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Home My WebLink About1222 S Linda Way - PlanPROJECT LOCATION SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 21 S-3 DESCRIPTIONSHEET # S-1 SPECIFICATIONS SHEET 1 S-2 S-5 ABBREVIATIONS FRAMING NOTES SHOP DRAWING SUBMITTALS PROJECT INFORMATION SYMBOLS AND LEGENDS SOIL AND FOUNDATION INFORMATION PROJECT DESIGN PARAMETERS SHEET INDEX ICC I.D. IN. INFO. INT. J.T. K KSI L L.A.R.R. LB L.L. LLH LLV LONG. LT. MATL MAX. M.B. MED. MEZZ. M.F. INTERNATIONAL CODE COUNCIL INSIDE DIAMETER INCH INFORMATION INTERIOR JACK TRUSS KIP KIPS PER SQUARE INCH LOS ANGELES RESEARCH REPORT ANGLE POUND LIVE LOAD LONG LEG HORIZONTAL LONG LEG VERTICAL LONGITUDINAL LIGHT MATERIAL MAXIMUM MACHINE BOLT MEDIUM MEZZANINE MOMENT FRAME MFR. MIN. MISC. ML N.G. N.T.S. O/ O.C. O.D. OPP. OPNG. OSB MANUFACTURER MINIMUM MISCELLANEOUS MICROLAM NATURAL GRADE NOT TO SCALE OVER ON CENTER OUTSIDE DIAMETER OPPOSITE OPENING ORIENTED STRAND BOARD P.C. PCF PL PLF PLY. PSF PSI P.T. P.T.D.F. QTY. R.D. REF. PRECAST CONCRETE POUNDS PER CUBIC FOOT PARALLAM POUNDS PER LINEAR FOOT PLYWOOD POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH POST TENSION PRESSURE TREATED DOUGLAS FIR QUANTITY ROOF DRAIN REFERENCE REINF. REQ'D REV R.J. R.O. R.R. R.T. SCHED. SECT S.C. SHTG. SIM. REINFORCEMENT REQUIRED REVISION ROOF JOIST ROUGH OPENING ROOF RAFTER ROOF TRUSS SCHEDULE SECTION SLIP CRITICAL SHEATHING SIMILAR SPEC. SQ. FT. S.S. STL. STAGG. STD. STIFF. S.W. SYM. T&B T&G TEMP. THK. T.N. T.O.B. T.O.C. T.O.F. T.O.S. T.O.W. TRANS. T.S. TYP. U.N.O. VAR. W W/ W.L. WT. W.W.F. SPECIFICATION SQUARE FOOT SELECT STRUCTURAL STEEL STAGGERED STANDARD STIFFENER SHEAR WALL SYMMETRIC TOP AND BOTTOM TONGUE AND GROOVE TEMPORARY THICK TOE NAIL TOP OF BEAM TOP OF CONCRETE TOP OF FOOTING TOP OF STEEL TOP OF WALL TRANSVERSE TIMBERSTRAND TYPICAL UNLESS NOTED OTHERWISE VARIES WIDE FLANGE WITH WIND LOAD WEIGHT WELDED WIRE FABRIC W/ WITHOUT A.B. ABV. ACI ADD'L ADJ. AISC ALT ANSI APP ARCH. ASTM. ANCHOR BOLT ABOVE AMERICAN CONCRETE INSTITUTE ADDITIONAL ADJACENT AMERICAN INSTITUTE STEEL ALTERNATE AMERICAN NATIONAL STANDARDS APPROXIMATE ARCHITECTURAL/ARCHITECT AMERICAN SOCIETY FOR TESTING AND MATERIALS AITC & @ BLDG. BLKG. BLW. BM. B.N. B.O.B. BOT. B.P. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION AND AT BUILDING BLOCKING BELOW BEAM BOUNDARY NAILING BOTTOM OF BEAM BOTTOM BASE PLATE BRCG. BRG. B.S. C CBC C.J. CL CLG. CLR. CMU COL. CONC. BRACING BEARING BOTH SIDES CHANNEL CALIFORNIA BUILDING CODE CEILING JOIST CENTER LINE CEILING CLEAR CONCRETE MASONRY UNIT COLUMN CONCRETE CONN. CONST. CONT. C.J.P. CU.FT C.W. d DBL. DEG. DEPT. DET. D.F. CONNECTION CONSTRUCTION CONTINUOUS COMPLETE JOINT PENETRATION CUBIC FEET CUT WASHER PENNY WEIGHT DOUBLE DEGREE DEPARTMENT DETAIL DOUGLAS FIR DIA. DIAG. DIM. DIST. D.J. D.L. DN DO D.S. DSA D.T. DWG. EA. E.F. E.G. E.S. ELEV. E.N. E.O.R. EQ. ETC. EVA E.W. EXIST. EXP. EXT. FEMA FND. DIAMETER DIAGONAL DIMENSION DISTANCE DECK JOIST DEAD LOAD DOWN DITTO DOWN SPOUT DIVISION OF THE STATE ARCHITECT DRAG TRUSS DRAWING EACH EACH FACE EXISTING GRADE EACH SIDE ELEVATION EDGE NAILING ENGINEER OF RECORD EQUAL ETCETERA EMERGENCY VEHICLE ACCESS EACH WAY EXISTING EXPOSURE EXTERIOR FEDERAL EMERGENCY MANAGEMENT AGENCY FOUNDATION FAB FABRICATED(OR) INSTITUTE CONSTRUCTION FIN. F.F. F.G. F.H. F.J. FLR. F.O.C. F.O.M. F.R.C. F.R.T. FRMG. F.S. F.T. FT. FTG. GA GALV. G.C. GLB G.T. GYP. HD HDR. HGR. HS HSS HT. FINISH FINISH FLOOR FINISH GRADE FULL HEIGHT FLOOR JOIST FLOOR FACE OF CONCRETE FACE OF MASONRY FIBER REINFORCED CONRETE FIRE RETARDANT TREATED FRAMING FINISH SURFACE FLOOR TRUSS FEET/FOOT FOOTING GAUGE GALVANIZED GENERAL CONTRACTOR GLULAM BEAM GIRDER TRUSS GYPSUM HOLDOWN HEADER HANGER HIGH STRENGTH HOLLOW STRUCTURAL STEEL HEIGHT HORIZ. HORIZONTAL IBC INTERNATIONAL BUILDING CODE 1. THE GENERAL CONDITIONS, SPECIFICATIONS, AND STRUCTURAL DETAILS ON ALL SHEETS APPLY TO THE WORK. 2. CONTRACTOR SHALL CHECK FRAMING DIMENSIONS AGAINST THE ARCHITECTURAL PLAN AND NOTIFY THE ARCHITECT AND ENGINEER OF ANY OMISSIONS AND/OR DISCREPANCIES BEFORE STARTING WORK. 3. ALL SHEAR CONNECTORS AND BLOCKING MUST BE INSTALLED PRIOR TO THE INSTALLATION OF ROOF AND FLOOR SHEATHING. 4. USE SIMPSON U-HANGER FOR 2X FLOOR JOIST TO FLUSH BEAM CONNECTION U.N.O. 5. USE SIMPSON FULL DEPTH HU-HANGER (MAX - FILL ALL HOLES INCLUDING TRIANGLE HOLES) FOR BEAM TO BEAM CONNECTIONS, U.N.O. 6. CARRY ALL MULTIPLE STUDS OR POSTS FROM FLOOR ABOVE DOWN TO FLOOR BELOW OR BEAM BELOW. PROVIDE SOLID BLOCKING AT FLOOR LEVEL TO TRANSFER LOAD FROM UPPER POST TO LOWER POST. 7. PROVIDE POST/MULTI-STUD (U.N.O.) IN WALL TO SUPPORT FLUSH BM. 8. NO UTILITY LINE PENETRATION (STRUCT. SHTG, DBL TOP PLATES, SILL/SOLE PLATES, BLKG ABV & BLW) AT SHEAR WALL IN EXCESS OF ALLOWABLE PENETRATION SHOWN IN DETAILS IS ALLOWED. 9. INTERIOR NON-BEARING WALL TOP PLATE MAY BE 1X4 OVER 2X4. 10. TOP PLATE SPLICES PER DETAIL PROVIDED, TYP. 11. INSTALL 2-MSTA36 STRAPS AT TOP PLATE OF 4" TO 6" STRUCTURAL WALL TRANSITIONS, TYP. 12. EXTEND FLOOR/ROOF SHEATHING TO ANY/ALL BUILDING POP-OUTS. 1 SW1 DETAIL NUMBER SHEET NUMBER REVISION NUMBER REVISION AREA 1. THE FOUNDATION DESIGN IS BASED ON PRESUMPTIVE VALUES BASED ON THE 2022 CBC. 2. SUB-GRADE PREPARATION, FOUNDATION TRENCH, BACK FILL AND ALL FOUNDATION PADS SHALL BE APPROVED AND CERTIFIED BY THE CERTIFIED BUILDING OFFICIAL AND THE BUILDING INSPECTOR. 3. TRENCHES WITHIN THE INFLUENCE OF THE BUILDING FOUNDATION FOR THE UNDERGROUND UTILITIES MUST BE BACK FILLED WITH PROPER MATERIAL AND THE BACKFILL MATERIAL MUST BE PROPERLY COMPACTED TO THE SATISFACTION OF THE CERTIFIED BUILDING OFFICIAL AND THE BUILDING INSPECTOR. 4. CONTRACTOR TO ENSURE THAT ALL DRAINAGE IS DIRECTED AWAY FROM THE EXTERIOR FOOTINGS (MIN. 2% SLOPE). 1. THE CONTRACTOR SHALL SUPPLY THE EOR/ARCHITECT WITH A MIN. OF TWO COPIES OF CHECKED SHOP DRAWINGS BEARING THE CONTRACTOR'S STAMP OF APPROVAL AND SIGNATURE A MIN. OF THREE WEEKS PRIOR TO FABRICATION. THE REVIEW OF SHOP DRAWINGS BY THE ENGINEER IS ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS AND SPECIFICATIONS. THIS REVIEW DOES NOT GUARANTEE IN ANY WAY THAT THE SHOP DRAWINGS ARE CORRECT, COMPLETE, NOR DOES IT INFER THAT THEY SUPERSEDE THE STRUCTURAL DRAWINGS. 2. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT, AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. A SET OF REVIEWED SHOP DRAWINGS MUST BE FILED WITH THE LOCAL JURISDICTION BY THE CONTRACTOR AND A SET PLACED AT THE JOB SITE. SHOP DRAWINGS/SUBMITTALS SHALL BE PROVIDED FOR THE FOLLOWING CHECKED ITEMS. REBAR, PT, & STUD RAILS MAT SLAB, PAD & CONT. FTGS PERIMETER & INTERIOR WALLS SHEAR WALL GRADE BEAMS ELEVATED SLABS INCLUDING BEAMS, DROPS, PT TENDON & EFFECTIVE FORCE CALCULATIONS CMU BLOCK & GROUT CONCRETE MIX DESIGNS FOR ALL ELEMENTS CAPS, DROP PANELS, ETC. COLUMNS BUILDING OFFICIALE.O.R.SHOP DRAWING/SUBMITTAL ELEVATED SLAB FORMING PLAN/SHORING PLAN ELEVATED SLAB CONSRTUCTION JOINT LAYOUT MECHANICAL AND PLUMBING LAYOUT PLANS ELECTRICAL LAYOUT PLANS FIRE PROTECTION PLAN AND DETAILS STRUCTURAL STEEL SHOP DRAWINGS ROOF TRUSS (&/OR FLOOR TRUSS) SHOP DWGS PREFABRICATED STAIR UNITS & CONNECTIONS ELEVATOR & CONNECTIONS TO THE STRUCTURE SHEAR WALL TIE-DOWN SHOP DRAWINGS SLAB ON GRADE DRAWINGS 3. SHOP DRAWINGS/SUBMITTALS PROCESS: x THE LISTED DEFERRED SUBMITTAL ITEMS MUST BE REVIEWED AND APPROVED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT FOR COORDINATION. THE ARCHITECT SHALL FORWARD TWO(2) COPIED OF THE SUBMITTAL TO THE ENGINEER OF RECORD FOR REVIEW. SUBMITTALS REQUIRING REVIEW BY THE BUILDING OFFICIAL INCLUDE A CHECK IN THE "BUILDING OFFICIAL" COLUMN. IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE TURN-AROUND TIME OF EACH PARTY AND TO MAKE APPROPRIATE TIME ALLOWANCES. x PLANS FOR THE DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED IN A TIMELY MANNER THAT ALLOWS A MINIMUM OF 15 WORKING DAYS FOR INITIAL PLAN REVIEW. ALL