uplift at joint 4. 9)This truss has been designed for a moving concentrated load of 300.0lb live and 80.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10)This truss has been designed for a total seismic drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-12 for 200.0 plf. 11)Truss design assumes the use of Green lumber. Creep factor of 2.00 requires lumber to be less than 19% moisture content prior to truss installation. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply M39885- NEXX BURGER R88097247SP14HBlocking11PLANJob Reference (optional) Builders FirstSource (Perris, CA), Perris, CA - 92570,Run: 8.83 S Apr 24 2025 Print: 8.830 S Apr 24 2025 MiTek Industries, Inc. Wed May 07 15:25:04 Page: 1 ID:l6_FYblL9LSkrh_2fD1dclzNGDK-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 9,2025 LA T E R A L B R A C I N G L O C A T I O N In d i c a t e s l o c a t i o n w h e r e b e a r i n g s (s u p p o r t s ) o c c u r . I c o n s v a r y b u t re a c t i o n s e c t i o n i n d i c a t e s j o i n t nu m b e r / l e t t e r w h e r e b e a r i n g s o c c u r . Mi n s i z e s h o w n i s f o r c r u s h i n g o n l y . In d i c a t e d b y s y m b o l s h o w n a n d / o r by t e x t i n t h e b r a c i n g s e c t i o n o f t h e ou t p u t . U s e T o r I b r a c i n g if i n d i c a t e d . Th e f i r s t d i m e n s i o n i s t h e p l a t e wi d t h m e a s u r e d p e r p e n d i c u l a r to s l o t s . S e c o n d d i m e n s i o n i s th e l e n g t h p a r a l l e l t o s l o t s . Ce n t e r p l a t e o n j o i n t u n l e s s x , y of f s e t s a r e i n d i c a t e d . Di m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . Ap p l y p l a t e s t o b o t h s i d e s o f t r u s s an d f u l l y e m b e d t e e t h . 1. A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2. T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3. N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4. P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5. C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6. P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7. D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8. U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9. U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 10 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 11 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 12 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 13 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 14 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 15 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 16 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 17 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 18 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 19 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 20 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . 