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COLD FORMED METAL FRAMING <br />10.PROVIDE MINIMUM YIELD STRESS, FY , OF 50 KSI FOR 16 GAUGE (54 MIL) AND <br />THICKER AND 33 KSI FOR 18 GAUGE (43 MIL) AND THINNER. <br />11.COLD-FORMED STEEL JOISTS SHALL HAVE PUNCHED ENLARGED SERVICE HOLES WITH <br />STIFFENED FLANGES. <br />12.U.N.O. ON PLANS EXTERIOR WALL STUDS SHALL BE 600S162-43 (18 GAUGE) @24" O.C. <br />AND SATISFYING THE REQUIREMENTS OF LOAD BEARING STUD WALLS PER TABLE OF NOTE <br />13 BELOW ( WHICHEVER IS GREATER).UNLESS NOTED OTHERWISE ON PLANS. WALLS SHALL <br />BE PROVIDED WITH MANUFACTURER'S STANDARD BRIDGING ( EITHER WELDED 2 1/2"X18 <br />GAUGE STUD OR CLIPPED COLD-ROLLED CHANNEL 1 1/2"X16" GAUGE). PROVIDE BRIDGING <br />AT 4'-0" O.C. MAXIMUM FOR LOAD BEARING WALLS AND EXTERIOR WALLS. <br />EXCEPTION: WHERE FULL HEIGHT SHEATHING OR GYP BOARD OCCURS ON BOTH SIDE <br />OF WALL STUDS, BRIDGING IS ALLOWED TO BE OMITTED <br />13.ALL KNEE WALL STUDS OVER THE FOOTING STEMS SHALL BE 600S162-54 <br />(16 GAUGE) @ 24" O.C. UON. <br />ACCEPTABLE COLD-FORMED METAL FRAMING MANUFACTURERS <br />MANUFACTURER <br />CEMCO <br />DIETRICH METAL FRAMING <br />SCAFCO CORP. <br />UNITED METAL PRODUCT, INC. <br />ICC-ES NUMBER <br />ESR-4943P <br />ESR-4943P <br />ESR-4943P <br />ESR-4943P <br />LARR NUMBER <br />RR24923 <br />RR25132 <br />SHOP DRAWINGS: WHERE IS PROPOSED TO DIFFER FROM DETAILS SHOWN, SUBMIT <br />SHOP DRAWINGS. SHOW METHOD OF STUD ATTACHMENT TO FLOOR AND CEILING <br />TRACKS, ATTACHMENT OF TRACKS, CONSTRUCTION OVER AND AROUND DOORS AND <br />OTHER OPENINGS, AT CORNERS, CEILING DETAILS, AND OTHER SIGNIFICANT FEATURES. <br />FRAMING AT DOOR JAMBS AND OPENINGS: PROVIDE SINGLE 18 GAUGE STUD OR <br />DOUBLE 20 GAUGE STUDS AT DOOR JAMBS AND CASED OPENINGS, AND OTHER <br />LOCATIONS INDICATED. <br />CROSS-BRACING: UNLESS INDICATED ON DRAWINGS, CROSS-BRACING AT DOUBLE STUD <br />WALLS AND PARTITION SHALL NOT BE USED TO LIMIT DEFLECTION UNLESS ACOUSTICAL <br />PERFORMANCE OF WALL OR PARTITION IS NOT DEGRADED. <br />TRACKS, SILLS AND HEADERS: UNPUNCHED CHANNELS SIZED FOR STUD FLANGES, GAUGE <br />THE SAME AS STUDS UNLESS OTHERWISE NOTED. SLOTTED HEAD TRACKS AT STUDS TO <br />STRUCTURE ABOVE. <br />METAL FRAMING FINISH: ALUMINUM-ZINC CORROSION RESISTANT COATING, ASTM A792 <br />OR HOT DIPPED GALVANIZED ASTM A525 G60. <br />SCREWS: AS RECOMMENDED OR REQUIRED BY MANUFACTURER, SELF-FILLING, <br />SELF-TAPPING IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. <br />MANUFACTURER'S PROPRIETARY TYPE " SSCJ" C-SHAPED STEEL JOISTS OF THE SIZE <br />INDICATED ON WITH <br />EXTRA-LARGE TRAPEZOID-SHAPED SERVICE HOLES WITH FY=33 KSI FOR 18 GAUGE AND <br />50 KSI FOR 16, <br />14 AND 12 GAUGE. <br />PROVIDE JOIST BRIDGING/BLOCKING @ 8'-0" O.C. MAXIMUM. <br />STUDS AND JOISTS INSTALLATION: INSTALL STUDS AND JOISTS AT 24 INCHES ON <br />CENTER TYPICALLY, UNLESS OTHERWISE INDICATED. DO NOT