COMMENTS RELATED TO THE DEFERRED SUBMITTALS MUST BE ADDRESSED TO THE SATISFACTION OF THE REVIEWING PARTIES PRIOR TO FABRICATION AND DELIVERY OF THE SUBMITTAL ITEMS. x SUBMITTALS MAY BE SUBMITTED ELECTRONICALLY TO THE EOR IN THE SAME MANNER AS HARD COPIES AS DESCRIBED ABOVE. SPECIFICATIONS SHEET 2 SPECIFICATIONS SHEET 3 CLIENT: MERCURY INSURANCE, INC. PROJECT ADDRESS: 1222 SOUTH LINDA WAY SANTA ANA, CA 92704 JURISDICTION: PER CODE APPLICABLE CODE(S): 2022 CBC SSE PROJECT NUMBER: 25-0001 CONTACT PRINCIPAL: BRYAN STREGE, PE, SE CONTACT PHONE: (949)259-6080 CONTACT EMAIL: BRYAN@STREGESTRUCTURAL.COM 1. CONSTRUCTION TYPE TYPE V-B WOOD CONSTRUCTION 2. RISK CATEGORY II 3. SEISMIC DESIGN PARAMETERS: SITE DATA TYPE V BUILDING DATA S 1.297 S 0.4631 S 1.037 S 0.571d1 ds s SITE CLASS D 1.2 1.85 F a F v SEISMIC FORCE- RESISTING SYSTEM I PROCEDURE R Cs V p SDC BEARING WALL SYSTEM: LIGHT-FRAME WOOD WALL W/ SHEAR PANEL OF 1.0 EQUIVELANT 2.0 0.363 Cs x Wd 1.0 D LATERAL FORCE 4. WIND DESIGN WIND SPEED 95 MPH (ULTIMATE) WIND EXPOSURE EXP. C 5. BUILDING ASSEMBLIES: ROOF ASSEMBLY ASPHALT SHINGLE/WATERPROOFING O/ WOOD SHEATHING WALL ASSEMBLY FINISH EXTERIOR WALL STUCCO INTERIOR WALL GYPSUM BOARD ASSEMBLY WEIGHTS: DL (PSF) LL (PSF) ROOF 15 20 EXTERIOR WALLS 18 INTERIOR WALLS 9 THE E.O.R. MUST BE NOTIFIED IF: x THE WALL/CEILING FINISH MATERIAL(OTHER THAN EXTERIOR SKIN) IS OTHER THAN DRYWALL, ALSO KNOWN AS SHEETROCK & GYPSUM BOARD. x THE DRY WALL MATERIAL WEIGHS MORE THAN 2.2 PSF. x THE DRY WALL MATERIAL IS GREATER THAN 5/8" THICK. x THERE IS ANY FUTURE SOLAR REQUIREMENTS FOR THE ROOF. S-6 S-7 STRUCTURAL ROOF FRAMING PLAN PROJECT SCOPE 1. BRING SUBJECT SINGLE-FAMILY RESIDENTIAL STRUCTURE BACK TO PRE-LOSS STATE DUE TO A FIRE LOSS EVENT. (REPAIR ONLY, NO ALTERATION FROM EXISTING.) S-4 SITE PLAN S-8 S-9 SITE PLAN LAYOUT PLAN STRUCTURAL FOUNDATION/ FRAMING PLAN E-2 E-1 E-3 ELECTRICAL NOTES, LEGENDS & SCHEDULES ELECTRICAL SPECIFICATIONS ELECTRICAL LIGHTING PLAN STRUCTURAL DETAIL SHEET 1 STRUCTURAL DETAIL SHEET 2 1 S-1 SPECIFICATIONS SHEET 1 OTHER MATERIALS E-4 ELECTRICAL POWER PLAN M-1 MECHANICAL NOTES & LEGENDS M-2 MECHANICAL FLOOR PLAN M-3 MECHANICAL SCHEDULES & DETAILS M-4 MECHANICAL SPECIFICATIONS P-1 PLUMBING NOTES & LEGENDS P-2 PLUMBING FLOOR PLAN P-3 PLUMBING SCHEDULES & DETAILS P-4 PLUMBING SPECIFICATIONS GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E Bldg #101123222 APPROVALS: PLNG - C. Santana BLDG - A. So PUBLIC WORKS - Y. Soto UP 11'-9"10'-2" 13 ' - 1 0 " 1' - 1 0 " 9' - 5 " 15 ' - 4 " 17'-11"11'-9" 14 ' - 4 " 5' - 3 " 5' - 0 " 5' - 0 " 2' - 0 " 10 ' - 4 " 19'-3" 19 ' - 3 " 16 ' - 1 1 " 19'-3" 15 ' - 1 0 " 16'-6" ROOM 7'-11"10'-7" 16 ' - 1 " 6' - 1 1 " ROOM 18 ' - 1 0 " 5'-3" N/ A RO O M ROOM 3'-2" 18 ' - 1 0 " ROOM ROOM 3'-1" 5' - 3 " RO O M RO O M N/ A RO O M 8'-2" ROOM ROOM ROOM ROOM ROOM ROOM ROOM ROOM 10'-2" GAS METER LOCATION (NOT AFFECTED) ELECTRICAL METER LOCATION (NOT AFFECTED) ELECTRICAL PANEL LOCATION (NOT AFFECTED) D A B B B B B B B C (E) PATIO STRUCTURE LEGEND: :REFER TO ELECTRICAL DRAWINGS FOR WORK :WINDOW OPERABLE AS EMERGENCY EXIT :SLIDING GLASS DOOR :MAIN ENTRY DOOR A B C D NOTES: 1. VERIFY ALL CONDITIONS & DIMENSIONS IN FIELD. 2. OPEN UP WALLS AND CEILING IN EXPECTED AREA OF DAMAGE. WIDEN SEARCH FOR DAMAGED MEMBERS UNTIL NO MORE DAMAGE IS PRESENT. NOTIFY THE SEOR IMMEDIATELY OF ANY DAMAGE OR FRAMING DEVIANCE FROM THIS PLAN. 3. PLATE HEIGHT= 8'-0" (VIF) 4. ROOF PITCH= 4:12 (VIF) SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 215 S-5 LAYOUT PLAN (1/4" = 1'-0") ARCHITECTURAL LAYOUT PLAN GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E (E) DROP BEAM IN CEILING ABOVE (E) ATTIC ACCESS GARAGE REMOVE UNPERMITTED SINK 06/11/25 N 31'-4" 4' 5' 24'-10" 33'-6" 36'-1" 48'-8" 54'-4" S LINDA WAY PROPERTY LINE PR O P E R T Y L I N E PR O P E R T Y L I N E SMOKE DAMAGE OBSERVED AT ENTRY WAY (E) INTERIOR W/ EXTENSIVE DAMAGE THROUGHOUT. NO WOOD CHARRING OR SEVERE DISCOLORATION OBSERVED SMOKE DAMAGE OBSERVED AT SIDE EAVE SMOKE DAMAGE OBSERVED AT SIDE EAVE SMOKE DAMAGE OBSERVED AT SIDE EAVE SMOKE DAMAGE OBSERVED AT DOOR EAVE (E) UNPERMITTED PATIO STRUCTURE W/ SEVERE DISCOLORATION OF WOOD MEMBERS. PATIO TO BE REMOVED. 18" ROOF LINE SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 214 S-4 SITE PLAN SITE PLAN (3/16" = 1'-0") GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 212 S-2 SPECIFICATIONS SHEET 2 WOOD (CONTINUED)GENERAL NOTES (CONTINUED)GENERAL NOTES 1. CONSTRUCTION SHALL CONFORM TO THE PROVISIONS OF THE CALIFORNIA BUILDING CODE, LATEST EDITION, STANDARDS REFERENCED THEREIN AND LOCAL JURISDICTION REQUIREMENTS. EXCEPT WHERE MORE STRINGENT REQUIREMENTS ARE NOTED OR SHOWN IN THE PLANS OR SPECIFICATIONS, ALL PHASES OF WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST VERSION OF THE CBC, AS WELL AS ALL APPLICABLE LOCAL ORDINANCES. 2. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL DIMENSIONS, AND CONDITIONS AT THE JOBSITE, AND TO CROSS CHECK ALL DETAILS AND DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS WITH RELATED REQUIREMENTS ON THE REST OF THE PROJECT'S CONSTRUCTION DOCUMENTS PACKAGE AND NOTIFY THE ARCHITECT AND ENGINEER OF ANY DISCREPANCIES PRIOR TO STARTING WORK. ANY SUCH DISCREPANCY, OMISSION, OR VARIATION NOT REPORTED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 3. DETAIL MARKED "TYPICAL" SHALL APPLY IN ALL CASES UNLESS SPECIFICALLY INDICATED OTHERWISE. 4. WHERE NO SPECIFIC DETAIL IS SHOWN, THE FRAMING OR CONSTRUCTION SHALL BE IDENTICAL OR SIMILAR TO THAT INDICATED FOR LIKE CASES OF CONSTRUCTION. 5. IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM PLANS, SECTION, OR DETAILS ON THE STRUCTURAL DRAWINGS. 6. PRECISE DIMENSIONS AND LOCATIONS OF ALL BUILDING ELEMENTS SHALL BE BY OTHERS. 7. THE MEANS AND METHODS PF CONSTRUCTION, INCLUDING THE DESIGN, ADEQUACY AND SAFETY OF BRACING, SHORING, GUYING, AND ERECTION AS WELL AS THE SEQUENCE OF CONSTRUCTION HAVE NOT BEEN CONSIDERED BY THE E.O.R. THE ENGINEER AND HIS REPRESENTATIVES WILL NOT COVER SUCH ITEMS IN THE COURSE OF THE STRUCTURAL OBSERVATIONS. 8. VIBRATION ANALYSIS HAS NOT BEEN CONSIDERED BY E.O.R. 9. THE USE OF THESE PLANS, DRAWINGS, SPECIFICATIONS, AND/OR ELEVATIONS IS RESTRICTED TO THE ORIGINAL USE FOR WHICH THEY WERE PREPARED AND FURNISHED TO THE CLIENT. PUBLICATION THEREOF IS EXPRESSLY LIMITED TO SUCH USE. REUSE, REPRODUCTION OR OTHER PUBLICATION BY ANY METHOD IS PROHIBITED, STREGE STRUCTURAL ENGINEERING ASSUMES NO LIABILITY FOR THE UNAUTHORIZED USE OF THESE PLANS. 10. THESE PLANS AND SPECIFICATIONS ARE TO SHOW THE PRIMARY STRUCTURAL SYSTEM AND ARE SOLELY FOR THE USE OF A BUILDER KNOWLEDGEABLE AND EXPERIENCES IN THIS TYPE OF WORK. STRUCTURAL COMPONENTS WHICH ARE NOT A PART OF THE PRIMARY STRUCTURAL SYSTEM, SUCH AS GLAZING WINDOW WALLS, GUARDRAILS, TEMPORARY SHORING, MANUFACTURED STRUCTURAL ELEMENTS, SITE IMPROVEMENTS, PAVING, DRAINAGE STRUCTURES, FREE STANDING SIGNS AND POLES, AND LANDSCAPE IMPROVEMENTS ARE NOT A PART OF THIS WORK. 11. ALL WORK OF THE CONTRACTOR, SUB-CONTRACTORS, AND BUILDER SHALL CONFORM TO CURRENT GOOD PRACTICES. 12. DURING THE COURSE OF CONSTRUCTION, CHANGES MAY OCCUR. THESE PLANS DO NOT REFLECT THE 'AS-BUILT' PRODUCT. 13. COORDINATE WITH OTHERS DRAWINGS FOR LOCATION AND CONSTRUCTION OF DRAFT STOPS, FIRE BLOCKING, DAMPERS AND OTHERS ITEMS NECESSARY FOR FIRE PROTECTION. COORDINATE WITH OTHERS FOR LOCATION AND CONSTRUCTION OF FLASHING, BLOCKING, EXTERIOR FINISHES, TREATMENTS OR OTHER MATERIAL REQUIRED FOR DAMP PROOFING OR MOISTURE CONTROL. 