21 . T h e d e s i g n d o e s n o t t a k e i n t o a c c o u n t a n y d y n a m i c o r o t h e r l o a d s o t h e r t h a n t h o s e e x p r e s s l y s t a t e d . Fa i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y Da m a g e o r P e r s o n a l I n j u r y ( D r a w i n g s n o t t o s c a l e ) © 2 0 2 3 M i T e k ® A l l R i g h t s R e s e r v e d Mi T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 / 2 / 2 0 2 3 ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 IC C - E S R e p o r t s : ES R - 1 9 8 8 , E S R - 2 3 6 2 , E S R - 2 6 8 5 , E S R - 3 2 8 2 ES R - 4 7 2 2 , E S L - 1 3 8 8 JO I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E AR O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O TH E L E F T . CH O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T NU M B E R S / L E T T E R S . W4-6 W3-6 W3- 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G 4 x 4 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - 2/1 PL A T E L O C A T I O N A N D O R I E N T A T I O N * Pl a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . DS B - 2 2 : D e s i g n S t a n d a r d f o r B r a c i n g . BC S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g , R e s t r a i n i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6- 4 - 8 WE B S Tr u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e tr u s s u n l e s s o t h e r w i s e s h o w n . Lu m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 se c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s es t a b l i s h e d b y o t h e r s . di m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s L Jo i n t I D ty p . California Truss Details & Repairs Use the QR Code or Link to Access the following: Roof Truss Details Roof Truss Repairs Floor Truss Details Floor Truss Repairs 24" O.C 2 4 " O . C DRAG 4600# DR A G 1 7 5 0 # SIMPSON SUL24 QTY NEXX BURGER HARDWARE LIST 1 pa d b e a m 1 " 7 / 1 6 pad beam 1"7/16 26SB1 ID 0-5-0 2X6X22 6/16" STD 90 BLOCK LIST LOW END HEIGHT 2X 22 6/16" SHPD 10 -- QTY PITCH 26S DESCRIPTION 0 26SB2 0-5-62X 22 6/16" SHPD 10 0 2-PLY DRAG 5300# 6-6-0 PARAPET HEIGHT 6-6-0 PARAPET HEIGHT3-8-0 PARAPET HEIGHT 4- 2 - 0 P A R A P E T H E I G H T AB O V E P L A T E W I T H 2 - 1 0 - 4 H E E L 5-6-0 PARAPET HEIGHT 9-0-0 PARAPET HEIGHT (WITH 1-0-0 FRAMING BY OTHERS) 5-6-0 PARAPET HEIGHT 5-6-0PARAPETHEIGHT 5- 6 - 0 P A R A P E T H E I G H T AB O V E P L A T E W I T H 1 - 1 0 - 0 H E E L 6- 6 - 0 P A R A P E T H E I G H T AB O V E P L A T E W I T H 1 - 1 0 - 0 H E E L 3- 6 - 0 P A R A P E T H E I G H T AB O V E P L A T E W I T H 1 - 1 0 - 0 H E E L pa d b e a m 1 " 1 3 / 1 6 pa d b e a m 1 " 1 3 / 1 6 MP3 3 MP5 1 4- P L Y 3-PLY 2-PLY 2-PLY 2-PLY 2-PLY 2-PLY 2-PLY 2- P L Y 2- P L Y 2- P L Y 2- P L Y STC 60 CLG = 10-0-12 H. H . = 1 - 2 - 0 H.H. = 1-2-0 2X8X22 6/16" STD 110 --28S 2- P L Y 0.25/12 0.25/12 0.25/12 0. 2 5 / 1 2 0. 