SPLICE STUDS AND <br />JOISTS. PROVIDE STUDS NOT MORE THAN 2 INCHES FROM EACH CORNER OF WALL OR <br />ABUTTING CONSTRUCTION. <br />SECURE STUDS TO TOP AND BOTTOM TRACKS WITH 2-#10 SCREWS PER LOCATION. <br />BACKING PLATES: 16 GAUGE GALVANIZED SHEET METAL COVERING FULL WIDTH OF <br />STUD SPACING BY 4 INCH WIDE MINIMUM. INSTALL STUD TRACK OR SHEET METAL <br />BACKING AS INDICATED AND AS NECESSARY TO SUPPORT ALL PRODUCTS ATTACHED <br />TO WALL OR CEILING AFTER COMPLETION OF FINISH SURFACE, INCLUDING TOILET AND <br />BATH ACCESSORIES, PLUMBING AND ELECTRICAL FIXTURE, ELECTRICAL PANELS, TOILET <br />PARTITIONS, CASEWORK, HARDWARE, HANDRAILS AND TRIM. <br />TRACK INSTALLATION: PLACE AND ALIGN TRACKS IN CONFIGURATIONS SHOWN. SECURE <br />TOP, BOTTOM AND SIDE TRACKS AT MAXIMUM 24 INCHES ON CENTER TO STRUCTURE <br />USING FASTENERS AS DETAILED. PROVIDE FOR DEFLECTION AT TOP TRACK OF <br />PARTITION FRAMING ABUTTING STEEL FLOOR OR ROOF DECK, AS INDICATED ON THE <br />DRAWINGS. <br />COORDINATION: COORDINATE ERECTION OF STUDS AND JOISTS WITH INSTALLATION <br />OF SERVICE UTILITIES TO MINIMIZE DISCONTINUITY IN FARMING. ALIGN STUD WEB <br />OPENINGS. COORDINATE WITH INSTALLATION OF BUCKS, ANCHORS, BACKING, <br />BLOCKING, PLUMBING, MECHANICAL AND ELECTRICAL COMPONENTS TO PROVIDE <br />NECESSARY CLEARANCES AND SUPPORTS. COORDINATE WITH REQUIREMENTS FOR <br />DOOR AND WINDOW FRAME SUPPORTS AND ATTACHMENTS. <br />CLEARANCES: MAINTAIN CLEARANCE UNDER BUILDING STRUCTURAL MEMBERS TO <br />AVOID DEFLECTION TRANSFER TO NON-LOAD BEARING FRAMING. <br />OPENINGS AND RECESSES: PROVIDE FRAMED OPENINGS FOR ALL RECESSED AND <br />BUILT-IN COMPONENTS. COORDINATE INSTALLATION OF FRAMING WITH REQUIREMENTS <br />FOR DOOR AND WINDOW FRAME SUPPORTS AND ATTACHMENTS. <br />BRACING INSTALLATION: INSTALL BRACING AT STUDS AND JOISTS TO MAKE RIGID. <br />INSTALL INTERLOCKING BRIDGING MEMBER THROUGH STUD WEB OPENINGS AT STUDS <br />7-1/2 FEET IN LENGTH OR GREATER. <br />LIGHT GUAGE METAL FRAMING GENERAL NOTES <br />1. <br />2. <br />3. <br />4. <br />5. <br />6. <br />7. <br />8. <br />9. <br />10. <br />11. <br />12. <br />13. <br />15. <br />16. <br />14. <br />1.ALL COLD-FORMED METAL FRAMING SHALL CONFIRM TO AISI STANDARD S100-16 "NORTH <br />AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL <br />MEMBERS''. <br />2.SHALL MEET ALL THE REQUIREMENT AISI 2016 LATEST EDITION. <br />3.CONTRACTOR SHALL PROVIDE EFFECTIVE, FULL TIME QUALITY CONTROL OVER ALL <br />FABRICATION AND ERECTION COMPLYING WITH THE PERTINENT CODES AND REGULATIONS <br />OF GOVERMENT AGENCIES HAVING JURISDICTION. <br />4.PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO, TRACKS, CLIPS WEB <br />STIFFENERS, ANCHORS, FASTENING DEVICES, RESILIENT CLIPS, AND OTHER ACCESSORIES <br />REQUIRED FOR A COMPLETE AND PROPER INSTALLATION, AND AS RECOMMENDED BY THE <br />MANUFACTURER FOR THE STEEL MEMBERS USED. <br />5.FASTENING OF COMPONENTS SHALL BE WITH