14. FOR ANY PRE-MANUFACTURED PRODUCTS OR MATERIALS OF CONSTRUCTION, CONTRACTOR SHALL BE RESPONSIBLE FOR BEING FAMILIAR WITH AND FOR PROPER EXECUTION OF MANUFACTURER'S INSTRUCTIONS, REQUIREMENTS AND CONDITIONS OF APPROVAL PRIOR TO INSTALLATION AND/OR USE. THE ACCEPTANCE OF DEFERRED SUBMITTALS, TESTS AND MATERIALS BY E.O.R. DOES NOT CONSTITUTE THE APPROVAL BY THE LOCAL JURISDICTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ACQUIRE APPROVAL FROM THE LOCAL JURISDICTION PRIOR TO START OF WORK. 15. DUE TO LOCATION, SOME STRUCTURAL COMPONENTS ARE REQUIRED BY CODE TO BE PROTECTED FROM WATER/MOISTURE PENETRATION OR FROM FIRE DAMAGE. THE METHODS OF PROTECTION OF THESE STRUCTURAL COMPONENTS ARE NOT THE RESPONSIBILITY OF THE E.O.R. AND ARE NOT DETAILED IN THESE DRAWINGS. REFER TO OTHERS FOR WATER/MOISTURE PROOFING METHODS AND FIRE PROOFING DETAILS. 16. THERE SHALL BE NO TRENCHES OR EXCAVATIONS 5 FEET OR MORE IN DEPTH INTO WHICH A PERSON IS REQUIRED TO DESCEND: OR OBTAIN NECESSARY PERMIT FROM STATE OF CALIFORNIA, DIVISION OF INDUSTRIAL SAFETY PRIOR TO THE ISSUANCE OF A BUILDING OR GRADING PERMIT. 17. ANY ASTM DESIGNATIONS SHALL BE AMENDED TO DATE. 18. ALL STEEL STAIRS ARE DESIGN-BUILD UNLESS SPECIFICALLY NOTED AND DETAILED ON DRAWINGS. 19. DRYWALL STACKING ON WOOD FRAMED BUILDING: x DRYWALL SHALL NOT BE STACKED MORE THAN 18 SHEETS OR 12 INCHES VERTICALLY IN ANY ONE STACK UNLESS SHORING IS PROVIDED. x DRYWALL SHALL BE STACKED FLAT, AND SHALL NOT BE STORED ON END NOR ON EDGE. x DRYWALL SHALL NOT BE STACKED ON TOP OF ANY CONSTRUCTION MATERIAL, EXCEPT THE FLOOR SYSTEM AND DRYWALL SHIMS TO ELEVATE THE DRYWALL. x NO OTHER CONSTRUCTION MATERIALS OR EQUIPMENT SHALL BE STOCKED, STORED, OR STACKED ON TOP OF DRYWALL STACKS. x ANY FLOOR SYSTEM EXPOSED TO MOISTURE SHALL NOT BE USED TO SUPPORT DRYWALL STACKS. x THE EOR MUST BE NOTIFIED IF: xx THE WALL FINISH MATERIAL IS OTHER THAN DRYWALL, ALSO KNOWN AS SHEETROCK AND GYPSUM BOARD. xx THE WALL FINISH MATERIAL WEIGHS MORE THAN 2.2 PSF. xx THE WALL FINISH MATERIAL IS GREATER THAN 5/8" THICK. 20. GENERAL NOTES AND NOTES ON THESE SHEETS SHALL APPLY UNLESS SPECIFICALLY SHOWN OR NOTED OTHERWISE. CONSTRUCTION DETAILS NOT FULLY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS SHOWN FOR SIMILAR CONDITIONS. ALL WORK OR CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE BUILDING CODES, REGULATION AND SAFETY REQUIREMENTS. 21. SHORING: IT SHALL BE THE CONTRACTOR'S SOLE RESPONSIBILITY TO DESIGN AND PROVIDE ADEQUATE SHORING, BRACING, AND FORM WORK, AS REQUIRED FOR THE PROTECTION OF LIFE AND PROPERTY DURING THE CONSTRUCTION OF THIS BUILDING. SHORING PLAN SHOWING METHOD & TIMING OF SHORING, DESHORING AND RESHORING MUST BE PREPARED BY A LICENSED ENGINEER. SHORING PLAN MUST BE SUBMITTED TO THE ENGINEER'S OFFICE FOR REVIEW PRIOR TO START OF WORK. 22. EXCAVATION: THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURE INCLUDING LAGGING, SHORING, AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH THE REQUIREMENT OF LOCAL JURISDICTION. 23. OTHER TRADES: SEE THE REST OF THE PROJECT'S CONSTRUCTION DOCUMENTS PACKAGE FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE STRUCTURAL DRAWINGS. ALL ITEMS IN THE PLANS INDICATED BY OTHERS ARE NOT REVIEWED, INSPECTED, OR OBSERVED BY SSE. COORDINATE REQUIREMENTS WITH THE APPROPRIATE PARTY. 24. BACK FILL: BACK FILL OF BUILDING RETAINING WALL SHALL NOT BE PLACED UNTIL AFTER THE WALLS ARE SUPPORTED BY THE COMPLETION OF INTERIOR FLOOR SYSTEMS. DO NOT PROCEED WITH BACK FILL UNTIL SEVEN (7) DAYS AS A MINIMUM AFTER THE COMPLETION OF INTERIOR FLOOR SYSTEMS UNLESS WALLS ARE ADEQUATELY BRACED. BACKFILL PLACED IMMEDIATELY BEHIND RETAINING WALLS SHALL BE COMPACTED WITH HAND OPERATED EQUIPMENT. 25. WELDING: ALL WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED FOR THE WELDS TO BE MADE; SEE SPECIFICATIONS FOR WELDING PROCESS TO BE USED. WELDING OF REINFORCING STEEL FOR USE IN STRUCTURAL CONCRETE OR STRUCTURAL MASONRY SHALL BE PERMITTED ONLY WHERE SPECIFICALLY DESIGNATED ON THESE PLANS OR WHERE SPECIFICALLY INDICATED BY THE ENGINEER. 26. SIDEWALK PROTECTION: PEDESTRIAN TRAFFIC SHALL BE PROTECTED PER THE REQUIREMENT OF CODE AND LOCAL JURISDICTION. 27. SAFETY: THE CONTRACTOR SHALL ADEQUATELY PROTECT HIS WORK, ADJACENT PROPERTY, AND THE PUBLIC, AND BE RESPONSIBLE FOR DAMAGE OR INJURY DUE TO HIS ACT OR NEGLECT. 28. MATERIALS AND WORKMANSHIP WARRANTY: THE CONTRACTOR SHALL REPLACE ANY DEFECTIVE MATERIALS AND CORRECT POOR WORKMANSHIP WITH NO ADDITIONAL COSTS TO THE OWNER, AND SHALL REMEDY ANY DEFECTS IN MATERIAL OR WORKMANSHIP WHICH APPEAR IN 2 YEARS FROM THE DATE OF COMPLETION OF THE JOB. THIS WARRANTY APPLIES TO THE WORK DONE BY THE SUBCONTRACTORS AS WELL AS THE WORK DONE BY THE EMPLOYEES OF THE CONTRACTOR. 29. WHERE THERE IS CONFLICTING STRUCTURAL DESIGN INFO SHOWN ON STRUCTURAL PLANS, DETAILS, OR SCHEDULES, THE MORE RESTRICTIVE REQUIREMENT SHALL CONTROL. WOOD WOOD (CONTINUED) 1. ALL LUMBER USED FOR STRUCTURAL PURPOSES SHALL BE DOUGLAS FIR-LARCH, COAST REGION, GRADED IN ACCORDANCE WITH THE WEST COAST LUMBER INSPECTION BUREAU THAT COMPLIES WITH PRODUCT STANDARD DOC PS 20 OR EQUIVALENT. ALL LUMBER SHALL BE LESS THAN 19% MOISTURE CONTENT FOR ALL CONSTRUCTION. CONTRACTOR SHALL TEST AND MANAGE MOISTURE CONTENT TO ENSURE PROPER MOISTURE CONTENT DURING ALL STORAGE AND HANDLING OPERATIONS. 2. THE MINIMUM GRADES SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON PLANS. GRADES FOR HORIZONTAL FRAMING MEMBERS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON PLANS: x 2X D.F.#2 x 4X12 OR SMALLER D.F.#2 x 4X14 OR LARGER D.F.#1 x 6X D.F.#1 x 8X D.F.#1 GRADES FOR VERTICAL FRAMING MEMBERS (STUDS AND POSTS) SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON PLANS: x 2X4 D.F.#2 x 4X6 D.F.#2 x 3X4 & 3X6 D.F.#2 x 4X4 & 4X6 D.F.#2 x 6X6 OR LARGER D.F.#1 GRADES FOR MISCELLANEOUS FRAMING MEMBERS: x 2X4 & 3X SILL PLATE P.T. D.F. STANDARD GRADE x 3X &2X TOP PLATE/SOLE PLATE D.F. STANDARD GRADE x SHEAR BLOCKING D.F. STANDARD GRADE GRADE FOR NON-STRUCTURAL FRAMING MEMBERS: x BLOCKING & BRIDGING UTILITY GRADE NOTE: x ALL BLOCKING SHALL BE CUT TO FIT FLUSH AGAINST SHEATHING AND THE ADJOINING FRAMING MEMBERS. x STUDS AT NON-BEARING WALL MAY BE STANDARD OR STUD GRADE. 3. ALL SILL PLATES BEARING ON MASONRY OR CONCRETE FOUNDATION WALL OR SLAB ON GRADE SHALL BE PRESSURE-TREATED IN ACCORDANCE WITH CBC 2304.12. SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5/8" DIAMETER BOLTS AT 4'-0" O.C. MAXIMUM U.N.O. ON S.W. SCHEDULE EMBEDDED 7 INCH MINIMUM CONCRETE. ALL BOLTS SHALL HAVE WASHERS AND NUTS PER SHEAR WALL SCHEDULE. MINIMUM 2 BOLTS PER PLATE. ONE BOLT WITHIN 12 INCHED OF PLATE END AND CORNERS. 4. WALL FRAMING SHALL BE PER SCHEDULE SHOWN ON FRAMING PLANS. U.N.O. ON SCHEDULE, MINIMUM WALL FRAMING TO BE 2X STUDS AT 16 INCHES O.C. ON EXTERIOR WALLS AND 2X STUDS AT 16 INCHED O.C. AT INTERIOR WALLS. PROVIDE DOUBLE TOP PLATE ON ALL WALLS WITH MINIMUM 48 INCH LAP SPLICE U.N.O. UNLESS SPECIFICALLY NOTED ON PLANS. THE MAXIMUM STUD HEIGHT FOR 2X4 EXTERIOR WALL IS 10 FEET, FOR 2X4 INTERIOR WALL IS 14 FEET. MAXIMUM NON-BEARING STUD HEIGHT FOR 2X6 STUDS IS 20 FEET U.N.O. 5. PROVIDE 0.058"X1-1/2" WIDE STEEL TIE STRAPS WITH 6-16D NAILS AT EACH SIDE WHERE PLATES ARE INTERRUPTED BY UTILITY PENETRATIONS @ NON-SHEAR WALLS. IF PENETRATIONS OCCUR AT SHEAR WALL, NOTIFY THE ENGINEER PRIOR TO STARTING WORK. 6. PROVIDE A SINGLE JOIST UNDER NON-BEARING PARTITION PARALLEL TO JOISTS.PROVIDE MINIMUM 2 FLOOR JOISTS BELOW BEARING WALLS UNLESS NOTED OTHERWISE ON PLANS. 7. ROOF SHEATHING SHALL BE INSPECTED PRIOR TO PLACING INSULATION AND ROOFING. 