2 5 / 1 2 KEF RTU RTU KEF MA U SP 0 6 S P 0 6 A SP 0 6 C SP 0 6 D SP 1 0 SP 1 0 B SP 1 0 C SP 1 0 D SP11E SP11G SP11H SP11J SP11K SP11N SP11P SP11Q SP01C SP11 SP11A SP11B SP11C SP 1 2 SP 1 2 C SP 1 2 C S P 1 2 C S P 1 2 C SP 1 2 S P 1 2 S P 1 2 S P 1 2 SP 0 5 A SP 0 5 A S P 0 5 A S P 0 5 A S P 0 5 A SP 0 5 A S P 0 5 A S P 0 5 A SP 0 3 SP 0 3 C S P 0 3 S P 0 3 S P 0 3 S P 0 3 S P 0 3 S P 0 3 S P 0 3 S P 0 3 SP04SP04ASP04ESP04FSP04GSP04HSP04JSP04LSP04MSP04PSP04QSP04RSP04SSP04TSP04U SP04K SP04D SP04C SP04B SP04BSP04CSP04DSP04K SP04V SP04W SP04X SP04YSP04M SP04L SP04J SP04A SP01A SP01B SP01DSP01C SP13 SP13A SP13B SP13C SP13D SP13E SP 0 5 SP 1 2 SP14 SP04N SP13F SP14A SP11R SP 0 3 A SP 0 3 B SP 0 3 E S P 0 3 E SP01E SP01F SP01H SP01J SP01K SP01L SP01P SP01QSP11L SP11F SP 0 5 A SP 1 2 A SP 1 2 B SP11F SP11L SP07 SP07A SP07B SP07C SP07D SP07E SP14B SP14C SP14D SP14E SP14F SP14G SP14H SP 1 0 E SP 0 6 E SP 0 6 F SP 1 0 F SP 0 6 G SP 1 0 G AA01 AA05 AA06A AA07 AA08 AA09 AC 1 2 AC 1 3 AC 1 4 AC 1 5 AC 1 6 AC 1 7 AC 1 8 AC 2 1 AC 2 2 AC 2 3 AC 2 4 AC 2 5 AC 0 8 AC 1 1 AG01 AC 0 3 AC 0 1 AC 0 2 AC 0 4 AC 0 6 AC 0 7 AC 0 9 AD 1 6 AD 2 4 AD 2 3 AD 2 2 AD 2 1 AD 2 0 AD 1 9 AD 1 8 AD 1 7 AD 1 5 AD 1 4 AD 1 3 AD 1 2 AD 1 1 AD 1 0 AD 0 9 AD 0 8 AD 0 7 AD 0 6 AD 0 5 AD 0 4 AD 0 3 AD 0 1 AD 0 2 AE04 AE03 AE02 AE01AB01 AB04 AB04 AB06 AB02 AA08 AC 1 9 FL 0 1 FL 0 2 AA06 CG01 SP04Z AA04 AC 2 6 AC 2 7 AC 2 8 AC 2 9 AC 3 0 SP11S SP11T SP0 2 SP0 2 A SP0 2 B S P02 C AG01 AC 0 5 AC 1 0 AC 2 0 SP01R SP01 SP 1 2 D SP11D SP07F SP07F FL01 MP5 MP3 SUL24 MP 3 MP3 A B AH 0 1 ( 4 ) AA 0 2 ( 5 ) AA 0 3 ( 5 ) AH 0 1 ( 4 ) AB 0 3 ( 5 ) AB 0 5 ( 5 ) 28S 26S 26S 26S26S 28S 28S 28S 28S 28S A 26S 28S 28S A B 3-11-00 2-06-00 18-05-00 12-10-00 12-11-00 50-07-00 4- 0 0 - 0 0 4- 0 6 - 0 0 4- 0 0 - 0 0 6- 0 6 - 0 0 5- 0 6 - 0 0 51 - 0 8 - 0 0 49-01-00 38 - 0 3 - 0 0 1 2 - 1 1 - 0 0 51 - 0 2 - 0 0 5- 0 0 - 0 0 1-06-00 1-10-08 1-01-12 1-08-09 1-05-01 1-07-06 1-04-10 1-03-06 1-10-08 1-10-08 1-03-04 1-08-09 1-00-07 1-00-00 1-03-06 1- 1 0 - 0 8 1- 1 0 - 0 6 1- 0 8 - 1 0 1- 0 2 - 0 6 7- 0 8 1- 0 1 - 0 5 4- 1 1 5- 0 2 1- 1 1 - 0 8 4- 1 1 6- 1 1 10 - 0 8 1- 0 6 - 0 4 9- 1 1 5- 0 2 - 0 8 6- 0 8 - 0 8 3- 0 6 - 0 0 2-06-00 3- 0 6 - 0 0 14-07-10 14-10-08 37-02-00 21-10-08 19-04-08 34-08-00 5-11-08 12 - 0 6 - 0 4 16 - 0 0 - 0 4 12 - 0 0 - 0 4 11 - 0 7 - 1 2 10 - 0 8 - 0 7 8- 1 0 - 0 1 6- 1 0 - 0 1 4- 1 0 - 0 1 2- 1 0 - 0 1 Framer is responsible for accurate spacing of trusses as designed and called out on placement plan. All trusses spaced at 24" oc unless noted otherwise. THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. PL A N SC A L E : N T S PROJECT No: M39885 DESIGNER:MS REVISIONS THIS LAYOUT IS FOR PLACEMENT PURPOSES ONLY AND IS NOT INTENDED AS A STRUCTURAL ENGINEERING DOCUMENT. ALL BEAM SIZES NOTED PER STRUCTURAL PLAN SET. DE V E L O P E R : L e o n i d a B u i l d e r s LO C A T I O N : S A N T A A N A , C A DATE 4/28/2025 NE X X B U R G E R PRINT DATE:4/28/2025 4 Amir Deihimi 4/28/2025 CORE STRUCTURE, INC. NO EXCEPTIONS TAKEN BY DATE SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITY AND GENERAL CONFORMANCE TO THE CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPSONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE FOR TOLERANCES, CLEARANCES, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDINATION OF HIS OR HER WORK WITH OTHER TRADES AND FULL COMPLIANCE WITH THE CONTRACT DOCUMENTS. FURNISH AS NOTED REJECTED REVISE AND RESUBMIT FOR INFORMATION ONLY