8. ALL STRUCTURAL SHEATHING SHALL BE IDENTIFIED WITH THE GRADE TRADEMARK OF APA - THE ENGINEERED WOOD ASSOCIATION. THE SHEATHING SHALL MEET THE REQUIREMENTS OF PRODUCT STANDARD DOC PS 1-09 AND DOC PS 2-10 OR ANSI/APA PRP-210. INSTALL SHEATHING PANEL WITH STRENGTH AXIS OR FACE GRAIN PERPENDICULAR TO FRAMING SUPPORTS AND WITH PANEL CONTINUOUS OVER TWO OR MORE SPANS. PANELS WITH DIMENSION LESS THAN 24 INCHES IN ANY DIRECTION SHALL NOT BE USED UNLESS ALL EDGES ARE BLOCKED WITH MIN. 2X FRAMING MEMBERS. PANELS INSTALLED AT LOCATIONS PERMANENTLY EXPOSED TO WEATHER SHALL BE GRADED WITH EXTERIOR EXPOSURE. ROOF SHEATHING: x THICKNESS: 15/32" RATED SHEATHING (MIN.) VERIFY W/ ARCHITECT x EXPOSURE: EXPOSURE 1 x PANEL INDEX: 24/0 x NAILING: 8D COMMON @ 6" O.C. AT SUPPORTED EDGES 8D COMMON @ 12" O.C. AT INTERMEDIATE SUPPORTS x BLOCKING UNBLOCKED U.N.O. ON PLANS. SEE ARCH. PLANS FOR ADDITIONAL REQUIREMENTS AT FLAT ROOF. FLOOR SHEATHING: x THICKNESS: T&G, 23/32", RATED STURD-I-FLOOR (T&G) x EXPOSURE: EXPOSURE 1 x PANEL INDEX: 24 oc x NAILING: 10D COMMON @ 6" O.C. AT SUPPORTED EDGES 10D COMMON @ 12" O.C. AT INTERMEDIATE SUPPORTS x BLOCKING UNBLOCKED U.N.O. ON PLANS. EXTERIOR DECK SHEATHING: x THICKNESS: T&G, 23/32" MIN. (1-1/8" MAX), RATED CD EXTERIOR (NO O.S.B.) x EXPOSURE: EXTERIOR EXPOSURE x PANEL INDEX: 48/24 x NAILING: 10D COMMON @ 6" O.C. AT SUPPORTED EDGES 10D COMMON @ 12" O.C. AT INTERMEDIATE SUPPORTS x BLOCKING UNBLOCKED U.N.O. ON PLANS. EXTERIOR SUNDECK SHEATHING BELOW PAVER: x THICKNESS: T&G, 1-1/8", RATED CD EXTERIOR (NO O.S.B.) x EXPOSURE: EXTERIOR EXPOSURE x PANEL INDEX: 48/24 x NAILING: 10D COMMON @ 6" O.C. AT SUPPORTED EDGES 10D COMMON @ 12" O.C. AT INTERMEDIATE SUPPORTS x BLOCKING UNBLOCKED U.N.O. ON PLANS. SHEAR PANEL: x THICKNESS: PER SHEAR WALL SCHEDULE x EXPOSURE: EXPOSURE 1 x PANEL INDEX: 24/0 x NAILING: PER SHEAR WALL SCHEDULE x BLOCKING BLOCKED *SPECIAL INSPECTION BY A DEPUTY INSPECTOR IS NOT REQUIRED WHERE THE FASTENER SPACING OF THE SHEATHING IS GREATER THAN 4 INCHES ON CENTER. 9. FLOOR JOISTS ARE NOT DESIGNED TO SUPPORT WATER BEDS. EOR TO BE NOTIFIED IF WATER BEDS ARE TO BE USED. 10. STRUCTURAL MEMBERS SHALL NOT BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED BY THE EOR. 11. ALL BEAMS TO BE SUPPORTED WITH FULL BEARING MULTI-STUD OR POST, U.N.O. 12. FRAMING FOR PREFABRICATED FIREPLACE FLUES SHALL BE BALLOON FRAMED FULL HEIGHT USING 2X4 STUDS AT 16" O.C. BRACED AT MID-HEIGHT AND AT THE PLATE HEIGHTS. MAXIMUM UNBRACED LENGTH IS 14'-0". 13. INTERIOR NON-BEARING HEADERS MAY BE 2X4 FLAT. INSTALL 4X4 AT 6' AND 8' CLOSET DOORS. 14. PRESERVATIVE-TREATED WOOD CANNOT BE ENCLOSED OR COVERED IF OVER 19% MOISTURE CONTENT. CONTRACTOR TO ENSURE PROPER MOISTURE CONTENT. 15. NAILS SHALL BE DRIVEN FLUSH TO SHEATHING AND NOT OVERDRIVEN. 16. WOOD FRAMING MEMBERS (INCLUDING WOOD SHEATHING) LESS THAN 8 INCHES FROM EXPOSED EARTH SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD. 17. FASTENERS FOR PRESSURE-PRESERVATIVE-TREATED AND FIRE-RETARDANT-TREATED WOOD SHALL BE OF HOT-DIPPED ZINC COATED GALVANIZED WITH COATING WEIGHT PER ASTM A-153 OR STAINLESS STEEL. EXEMPTION: PROVIDE A LETTER FROM THE MANUFACTURER OF THE TREATED WOOD PRODUCT STATING THAT CORROSION RESISTANT FASTENERS ARE NOT REQUIRED. 18. HOLES DRILLED IN WOOD MEMBERS FOR ANCHOR BOLTS AND MACHINE BOLTS SHALL BE 1/32" MINIMUM AND 1/16" MAXIMUM LARGER THAN THE BOLT DIAMETER. 19. ALL LUMBER AND PLYWOOD AT EXTERIOR WALLS OF TYPE III CONSTRUCTION OR WHERE NOTED BY ARCHITECT SHALL BE FIRE-RETARDANT TREATED WOOD AND SHALL CONFORM TO 2016 CBC 2302.2. THE MAXIMUM REDUCTION OF ALLOWABLE STRESSES OF FIRE RETARDANT TREATED WOOD SHALL BE PER TABLE BELOW. PRODUCT WITH ICC-ES REPORT MUST BE SUBMITTED TO EOR FOR REVIEW. DESIGN PARAMETERS COMPRESSION PARALLEL, Fc HORIZONTAL SHEAR, Fv TENSION PARALLEL, Ft MAX REDUCTION FACTOR MAX REDUCTION FACTOR MODULUS OF ELASTICITY, E BENDING, Fb STRUCT. SHEATHING: ALL STRESSES & SPAN RATING 0.10 0.05 0.15 0.03 0.10 0.16 ENGINEERED WOOD FRAMING MEMBERS 1. (TJI, MICROLLAM, PARALLAM, TIMBERSTRAND) PREFABRICATED FLOOR FRAMING STRUCTURAL MEMBERS ARE MANUFACTURED BY WEYERHAUSER. THESE PRODUCTS ARE APPROVED BY ICC (ESR 1153 & ESR 1387). 2. STRUCTURAL COMPOSITE LUMBER PRODUCT PARALLAM PSL 2.2E MICROLLAM LVL 2.0E TIMBERSTRAND LSL 1.55E E (KSI) 2200 2000 1550 Fb (PSI) 2900 2600 2325 Fv (PSI) 290 285 310 3. USE SIMPSON STRONG-TIE IUS SERIES HANGER FOR TJI CONNECTION TO SUPPORTING FLUSH BEAM, U.N.O. 4. PRODUCT HANDLING, INSTALLATION PROCEDURES, SHALL BE STRICTLY IN ACCORDANCE WITH THE "SPECIFIER'S GUIDE" PUBLISHED BY TRUSS JOIST CO. PREFABRICATED WOOD ROOF AND WOOD FLOOR TRUSSES 1. SEE FRAMING PLANS FOR FRAMING DIRECTIONS AND BEARING LOCATIONS. 2. TRUSS SHOP DWGS MUST BE DESIGNED TO WORK AS A SYSTEM. DESIGN TO BE PERFORMED AND LAYOUTS AND CALCULATION TO BE SEALED BY A REGISTERED ENGINEER LICENSED IN THE APPLICABLE STATE. PER CBC 2303.4.1.4. 3. EACH PREFABRICATED TRUSS SHALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED THERETO THE FOLLOWING INFORMATION LOCATED WITHIN 2 FEET OF THE CENTER OF SPAN ON THE FACE OF THE BOTTOM CHORD: a. IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS b. BEARING LOCATION c. THE SPACING OF THE TRUSSES 4. APPROVED CONNECTOR PLATES SHALL BE AT LEAST 20 GAUGE GALVANIZED STEEL PER ASTM A-446. ALL CONNECTORS AND SPIKE-GRID PLATES SHALL HAVE A CURRENT ICC OR ESR NUMBER. 5. ANY FIELD REPAIR TO THE TRUSS SHALL BE PERFORMED UNDER THE DIRECTION OF THE TRUSS SUPPLIER'S ENGINEER. 6. ROOF TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LOADS: DL = 10PSF AT TOP CHORD, 10 PSF AT BOTTOM CHORD (EOR TO BE NOTIFIED IF WEIGHT OF FLAT ROOFING MATERIAL EXCEEDS 6 PSF) LL = 20 PSF AT TOP CHORD, 10 PSF AT BOTTOM CHORD (NON-CONCURRENT WITH TOP CHORD LL) FLOOR TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING LOADS: DL = 25 PSF LL = 40 PSF 7. FLOOR TRUSSES SHALL BE DESIGNED FOR A LIVE LOAD DEFLECTION NOT GREATER THAN L/720. 8. TRUSS CALCULATIONS AND PLANS SHALL INCLUDE REVIEW OF ROOF, MECHANICAL, AND LATERAL LOADS (CHORD/STRUT AND BRACE LOADS); ALSO INCLUDE REVIEW OF TOP AND BOTTOM CHORD FOR AXIAL + FLEXURE BETWEEN PANEL JOINTS. VERIFY EQUIPMENT PAD LOADS AND ANY CONCENTRATED LOADS FROM PURLIN/KICKERS AT CONVENTIONAL ROOF. 9. ROOF TRUSSES WITH 42" OR MORE CLEAR HEIGHT SHALL BE DESIGNED FOR 20 PSF STORAGE LOAD PER CBC 1607.1. 10. CORNICE EXTENSION ON PARAPETS, WHERE DETAILED BY ARCHITECT, SHALL BE DESIGNED FOR 60 PSF. 11. PROVIDE 2X4 LADDER BLOCKING AT 24" O.C. WHERE SPREAD TRUSSES OCCUR. (4' MAX.) 12. PROVIDE 2X BLOCKING WITH BOUNDARY NAILING AT ROOF RIDGE, TYP. 13. ALL END TRUSSES SHALL BE DESIGNED FOR A 180 PLF LOAD APPLIED TO THE TOP CHORD. ALSO, END TRUSSES SHALL HAVE WEBS CAPABLE OF WITHSTANDING 25 PSF WIND LOADS APPLIED OUT-OF-PLANE. WOOD GLUE-LAMINATED LUMBER (GLB) 1. STRUCTURAL GLUE-LAMINATED LUMBERS SHALL BE FABRICATED BY A LOS ANGELES CITY BUILDING DEPARTMENT LICENSED SHOP AND IN ACCORDANCE WITH ANSI A190.1 AND APA-WS117 OR AITC 117. 2. INDIVIDUAL LAMINATIONS SHALL NOT EXCEED 2 INCHES IN NET THICKNESS. 3. MOISTURE CONTENT SHALL BE FROM 7% TO 12%. 4. ALL GLB SHALL BE DELIVERED TO JOBSITE WITH AITC CERTIFICATES. AITC CERTIFICATE SHALL BE PROVIDED TO THE BLDG. INSPECTOR PRIOR TO INSTALLATION. 5. PROVIDE TENSION LAMINATION AT BOTTOM OF BEAMS AND AT TOP OF CONTINUOUS BEAMS OVER SUPPORTS, UNLESS NOTED OTHERWISE. 6. CAMBER - STANDARD, UNLESS NOTED ON PLANS. 7. LAMINATED BEAMS SHALL BE APA-EWS. DOUGLAS FIR GLB & PROVIDE STRESS VALUES THAT MEET OR EXCEED THE REQUIREMENTS FOR EWS 24F-V4 DF/DF (24F-V8 DF/DF FOR CONTINUOUS BEAM OVER SUPPORTS) COMBINATION. FLEXURAL STRESS Fb=2,400 PSI TENSION PARALLEL TO GRAIN Ft=1,100 PSI COMPRESSION PARALLEL TO GRAIN Fc=1,650 PSI HORIZ. SHEAR PERPENDICULAR TO WIDE FACE Fv=265 PSI MODULUS OF ELASTICITY E=1800 KSI COMPRESSION PERPENDICULAR TO GRAIN: TENSION FACE Fc=650 PSI COMPRESSION FACE Fc=650 PSI 8. ENDS OF BEAMS SHALL BE SEALED AND BEAMS SHALL BE WRAPPED FOR PROTECTION PRIOR TO CONSTRUCTION. HANDLING & STORING OF GLBS TO CONFORM TO AITC 111-2005. 9. ALL GLB EXPOSED TO WEATHER OR MOISTURE SHALL BE FACTORY PRESSURE TREATED. 10. IDENTIFY GRADE SYMBOL AND LAMINATION SPECIES PER TABLE 5A, 2015 NDS SUPPLEMENT. NAIL DEFINITIONS USE COMMON NAILS UNLESS INDICATED OTHERWISE ON THE PLANS. DESIGNATION DIAMETER LENGTH 16D COMMON 0.162 3.1/2" 16D SINKER 0.148 3.1/4" 16D SHORT 0.162 2.1/2" 8D COMMON 0.131 2.1/2" 10D COMMON 0.148 3" GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 213 S-3 SPECIFICATIONS SHEET 3 CONCRETE REINFORCEMENT WOOD (CONTINUED) WOOD FRAMING CONNECTORS 1. ALL WOOD FRAMING CONNECTORS SHALL BE SIMPSON "STRONG-TIE" OR MITEK/USP (OR EQUIVALENT). INSTALLATION PROCEDURES AHALL BE IN ACCORDANCE WITH MANUFACTURED PRODUCT AND CURRENT INSTRUCTION MANUAL/CATALOG. CONNECTOR CODE REPORT REFERENCE: SIMPSON PRODUCT MITEK.USP PRODUCT SUBSTITION ITEM ICC-ES IAPMO LARR- ITEMESR-IAPMO LARR-ESR- ICC-ES A35/LTP4 2606 - 25716 MPA1/MP_F 3455 - 25745 LTP5 - ER-112 25814 MP_F 3455 - 25745 CBSQ - - - - - -LEGACY ER-5952 CCQ/ECCQ/AC/ACE CMST/CMSTC/CS/ST/ MST/MSTA HTT IUS MASA PA/HPA/PAI/MPAI U/HU/HUC HUCQ HDU/HDQ/HHDQ SDS SSTB PB PC 2604 2330 - 2552 2555 2604 2236 2611 2549 2552 2105 LEGACY ER-5708 LEGACY NER-443 - - - - - ER-130 - - - - - - - 25713 - - 25714 25720 25818 25801 25851 25714 25711 25827 25807 25801 KCCQ/KECCQ/PBS/PBES PHDA/PHD/UPHD HTT THF MAX FA4 CMST/CMSTC/RS/ST/ KST/MSTA PCM WS STB SUH/HD/HDIF 3449 3455 3847 3445 2787 3449 2761 2266 3445 - ER-0200 - - - - - - - - - 25779 25954 26048 25843 26017 25779 25850 25992 25843 25745 2. MINIMUM NAILING TO CONNECT WOOD MEMBERS SHALL BE AS SPECIFIED IN CBC TABLE 2304.10.1. 3. PLATE NAILING FROM BLOCKING TO WALL TOP PLATE SHALL BE 16D COMMON AT 8 INCHES ON-CENTER MAXIMUM UNLESS NOTED OTHERWISE ON SHEAR WALL SCHEDULE. 4. A COPY OF THE JURISDICTION RESEARCH REPORT AND/OR CONDITIONS OF LISTING, IF ANY SHALL BE MADE AVAILABLE AT THE JOB SITE. 5. SOLE PLATE NAILING FROM WALL SOLE PLATE TO JOIST OR BLOCKING BELOW SHALL BE 16D COMMON AT 8 INCHES ON-CENTER MAXIMUM UNLESS NOTED OTHERWISE ON SHEAR WALL SCHEDULE. 6. DEPUTY INSPECTION IS REQUIRED FOR ALL HOLD DOWN ANCHOR BOLTS. 7. ALL HOLD DOWN ANCHOR NUTS SHALL BE TIGHTENED JUST PRIOR TO COVERING WALL FRAMING. (LEAVE ENOUGH SPACE BETWEEN THE SILL AND THE HD TO ALLOW FOR SOME SLIP AT POST CONNECTION WHEN TIGHTENING). HOLD DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHER THAT IS IN ACCORDANCE WITH THE LOCAL JURISDICTION. 8. FOR LAG BOLTS: PROVIDE LEAD HOLES 40% TO 70% OF SHANK DIA. AND FULL DIA, FOR SHANK PORTION. SOAP, PARAFFIN, OR OTHER APPROVED LUBRICANT SHALL BE USED ON THREADS. INSTALLATION SHALL BE BY SCREWING, NO HAMMERING. CARE SHALL BE TAKEN TO AVOID OVER TORQUING OF THE BOLT. 9. ALL MULTI-STUDS ARE TO BE LAMINATED WITH 16D AT 8" O.C. 10. ALL BALLOON FRAMED WALLS SHALL BE BRACED TO CONFORM TO CBC TABLE 2308.5.1. 11. PROVIDE PRE-DRILLING WHERE NECESSARY TO AVOID SPLITTING. 12. ONLY COMMON NAILS SHALL BE USED FOR ALL WOOD SHEAR WALLS AND SHEAR TRANSFER CONNECTIONS. NAIL GUNS USING "CLIPPED HEADS" OR "SINKER" NAILS ARE NOT ACCEPTABLE. 13. PROVIDE MINIMUM OF 1/2" EDGE DISTANCE FOR ALL PLYWOOD BOUNDARY NAILING IN SHEAR WALLS, ALL PLYWOOD EDGES SHALL BE BLOCKED. MIN. WIDTH OF BLOCKING TO RECEIVE PLYWOOD NAILING MUST NOT BE LESS THAN THE THICKNESS OF BOUNDARY MEMBER AS SPECIFIED ON SHEAR WALL SCHEDULE. 14. OMIT SHEATHING B.N. UNDER CMST STRAP. INSTALL CMST OVER SHEATHING, U.N.O. 15. TOE NAILING SHALL NOT BE USED IN A SHEAR CONNECTION. 16. HOLD DOWN ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. STRUCTURAL STEEL & METAL 1. ALL STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE LATEST AISC SPECIFICATIONS AND THE CODE OF STANDARD PRACTICE. LICENSED FABRICATORS SHALL BE APPROVED BY THE JURISDICTION. 2. ALL STEEL EXCEPT PIPE, TUBE & W ASTM A-36 PIPE ASTM A-53, TYPE E / S, GRADE B ROUND HSS ASTM A-500, GRADE B RECTANGULAR HSS ASTM A-500, GRADE B W-SHAPE ASTM A-992 3. BOLTS x HIGH STRENGTH BOLTS ASTM A325 x ALL OTHER BOLTS ASTM A307 4. THREADED RODS x HIGH STRENGTH RODS ASTM A193 GR. B7 OR A449 x ALL OTHER RODS ASTM A36 5. ANCHOR RODS x HIGH STRENGTH ASTM A193 GR. B7 OR ASTM A449 x ALL OTHER RODS ASTM A307 OR ASTM F1554 GR.36 6. BOLT HOLES x MINIMUM EDGE DISTANCE AISC TABLE J3.5 x MINIMUM SPACING 3 BOLT DIAMETER x HIGH STRENGTH BOLTS FRICTION TYPE W/ CLASS A FAYING SURFACE 7. MINIMUM FILLET WELD AISC TABLE J2.4 8. ALL FIELD WELDING TO BE CONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR QUALIFIED IN WELDING. FIELD WELDERS MUST BE APPROVED BY THE JURISDICTION. 9. ALL SHOP WELDS SHALL BE PERFORMED BY A LICENSED FABRICATOR'S SHOP APPROVED BY THE JURISDICTION. 10. ALL UNEXPOSED STEEL STEEL STRUCTURES PAINTING COUNCIL SPECIFICATION 15-687 11. EXPOSED STEEL GALVANIZED 12. EXPANSION BOLTS (RED HEAD) ICC RESEARCH RECOMMENDATION #1821 13. SELF-DRILLING ANCHORS ICC RESEARCH RECOMMENDATION #1372 14. POWDER ACTUATED FASTENERS 0.145" DIAM. PER ICC-ES ESR-2379 (COLA RR#25708) (HILTI OR APPROVED EQ.) 0.157" DIAM. PER ICC-ES ESR-2269 (COLA RR#25675) (HILTI OR APPROVED EQ.) 15. ALL WALLS SHALL HAVE FASTENERS PLACED AT 6" FROM ENDS OF SILL PLATES. INSTALL PER ICC REPORT REQUIREMENTS & MANUFACTURER'S RECOMMENDATIONS. 16. LIGHT GAGE COLD-FORMED STEEL MEMBERS SHALL CONFORM TO ASTM-A-441, U.N.O. 17. WHERE HIGH-STRENGTH (H.S.) BOLTS ARE SPECIFIED ON THE PLANS, THEY SHALL BE FRICTION TYPE CONFORMING TO ASTM A 325 (SC) WITH A CLASS A FAYING SURFACE. THERE SHALL BE NO PAINT, OIL, LACQUER OR GALVANIZING ON THE CONTACT SURFACES. 18. ALL GROUT UNDER STEEL BEARING PLATES SHALL BE SOLID DRYPACK OR NON-SHRINK GROUT. F'c=4,000 PSI. 19. METAL FLOOR DECK: FLOOR:PLN (CATALOG VF2-P.90) ROOF:PLN-24 (CATALOG VR1-P.29) MFR. BY VERCO MANUFACTURING CO. (ASTM A-653, LARR #23789) STRUCTURAL STEEL & METAL (CONTINUED) CONCRETE QUALITY: SHALL BE AS SHOWN BELOW: CONCRETE USE (MIN.) - STRENGTH (KSI) AT 28 DAYS SLUMP W/C RATIO (MAX.) FLY ASH (% MAX.) MAX AGGREGATE MAX. SHRINKAGE % - - - - - - GENERAL NOTES: *USE f 'c=4500 PSI TYPE V CONCRETE WITH WATER CEMENT RATIO=0.45 IF CONCRETE IS PLACED IN EXPOSURE CLASS S2 OR S3 **SHRINKAGE CHARACTERISTIC SHALL MEET OR EXCEED SLAB LEVEL MIX DESIGN. CONCRETE WEIGHT: ALL CONCRETE SHALL BE REGULAR WEIGHT OF 145 POUNDS PER CUBIC FOOT UNLESS NOTED OTHERWISE. MAXIMUM IN-PLACE DENSITY OF NON-STRUCT. LIGHTWEIGHT CONCRETE FLOOR TOPPING IS TO BE 100#/CU.FT. AGGREGATE: SIZE OF AGGREGATE SHALL CONFORM TO ASTM C33-85 3/4" ASTM SIZE #67 1" ASTM SIZE #57 1.1/2" ASTM SIZE #4 CEMENT: PORTLAND CEMENT SHALL CONFORM TO ASTM C150 TYPE II, U.N.O. CONCRETE AGE: NO MORE THAN 90 MINUTES SHALL ELAPSE BETWEEN CONCRETE BATCHING AND CONCRETE PLACEMENT UNLESS APPROVED BY TESTING AGENCY. WET SET: REINFORCEMENT MAY NOT BE WET SET IN CONCRETE POURS. INSERTS: ALL ITEMS TO BE CAST IN CONCRETE SUCH AS REINFORCING, DOWELS, BOLTS, ANCHORS, PIPES, SLEEVES, ETC., SHALL BE SECURELY POSITIONED IN THE FORMS BEFORE PLACING OF CONCRETE. ROUGHENED SURFACES: WHERE INDICATED ON THE DRAWINGS, ROUGHENED SURFACES SHALL BE PROVIDED BY MEANS OF HEAVY RAKING OR GROOVING. OTHER METHODS MAY BE ACCEPTABLE PENDING WRITTEN DIRECTION BY THE ENGINEER. ALL INTERFACING SURFACES MUST BE CLEAN AND FREE OF LOOSE MATERIALS. ADMIXTURES: NO ADMIXTURES SHALL BE ADDED TO THE CONCRETE MIX WITHOUT THE WRITTEN DIRECTION OF THE ENGINEER, UNLESS NOTED OTHERWISE. CHLORIDES: GROUT OR CONCRETE CONTAINING CHLORIDES SHALL NOT BE USED. DEBRIS: REMOVE ALL DEBRIS FROM FORMS BEFORE POURING. SEGREGATION OF AGGREGATES: CONCRETE SHALL NOT BE DROPPED THROUGH REINFORCING STEEL (AS IN WALLS, COLUMNS AND DROP CAPITALS) SO AS TO CAUSE SEGREGATION OF AGGREGATES. USE HOPPERS, CHUTES OR TRUNKS OF VARYING LENGTH SO THAT THE FREE UNCONFINED FALL OF CONCRETE SHALL NOT EXCEED SIX FEET, AND A SUFFICIENT NUMBER SHALL BE USED TO ENSURE THAT THE CONCRETE IS KEPT LEVEL AT ALL TIMES. CONSTRUCTION JOINTS: THE CONTRACTOR SHALL OBTAIN THE ENGINEER'S APPROVAL OF CONSTRUCTION JOINT LOCATION IN SLABS AND BEAMS. SPLICES: SPLICE BARS IN MEMBERS SUCH AS SPANDRELS, BEAMS, ETC., AS FOLLOWS: TOP BARS AT CENTERLINE OF SPAN, BOTTOM BARS AT THE SUPPORT. ALL REINFORCING STEEL SHALL BE SECURELY WIRED AND PROPERLY SUPPORTED ABOVE GROUND AND AWAY FROM THE FORMS. DRAG REINF TO HAVE TYPE II MECH CONNECTOR, U.N.O. ON PLANS. TEMPERATURE AND SHRINKAGE REINFORCEMENT: SHALL HAVE A LAP OF THIRTY (30) BAR DIAMETERS, BUT NOT LESS THAN 18 INCHES, AND THE SPLICES IN ADJACENT BARS SHALL BE OFFSET NOT LESS THAN FIVE (5) FEET APART. REBAR GRADES: ALL REINFORCING STEEL SHALL BE NEW STOCK DEFORMED BARS CONFORMING TO ASTM A615 AS FOLLOWS: #3 & SMALLER BARS GRADE 40, U.N.O. #4 & LARGER BARS GRADE 60, U.N.O. REBAR COVER: MINIMUM REBAR COVER FOR CONCRETE SHALL BE AS SHOWN IN THIS TABLE, U.N.O. REINFORCEMENT (CONTINUED) TOLERANCE (±)MINUMUM COVEREXPOSURE CONDITION CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3.0 3/8" EXPOSED TO EARTH OR WEATHER: NO. 5 AND SMALLER BARS NO. 6 AND LARGER BARS 1.1/2" 2" 1/4" 1/4" NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND: ROOF SLAB STRUCTURAL SLABS & WALLS STRUCTURAL SLABS (RATED ASSEMBLY) MID SPAN END SPAN BEAMS AND COLUMNS (COVER TO TIES, STIRRUPS & SPIRALS) SLAB ON GRADE 1.1/2" 1/4" 1" 1" SEE SLAB NOTES 1.1/2" 1/8" 1/8" 1/8" 1/8" 1/8" 1/8" TOLERANCES FOR LONGITUDINAL LOCATION OF BENDS AND ENDS OF REINFORCEMENT SHALL BE ± TWO (2) INCHES, EXCEPT AT DISCONTINUOUS ENDS OF MEMBERS WHERE TOLERANCES SHALL BE ± 1/2 INCH. STRUCTURAL OBSERVATION 1. WHEN REQUIRED BY THE CODE, OWNER OR THE OWNER'S AUTHORIZED AGENT SHALL EMPLOY A REGISTERED DESIGN PROFESSIONAL TO PERFORM STRUCTURAL OBSERVATIONS AS DEFINED IN CBC SECTION 1702 AND 1704.6. 2. STRUCTURAL OBSERVER SHALL PERFORM VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM. 3. AT THE CONCLUSION OF THE WORK INCLUDED IN THE PERMIT, THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFY ANY REPORTED DEFICIENCIES THAT, TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED. 4. STRUCTURAL OBSERVATION PROGRAM WOOD CONSTRUCTION - PRIOR TO COVERING TO WOOD FRAMING, REPRESENTATIVE SECTIONS OF THE FOLLOWING ARES TO BE OBSERVED: x CONCRETE EMBEDS SUCH AS HOLD DOWN ANCHORS AND ANCHOR BOLTS x SHEAR WALL x HOLD DOWN CONNECTIONS BETWEEN FLOORS x BLOCKED FLOOR/ROOF DIAPHRAGM NAILING CONCRETE AND MASONRY CONSTRUCTION - PRIOR TO CONCRETE PLACEMENT, REPRESENTATIVE SECTIONS OF THE FOLLOWING AREAS TO BE OBSERVED: x GRADE BEAM AND ITS REINFORCEMENT x CONCRETE/MASONRY SHEAR WALL REINFORCEMENT x P.T. LAYOUT/SLAB REINFORCEMENT SPECIAL INSPECTION 1. REFER TO SECTION 1702 OF BUILDING CODE FOR DEFINITION OF WORDS AND TERMS. 2. OWNER'S RESPONSIBILITY THE OWNER AND THE OWNER'S AUTHORIZED AGENT, OTHER THAN THE CONTRACTOR (THE CONTRACTOR IS PERMITTED WHERE THE CONTRACTOR IS ALSO THE OWNER), SHALL EMPLOY ONE OR MORE APPROVED AGENCIES TO PROVIDE SPECIAL INSPECTIONS AND TESTS DURING CONSTRUCTION ON THE TYPES OF WORK SPECIFIED BELOW AND IDENTIFY THE APPROVED AGENCIES TO THE BUILDING OFFICIAL. 3. CONTRACTOR'S RESPONSIBILITY a. NOTIFY THE SPECIAL INSPECTOR IN ADVANCE FOR INDIVIDUAL INSPECTIONS FOR ITEMS SPECIFIED ON THE APPROVED PLAN AND ITEMS LISTED IN SECTIONS 1704 AND 1705. b. RETAIN SPECIAL INSPECTION RECORDS AT JOB SITE AND PROVIDE THESE RECORDS FOR REVIEW BY THE BUILDING DEPARTMENT INSPECTOR UPON REQUEST. c. SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY IN ACCORDANCE WITH THE REQUIREMENTS SPECIFIED IN SECTION 1704.4, TO THE BUILDING OFFICIAL AND THE OWNER OR THE OWNER AUTHORIZED AGENT PRIOR TO THE COMMENCEMENT OF WORK. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS AND THE MINIMUM REQUIREMENT SPECIFIED IN CBC CHAPTER 17. 4. APPROVED AGENCY'S RESPONSIBILITY a. PERFORM ON-SITE PERIODIC AND CONTINUOUS INSPECTIONS FOR CONFORMANCE WITH THE BUILDING DEPARTMENT APPROVED PLANS AND PER THE REQUIREMENT SPECIFIED IN SECTION 1704 AND 1705. b. PERFORM PERIODIC AND CONTINUOUS INSPECTION FOR OFFSITE FABRICATION OF STRUCTURAL MEMBERS. EXCEPTION: SPECIAL INSPECTIONS ARE NOT REQUIRED FOR OFF-SITE FABRICATION WORK PERFORMED ON PREMISES OF A FABRICATOR REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. c. MAINTAIN SPECIAL INSPECTION AND TEST RECORDS AND FURNISH RECORDS TO CONTRACTOR, OWNER AND DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. d. BRING DISCREPANCIES TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTIONS. IF NOT CORRECTED IN A TIMELY MANNER, BRING TO THE ATTENTION OF THE BUILDING OFFICIAL AND THE DESIGN PROFESSIONALS PRIOR TO THE COMPLETION OF THAT PHASE OF THE WORK. e. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND TESTS, AND CORRECTIONS OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS OR TESTS, SHALL BE SUBMITTED AT A POINT IN TIME AGREED UPON PRIOR TO THE START OF WORK BY THE OWNER OR THE OWNER'S AUTHORIZED AGENT TO THE BUILDING OFFICIAL. 5. THE FOLLOWING WORK/ITEMS, IF CHECKED, MUST BE INSPECTED/ VERIFIED BY THE APPROVED AGENCIES TO ENSURE THAT THE WORKMANSHIP AND QUALITY OF WORK/ITEMS IS A CONFORMANCE WITH THE DESIGN INTENT AND THE CORRESPONDING REFERENCED STANDARD LISTED IN CHAPTER 17 OF THE BUILDING CODE. CONCRETE CONSTRUCTION TYPE SPECIAL CONTINUOUS INSPECTION SPECIAL PERIODIC INSPECTION INSPECT REINFORCEMENT, INCLUDING PRESTRESSING TENDONS, AND VERIFY PLACEMENT X REINFORCING BAR WELDING x VERIFY WELDABILITY OF REINFORCING BARS OTHER THAN ASTM A706 x INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM 5/16" x INSPECT ALL OTHER WELDS X X X INSPECT ANCHORS CAST IN CONCRETE INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS: x ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS x MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED AS ABOVE. X X VERIFY USE OF REQUIRED DESIGN MIX X PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE TEMPERATURE OF THE CONCRETE. X INSPECT CONCRETE AND/OR SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES.X VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES.X INSPECT PRE-STRESSED CONCRETE FOR: x APPLICATION OF PRESTRESSING FORCES x GROUTING OF BONDED PRESTRESSING TENDONS X X VERIFY IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. INSPECT FORMWORK FOR SHAPE, LOCATION AND DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED. X X SPECIAL INSPECTION (CONTINUED) SOILS INSPECTION TYPE SPECIAL CONTINUOUS INSPECTION SPECIAL PERIODIC INSPECTION XVERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY XVERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER MATERIAL PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIALS X VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT THICKNESSES DURING PLACEMENT AND COMPACTION OF COMPACTED FILL PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED PROPERLY X X WOOD FRAMING TYPE SPECIAL CONTINUOUS INSPECTION SPECIAL PERIODIC INSPECTION (*) NAILING, BOLTING, ANCHOR AND OTHER FASTENING OF: XxSHEAR WALL XxBLOCKED FLOOR AND ROOF DIAPHRAGM XxDRAG STRUT XxSEISMIC BRACE XxSHEAR PANEL XxHOLD DOWN ASSEMBLY X HIGH LOAD DIAPHRAGM x INSPECT THE WOOD STRUCTURAL PANEL SHEATHING TO ASCERTAIN WHETHER GRADE AND THICKNESS IS AS SHOWN ON APPROVED CONSTRUCTION DOCUMENTS. x VERIFY THE NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES, NAIL DIAMETER AND LENGTH, THE NUMBER OF FASTENER LINES AND THAT THE SPACING BETWEEN FASTENERS IN EACH LINE AND AT EDGE MARGINS AGREES WITH THE APPROVED CONSTRUCTION DOCUMENTS. (*) SPECIAL INSPECTIONS ARE NOT REQUIRED WHERE THE FASTENER SPACING OF THE SHEATHING IS MORE THAN 4 INCHES ON CENTER. (*) SPECIAL INSPECTIONS ARE NOT REQUIRED FOR THE SEISMIC FORCE-RESISTING SYSTEMS OF STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY A OR B. OTHER COMPONENTS TYPE SPECIAL CONTINUOUS INSPECTION SPECIAL PERIODIC INSPECTION (**) ARCHITECTURAL COMPONENTS (INSTALLED 30' ABOVE GRADE PLANE) ERECTION AND FASTENING OF: XxEXTERIOR CADDING (IF > 5 PSF) XxVENEER (IF > 5 PSF) XxNON BEARING WALL (IF > 15 PSF) MECHANICAL COMPONENTS - SEE MECHANICAL DRAWINGS AND SPECS. ELECTRICAL COMPONENT - SEE ELECTRICAL DRAWINGS AND SPECS. (**) SPECIAL INSPECTIONS ARE NOT REQUIRED FOR THE SEISMIC FORCE-RESISTING SYSTEMS OF STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY A, B, OR C. GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E UP (E) GARAGE FOOTING (E) GARAGE FOOTING (E) CRAWL SPACE ACCESS PANEL (E) FJ (E) FJ (E) FJ (E) FJ(E) FJ(E) FJ(E) FJ(E) FJ (E ) F L O O R B E A M L I N E (E) FLR POST/FOOTING PAD (E) FOUNDATION TYP. NOTE: NO DAMAGE OBSERVED TO EXISTING FOUNDATION OR FLOOR SYSTEM. SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 216 S-6 STRUCTURAL FOUNDATION/ FLOOR STRUCTURAL FOUNDATION/ FLOOR FRAMING PLAN (1/4" = 1'-0") FRAMING PLAN GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E (E) GARAGE HDR (E) HDR (E) HDR (E ) H D R (E ) H D R (E) HDR (E) HDR (E) HDR (E) HDR (E ) H D R (E ) H D R (E) HDR (E ) H D R (E ) H D R (E ) H D R (E ) H D R (E ) H D R (E ) H D R (E ) H D R (E) HDR (E) BM (E ) H D R (E ) H D R (E) PILASTER W/ WOOD POST INSIDE (REMOVE) TYP. (E ) B M (E) BM (REMOVE) (E) BM (E) BM (REMOVE) 18" (TYP.) (E ) R O O F F R A M I N G (E) H I P B E A M (E) ROOF FRAMING (E) H I P B E A M (E) ROOF FRAMING (E) ROOF FRAMING(E) ROOF FRAMING (E) V A L L E Y B E A M (E) H I P B E A M (E) CEILING FRAMING (E) ROOF FRAMING (E) CEILING FRAMING (E) ROOF FRAMING (E ) R O O F FR A M I N G # S-#(E ) R O O F F R A M I N G DA M A G E D B Y R O O F C U T S (E) BM (VIF) CLEAN RAFTER ENDS & BM & VIF (E ) P A T I O S H E D RO O F J O I S T S (R E M O V E ) (E ) P A T I O S H E D RO O F J O I S T S (R E M O V E ) (E) CEILING FRAMING (E) H I P B E A M (E) H I P B E A M (E ) R O O F F R A M I N G ( V I F ) (E ) R O O F F R A M I N G (E ) R O O F F R A M I N G (E ) C E I L I N G F R A M I N G (E) ROOF FRAMING (E ) C E I L I N G F R A M I N G (E ) C E I L I N G F R A M I N G (E ) C E I L I N G F R A M I N G (E ) R O O F F R A M I N G (E) ROOF FRAMING (E) ROOF FRAMING (E) V A L L E Y B E A M (E) BM NOTE: MINIMAL STRUCTURAL DAMAGE TO EXISTING WALL AND ROOF MEMBERS. ONLY DAMAGE OBSERVED TO MAIN HOUSE WAS DUE TO FIRE CUTS MADE IN PUTTING THE FIRE OUT. EXISTING ROOF SYSTEM TO REMAIN. EXISTING LATERAL FORCE RESISTING SYSTEM TO REMAIN. EXISTING ROOF DIAPHRAGM TO REMAIN. EXISTING PATIO STRUCTURE TO BE REMOVED. SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 217 S-7 STRUCTURAL ROOF FRAMING PLAN STRUCTURAL ROOF FRAMING PLAN (1/4" = 1'-0") GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 218 S-8 STRUCTURAL DETAILS SHEET 1 GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T 13INTERSECTION & CORNERS (N.T.S.) DETAIL (N.T.S.)STANDARD HOOKS (N.T.S.)20 4 18REINFORCEMENT DEVELOPMENT LENGTH (N.T.S.)2(E) GARAGE FOOTING DETAIL (N.T.S.) DETAIL (N.T.S.)12 1014DETAIL (N.T.S.)DETAIL (N.T.S.) 1115DETAIL (N.T.S.) 16 DETAIL (N.T.S.) DETAIL (N.T.S.) 9DETAIL (N.T.S.) 7DETAIL (N.T.S.) (E) INTERIOR FOOTING DETAIL (N.T.S.)8 (E) PERIMETER FOOTING DETAIL (N.T.S.)6 (E) FOOTING & STEM WALL (E) PRESSURE TREATED SILL (NO DAMAGE / NO CHANGE) (E) WALL (NO DAMAGE / NO CHANGE) (E) SHEAR TRANSFER (NO DAMAGE / NO CHANGE) NOTE: NO DAMAGE OBSERVED IN FLOOR OR FOUNDATION. DETAIL SHOWN FOR CLARITY ONLY. (E) ANCHOR BOLTS (NO DAMAGE / NO CHANGE) (E) SHT'G. / FRM'G. (NO DAMAGE / NO CHANGE) (E) FOOTING / REIN. (NO CHANGE / NO DAMAGE) (E) FJ & BLK'G. (NO DAMAGE / NO CHANGE) NOTE: NO DAMAGE OBSERVED IN FLOOR OR FOUNDATION. DETAIL SHOWN FOR CLARITY ONLY. (E) SHT'G. / FRM'G. (NO DAMAGE / NO CHANGE) (E) FLR. FRM'G. / FOOTING (NO DAMAGE / NO CHANGE) (E) GARAGE WALL PER PLAN (NO DAMAGE / NO CHANGE) (E) GARAGE FOOTING / SLAB ON GRADE (NO DAMAGE / NO CHANGE) (E) CONC. FLATWORK WHERE OCCURS NOTE: NO DAMAGE OBSERVED IN FLOOR OR FOUNDATION. DETAIL SHOWN FOR CLARITY ONLY. NBG #C 82777 E SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 219 S-9 STRUCTURAL DETAILS SHEET 2 GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T DETAIL (N.T.S.) WALL OPENING FRAMING (N.T.S.)ALLOWABLE PENETRATIONS (N.T.S.)20 4 DETAIL (N.T.S.)11 DETAIL (N.T.S.)16 2 3(N) ROOF SHEATHING PATCH DETAIL (N.T.S.) 1JOIST TO WALL DETAIL (N.T.S.) JOIST TO RIDGE BOARD DETAIL (N.T.S.)6DETAIL (N.T.S.) 9DETAIL (N.T.S.)13DETAIL (N.T.S.) DETAIL (N.T.S.)1014 12 (N) ROOF SHEATHING PATCH DETAIL (N.T.S.) 5DETAIL (N.T.S.) (E) WALL (N) JOIST AS REQ'D. W/ A35 @ EA. END REMOVE / REPLACE (E) BLK'G. & BN AS REQ'D. REPLACE ANY / ALL SHEAR TRANSFER AS REQ'D. (E) / (N) SHT'G. AS REQ'D. (E) EAVE / FRM'G. WEHRE OCCURS NOTCH (N) JOISTS AS REQ'D. DO NOT OVER-NOTCH. ROOF SHT'G. SANDWITCH DAMAGED JOIST W/ (2)2X (MATCH DEPTH). STAGGER (3)#10 WS EA. SIDE (Lmin = 3") A35 EA. END / EA. SIDE RIDGE BOARD (E) JOIST (VIF) (E) 1X STRAIGHT SLAT SHT'G. (VIF) (N) 3/4" THK. RATED ROOF SHT'G. (MATCH (E) THK.) (N) 3X JOIST @ SHT'G. ROOF CUT (E) FIRE CUT (N) SIMP. WSV200 @ 6" O.C.(N) SIMP. WSV200 @ 6" O.C. (N) SIMP. WSV200 @ 6" O.C. (N) SIMP. WSV200 @ 6" O.C. (N) 2X JOIST @ 24" O.C.(E) JOIST (VIF) (N) 3X JOIST @ SHT'G. ROOF CUT (E) JOIST BEHIND (VIF) (E) 1X STRAIGHT SLAT SHT'G. (VIF) (N) 3/4" THK. RATED ROOF SHT'G. (MATCH (E) THK.) (N) 3X BLK'G. @ SHT'G. ROOF CUT (A35 EA. SIDE / EA. END TO JOIST) (E) FIRE CUT (N) SIMP. WSV200 @ 6" O.C.(N) SIMP. WSV200 @ 6" O.C. (N) SIMP. WSV200 @ 6" O.C. (N) SIMP. WSV200 @ 6" O.C. (N) 3X BLK'G. @ SHT'G. ROOF CUT (A35 EA. SIDE / EA. END TO JOIST) NBG #C 82777 E ELECTRICAL ABBREVIATIONS ELECTRICAL LIGHTING LEGEND ELECTRICAL POWER LEGENDELECTRICAL GENERAL NOTES SERVICE INSTALLATION NOTES LIGHTING FIXTURE SCHEDULE FIRE ALARM LEGEND NOT TO SCALE WALL PENETRATION DETAIL TYPICAL CONDUIT GYPSUM21VERTICAL CONDUIT PENETRATION DETAIL NOT TO SCALE SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 2114 E-1 ELECTRICAL NOTES, LEGENDS AND SCHEDULES GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E UP ROOM ROOM RO O M ROOM ROOM ROOM RO O M RO O M RO O M ROOM ROOM ROOM ROOM ROOM ROOM ROOM ROOM ELECTRICAL LIGHTING NOTES ELECTRICAL KEYNOTES SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 2115 E-2 ELECTRICAL LIGHTING PLAN ELECTRICAL LIGHTING PLAN (1/4" = 1'-0") GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E UP ROOM ROOM RO O M ROOM ROOM ROOM RO O M RO O M RO O M ROOM ROOM ROOM ROOM ROOM ROOM ROOM ROOM ELECTRICAL NOTES ELECTRICAL KEYNOTES SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 2116 E-3 ELECTRICAL POWER PLAN ELECTRICAL POWER PLAN (1/4" = 1'-0") GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E ELECTRICAL SPECIFICATIONS SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 2117 E-4 SPECIFICATIONS ELECTRICAL GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E SYMBOL LIST MECHANICAL ABBREVIATIONSGENERAL NOTESDEMOLITION NOTES MECHANICAL DUCTWORK SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 2110 M-1 MECHANICAL NOTES AND LEGENDS GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E UP ROOM ROOM RO O M ROOM ROOM ROOM RO O M RO O M RO O M ROOM ROOM ROOM ROOM ROOM ROOM ROOM ROOM MECHANICAL PLAN NOTES SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 2111 M-2 MECHANICAL FLOOR PLAN MECHANICAL FLOOR PLAN (1/4" = 1'-0") GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E SCALE: NONE DUCT FITTING DETAIL SCALE: NONE DUCT HANGER DETAIL1 SCALE: NONE TYPICAL SIDE DIFFUSER CONNECTION SCALE: NONE TYPICAL DIFFUSER CONNECTION DIFFUSERS, REGISTERS, GRILLES EXHAUST FAN SCHEDULE 2 3 4 GAS FURNACE SCHEDULE REFRIGERANT COIL SCHEDULE CONDENSING UNIT SCHEDULE SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 2112 M-3 SCHEDULES AND DETAILS MECHANICAL GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E “”   SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 2113 M-4 SPECIFICATIONS MECHANICAL GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E PLUMBING ABBREVIATIONS PLUMBING PIPING SYMBOL LIST GENERAL NOTES DEMOLITION NOTES SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 2118 P-1 PLUMBING NOTES AND LEGENDS GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E ROOM ROOM ROOM UP ROOM ROOM RO O M ROOM ROOM RO O M RO O M RO O M ROOM ROOM ROOM ROOM ROOM ROOM PLUMBING PLAN NOTES GAS GENERAL NOTES SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 2119 P-2 PLUMBING FLOOR PLAN PLUMBING FLOOR PLAN (1/4" = 1'-0") GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E PLUMBING FIXTURE SCHEDULE GAS FIRED HOT WATER HEATER SCHEDULE PIPE INSULATION SCHEDULE 3 SCALE: NONE FINISHED FLOOR CLEANOUT 4 SCALE: NONE FINISHED ROOM WALL CLEANOUT 6 SCALE: NONE PIPE SUPPORT DETAIL 2 SCALE: NONE FIRE RATED WALL PIPE PENETRATION DETAIL x x x 1 SCALE: NONE PIPE PENETRATION DETAIL NON-RATED WALL 5 SCALE: NONE HOT WATER HEATER CONNECTION DETAIL PIPING AND FITTINGS SCHEDULE SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 2120 P-3 SCHEDULES AND DETAILS PLUMBING GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E PLUMBING SPECIFICATIONS SHEET REFERENCE: SHEET: OF SHEET INFO: REVISION DATE: ME R C U R Y I N S U R A N C E , I N C . PR O J E C T : CL I E N T : CA H O - 0 0 2 5 0 9 9 4 SHEET TITLE: JE R R Y N G O JOB NO. SCALE: DATE: DESIGNER: BS 25-0001 01/17/25 DRAFTER: AG PR O P E R T C L A I M S A D J U S T E R 10 4 8 I R V I N E A V E N U E , S U I T E 1 0 8 7 NE W P O R T B E A C H , C A 9 2 6 6 0 PH O N E : 9 4 9 - 2 5 9 - 6 0 8 0 BR Y A N @ S T R E G E S T R U C T U R A L . C O M ST R E G E S T R U C T U R A L . C O M 12 2 2 S O U T H L I N D A W A Y 2121 P-4 SPECIFICATIONS PLUMBING GE R A L D N O R M A N FI E L D P R O P E R T Y C L A I M S S P E C I A L I S T NBG #C 82777 E STRUCTURAL CALCULATIONS FOR CAHO-00250994 1222 SOUTH LINDA WAY SANTA ANA, CA 92704 1ST SUBMITTAL CALCULATONS 1048 IRVINE AVENUE, SUITE 1087 NEWPORT BEACH, CA 92660 (949)259-6080 WWW.STREGESTRUCTURAL.COM 2222222222222222 NBG #C 82777 E TABLE OF CONTENTS: ITEM PAGE # BASIS OF DESIGN 1 LOADING 1 WIND DESIGN PARAMETERS 2 SEISMIC DESIGN PARAMETERS 3-4 WIND PRESSURE (C&C) ROOF 5 WIND PRESSURE (C&C) WALLS 6 SEISMIC DESIGN FORCE 7 NEW JOIST DESIGN 8-9 LATERAL DESIGN & FOUNDATION DESIGN STATEMENT 10 1 BOD: 2022 CBC LOADING: DEAD LOAD: ROOF: TILE = 3 PSF WATERPROOFING = 1.5 PSF SHT'G. = 3 PSF FRAMING = 3 PSF INT. FINISH = 2.5 PSF INSULATION = 1.5 MISC. = 0.5 PSF TOTAL = 15 PSF EXT. WALL: STUCCO = 9 PSF SHT'G. = 2.5 PSF STUDS = 3 PSF INT. FINISH = 2.5 PSF MISC. = 1 PSF TOTAL = 18 PSF INT. WALL: FINISH = 2(2.5) = 5 PSF FRAMING = 3 PSF MISC. = 1 PSF TOTAL = 9 PSF ROOF LIVE LOADING = 20 PSF SNOW LOADING = N/A ICE LOADING = N/A RAIN LOADING = N/A WIND & SEISMIC LOADING = SEE ATTACHED ASCE Hazards Report Address: 1222 S Linda Way Santa Ana, California 92704 Standard:ASCE/SEI 7-16 Latitude:33.732034 Risk Category:II Longitude:-117.892757 Soil Class:D - Default (see Section 11.4.3) Elevation:64.01837546394228 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Wed Jan 15 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 1 of 3https://ascehazardtool.org/Wed Jan 15 2025 2 SS : 1.297 S1 : 0.463 F a : 1.2 F v : N/A SMS : 1.556 SM1 : N/A SDS : 1.037 SD1 : N/A T L : 8 PGA : 0.552 PGA M : 0.662 F PGA : 1.2 Ie : 1 C v : 1.359 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Wed Jan 15 2025 Page 2 of 3https://ascehazardtool.org/Wed Jan 15 2025 3 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. Page 3 of 3https://ascehazardtool.org/Wed Jan 15 2025 4 WIND PRESSURE CALCULATION (COMPONENTS & CLADDING) V=95 MPH Elev.=577 ft Kzt=1 Kd=0.85 Ke=0.979 qz = 0.00256(Kz)(Kzt)(Kd)(Ke)(V2)= 19.2324591 Kz (PSF) Kz (EXP. C) qz (PSF) 0-15'0.85 16.34759027 20'0.9 17.30921323 25'0.94 18.07851159 30'0.98 18.84780996 40'1.04 20.00175751 50'1.09 20.96338046 60'1.13 21.73267883 Lrafter = 8.5 ft Spacing =2 ft Atrib. =17.000 ft2 Amin. = 24.083 ft2 A=L(L/3) Aeff. =24.083 ft2 GCp: ZONE 1 ZONE 2 ZONE 2n&2r ZONE 2e ZONE 3e ZONE 3r 0.35 0.35 0.35 0.35 0.35 0.35 -1.85 -2.5 -2.5 -1.85 -2.5 -2.95 GCpi: 0.18 -0.18 Zone 1: 2.03 [(GCp)-(GCpi)]Worst Case Zone 2: 2.68 [(GCp)-(GCpi)]Worst Case Zone 2n/2r: 2.68 [(GCp)-(GCpi)]Worst Case Zone 2e: 2.03 [(GCp)-(GCpi)]Worst Case Zone 3e: 2.68 [(GCp)-(GCpi)]Worst Case Zone 3r: 3.13 [(GCp)-(GCpi)]Worst Case p=qh[(GCp)-(GCpi)](PSF) p ULT. (PSF)p ASD (PSF)p ULT. (PSF)p ASD (PSF)p ULT. (PSF)p ASD (PSF)p ULT. (PSF)p ASD (PSF)p ULT. (PSF)p ASD (PSF)p ULT. (PSF)p ASD (PSF) 0-15'33.19 19.91 43.81 26.29 43.81 26.29 33.19 19.91 43.81 26.29 51.17 30.70 20'35.14 21.08 46.39 27.83 46.39 27.83 35.14 21.08 46.39 27.83 54.18 32.51 25'36.70 22.02 48.45 29.07 48.45 29.07 36.70 22.02 48.45 29.07 56.59 33.95 30'38.26 22.96 50.51 30.31 50.51 30.31 38.26 22.96 50.51 30.31 58.99 35.40 40'40.60 24.36 53.60 32.16 53.60 32.16 40.60 24.36 53.60 32.16 62.61 37.56 50'42.56 25.53 56.18 33.71 56.18 33.71 42.56 25.53 56.18 33.71 65.62 39.37 60'44.12 26.47 58.24 34.95 58.24 34.95 44.12 26.47 58.24 34.95 68.02 40.81 Zone 3rZone 1 Zone 2 Zone 2n/2r Zone 2e Zone 3e 5 WIND PRESSURE CALCULATION (COMPONENTS & CLADDING) V=95 MPH Elev.=577 ft Kzt=1 Kd=0.85 Ke=0.979 qz = 0.00256(Kz)(Kzt)(Kd)(Ke)(V2)= 19.2324591 Kz (PSF) Kz (EXP. C) qz (PSF) 0-15'0.85 16.3475903 20'0.9 17.3092132 25'0.94 18.0785116 30'0.98 18.84781 40'1.04 20.0017575 50'1.09 20.9633805 60'1.13 21.7326788 Lstud = 8 ft Spacing =1.333 ft Atrib. =10.664 ft2 Amin. = 21.333 ft2 A=L(L/3) Aeff. =21.333 ft2 GCp: ZONE 4 ZONE 5 0.95 0.95 -1.05 -1.3 GCpi: 0.18 -0.18 Zone 4: 1.23 [(GCp)-(GCpi)]Worst Case Zone 5: 1.48 [(GCp)-(GCpi)]Worst Case p=qh[(GCp)-(GCpi)](PSF) p ULT. (PSF)p ASD (PSF)p ULT. (PSF)p ASD (PSF) 0-15'20.11 12.06 24.19 14.52 20'21.29 12.77 25.62 15.37 25'22.24 13.34 26.76 16.05 30'23.18 13.91 27.89 16.74 40'24.60 14.76 29.60 17.76 50'25.78 15.47 31.03 18.62 60'26.73 16.04 32.16 19.30 ZONE 4 ZONE 5 6 SEISMIC DESIGN SDS 1.037 SDC D S1 0.463 Fv 1.85 SD1 0.571033 SDC D Ie 1 R 2 hn 11.5 FT Ct 0.02 x 0.75 Ta 0.124897 SEC Ta = Cthn x TL 8 SEC Cs 0.519 Cs = SDS/(R/Ie) Cs max.2.286 Cs = SD1/(T)(R/Ie) Cs min.0.046 Cs = 0.044SDSIe ≥ 0.01 C s DESIGN 0.519 ULT C s DESIGN 0.36295 ASD W Roof DL 25 PSF Partition 10 PSF Roof W 35 PSF Floor DL 25 PSF Partition 20 PSF Floor W 45 PSF Total W 80 PSF V 41.480 PSF (ULT)V = CsW V 29.036 PSF (ASD) 7 8 NEW JOIST DESIGN: D = 15 PSF Lr = 20 PSF W = 16 PSF DOWN / 26 PSF UP D + Lr = 35 PSF D + 0.75Lr + 0.75(0.6W) = 42 PSF -- GOV DOWN 0.6D - 0.6W = -17 PSF -- UP DOWN: w = 2'(42 PSF) = 84 PLF L = SAY 14' M = WL^2/8 = 2058 FT-LBS = 24696 IN-LBS V = WL/2 = 588 LBS CHOOSE (2)2X6 -- S = 2(7.56 IN3) = 15.12 IN3, A = (2)(8.25 IN2) = 16.5 IN2 fb req = M/S = 1633.3 PSI fv req = 3V/2A = 53.5 PSI CHOOSE DF-L GR. #2 Fb = 900 PSI Fv = 180 PSI Fb' = (900 PSI)(1.6)(1.3)(1.15) = 2152.8 PSI > 1633.3 PSI -- OK Fv' = (180 PSI)(1.6) = 288 PSI > 53.5 PSI -- OK UP: M = 9996 IN-LBS V = 238 LBS fb req = 661.1 PSI fv req = 21.6 PSI lu = 168" le = 1.68(168")+3(5.5") = 298.74" d = 5.5" b = 2(1.5") = 3" Rb = 13.5 Fbe = 3818.9 PSI Fb* = (900 PSI)(1.6)(1.3)(1.15) = 2152.8 PSI Fbe/Fb* = 1.774 CL = 1.459 - 0.514 = 0.945 Fb' = 2034.3 PSI > 661.1 PSI -- OK Fv' = 288 PSI > 21.6 PSI -- OK 9 DEFLECTION CHECK: I = 2(20.80 IN4) = 41.6 IN4 E = 1,600,000 PSI L = 13.5' = 162" ACTUAL w = 15 PSF(2') = 30 PLF = 2.5 PLI (DEAD ONLY) w = 20 PSF(2') = 40 PLF = 3.3 PLI (Lr ONLY) Lr DEF = (5wl^4)/(384EI) = 0.4" D DEF = 0.3" DELTA T = 1.5(0.3")+0.4" = 0.85" ALLOW: L/240 = 0.68" L/180 = 0.9" Lr -- OK D+Lr -- OK CHOOSE (2)2X6 DF-L #2 GR. 10 LATERAL SYSTEM: ROOF DIAPHRAGM = PATCHING ANY HOLES W/ SIMILAR MATERIALS (NO SIGNIFICANT STRUCTURAL DAMAGE PRESENT). CAPACITY TO REMAIN CONSISTENT WITH DESIGN AT TIME OF CONSTRUCTION. FLOOR DIAPHRAGM = NO DAMAGE. NO CHANGE. WALLS = NO CHARRING OBSERVED IN STRUCTURAL WALLS. EXISTING LATERAL FORCE RESISTING SYSTEM TO REAMIN. (NO SIGNIFICANT STRUCTURAL DAMAGE PRESENT.) FOUNDATION SYSTEM: DO DAMAGE OBSERVED TO FOUNDATION ELEMENTS. ALL ELEMENTS TO REMAIN. _______________________ Page 1 of 1 EXISTING ONE & TWO FAMILY DWELLINGS ELECTRICAL SERVICES UNDERGROUND EXCEPTION CEC 2022 ELC-04 All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41- 626(b). There is a standing exception for one and two family dwellings. This exception applies only when the new electrical service is designed to be fed from below grade as well as overhead. This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the circuit breaker side of this cabinet. Only listed combination overhead and underground feed service boxes may be used to connect to an overhead utility drop. This exception to an underground fed service applies only to existing single family and two family residences. Planning & Building Agency Permits & Plan Check Section 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 Rigid Conduit Service Entrance Conductor Riser Underground Service Lateral METER Rev. 1/21/2020