ICC APPROVED SELF-DRILLING SCREWS OR <br />WELDING, SCREWS OR WELDS SHALL BE OF SUFFICIENT SIZE TO INSURE THE STRENGTH OF <br />THE CONNECTION ALL WELDS OF GALVANIZED STEEL SHALL BE TOUCHED UP WITH A <br />ZIN-RICH PAINT. ALL WELDS OF CARBON SHEET STEEL SHALL BE TOUCHED UP WITH PAINT. <br />WIRE TYING OF COMPONENTS SHALL NOT BE PERMITTED. <br />6.UNIFORM AND LEVEL JOIST BEARING SHALL BE PROVIDES AT FOUNDATION WALLS BY <br />MEANS OF SHIMS AND/OR NON-SETTING GROUT. <br />7.ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO AISI "SPECIFICATION FOR <br />THE DESIGN OF COLD FORMED STEEL'', LATEST EDITION. <br />8.ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS IN FULL COMPLIANCE WITH AWS D1.3 <br />9.UNLESS NOTED OTHERWISE ON THE DRAWINGS, SCREWS SHALL BE #10-16 SELF <br />DRILLING, SELF TAPPING HEX HEAD SCREWS WITH HEAD DIAMETER OF 0.333 IN. <br />17.IN-LINE FRAMING: EACH JOIST, RAFTER, TRUSS, AND STRUCTURAL WALL STUD (ABOVE OR <br />BENEATH) SHALL BE ALIGNED VERTICALLY ACCORDING TO LIMIT OF AISI-S200. THE <br />ALIGNMENT TOLERANCE IS NOT REQUIRED WHERE LOAD DISTRIBUTION MEMEBER IS <br />SPECIFIED IN PLAN DRAWINGS OR DETAILS. <br />CONNECTION NUMBER AND SIZE <br />OF FASTENERS <br />SPACING OF FASTENERS <br />FLOOR JOIST TO TRACK OF AN <br />INTERIOR LOAD BEARING WALL. <br />FLOOR JOIST TO TRACK AT END OF JOIST <br />SUBFLOOR SHEATHING TO FLOOR JOIST <br />2-#10 SCREWS EACH JOIST <br />2-#10 SCREWS ONE PER FLANGE OR TWO <br />PER BEARING STIFFENER <br />#10 SCREWS2 <br />1 <br />6" ON CENTER ON EDGES <br />AND 10" ON CENTER AT <br />INTERMEDIATE SUPPORTS <br />STUD TO TOP OR BOTTOM TRACK 2-#10 SCREWS <br />EACH END OF STUD, <br />ONE PER FLANGE <br />STRUCTURAL SHEATHING( ORIENTED <br />STRAND BOARD OR PLYWOOD) <br />TO FRAMING <br />6" ON EDGES & 12" ON <br />INTERMEDIATE SUPPORTS#10 SCREWS 2 <br />1/2" GYPSUM WALL BOARD TO FRAMING #10 SCREWS 12" O.C. <br />CEILING JOIST TO TOP TRACK OF LOAD <br />BEARING WALL.2-#10 SCREWS EACH JOIST <br />ROOF SHEATHING( ORIENTED STRAND <br />BOARD OR PLYWOOD) TO RAFTERS #10 SCREWS <br />6" ON CENTER ON EDGES <br />AND 12" ON CENTER AT <br />INTERIOR SUPPORTS <br />RAFTER/TRUSS TO BEARING WALL 2-#10 SCREWS EACH RAFTER/TRUSSES <br />3 <br />GABLE END TRUSS/RAFTERS TO <br />ENDWALL TOP TRACK #10 SCREWS 12" O.C. <br />RAFTER TO CEILING JOIST OR <br />RIDGE MEMBER MIN. #10 SCREWS SEE NOTE NO.4 <br />FASTENING SCHEDULE :(AS PER AISI LATEST EDITION )PREFABRICATED OR SPECIALTY ITEMS AND THEIR COMPONENTS, WHICH ARE INDICATED <br />BY THE STRUCTURAL DRAWINGS TO BE DESIGNED BY OTHERS, MAY BE SUBMITTED TO <br />THE ARCHITECT AND/OR ENGINEER OF RECORD FOR REVIEW AS A DEFERRED SUBMITTAL <br />PROVIDED THAT SUCH SUBMITTAL IS AUTHORIZED BY THE BUILDING DEPARTMENT. <br />DEFERRED SUBMITTALS REQUIRED TO BE SUBMITTED TO THE STRUCTRURAL ENGINEER <br />OF RECORD SHALL INCLUDE BUT NOT BE LIMITED TO: <br />A. MECHANICAL, ELECTRICAL AND PLUMPING EQUIPMENT <br />B. SELF SUPPORTING, PRE-MANUFACTURED STAIR ASSEMBLY <br />C. PREFABRICATED ROOF & FLOOR TRUSSES <br />D. HVAC STRUCTURAL SUPPORT REQUIREMENTS <br />E. AWNINGS, SIGNAGE, FASCIAS, ETC. <br />F. FIRE SPRINKLERS <br />G. CONTINUOUS TIE DOWN SYSTEM <br />H. CONCRETE MIX DESIGN <br />STRUCTURAL STEEL TO BE SUPPLIED DETAILED, FABRICATED AND ERECTED IN <br />ACCORDANCE WITH AISC SPECIFICATIONS. <br />NON-SHRINK GROUT BENEATH COLUMN BASES OR BEARING PLATES SHALL BE 5000 <br />PSI(MIN.) NON-SHRINK SHALL BE INSTALLED IMMEDIATELY AFTER COLUMN IS PLUMBED. <br />CONTRACTOR SHALL NOT LOAD COLUMN ANCHOR BOLTS UNDER PLACEMENT OF <br />NON-SHRINK GROUT WITHOUT TAKING APPROPRIATE MEASURES TO PREVENT BUCKLING <br />OF ANCHOR BOLTS UNDER CONSTRUCTION LOADS. <br />CONTINUOUS AND PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE WORK AS <br />DESCRIBLE IN IBC/CBC CHAPTER 17, SEE INSPECTION SCHEDULE BELOW, ONLY CHECKED <br />ITEMS ARE REQUIRED. <br />APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OF FAILURE TO COMPLY WITH THE <br />PLANS OR SPECIFICATIONS, ANY DETAIL THAT FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE <br />REFERRED TO THE STRUCTURAL ENGINEER FOR INTERPRETATION OR CLARIFICATION. <br />CONTINUOUS SPECIAL INSPECTION PER AWS D1.1 IS REQUIRED FOR ALL STRUCTURAL STEEL <br />WELDING, EXCEPT FOR SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE. <br />STRUCTURAL WOOD, PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEARWALLS, <br />SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER <br />FASTENING OF COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM, INCLUDING WOOD <br />SHEARWALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS, AND HOLD-DOWNS, <br />EXCEPTION: SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEARWALLS, SHEAR PANELS <br />AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER <br />COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM, WHERE THE FASTENER SPACING OF <br />THE SHEATHING IS MORE THAN 4 INCHES ON CENTER. INSPECTIONS SHALL BE PERFORMED <br />BEFORE COVERING. <br />1. <br />1. <br />1. <br />SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS. SHOP DRAWINGS <br />ARE REVIEWED ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL DRAWINGS. <br />DESIGN ACCURACY OF SUCH PRODUCT, DIMENSIONS AND QUANTITY OF THE PRODUCT <br />IS NOT REVIEWED BY EOR. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE <br />CONTRACTOR. ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT <br />DRAWINGS SHALL BE CLOUDED. ANY OF THE AFOREMENTIONED SHALL NOT BE <br />CONSIDERED APPROVED AFTER ENGINEER'S REVIEW UNLESS SPECIFICALLY NOTED <br />ACCORDINGLY. <br />3. <br />PROVIDE THE FOLLOWING MATERIALS FOR STRUCTURAL STEEL, UNO:2. <br />ROLLED WIDE FLANGE SECTIONS <br />HOLLOW STRUCTURAL SECTIONS (HSS), <br />SQUARE AND RECT. <br />ASTM A992 (Fy = 50 ksi) <br />ASTM A500, GR.B (Fy = 46 KSI) <br />STEEL PIPE ASTM A53, GR B (Fy=35 KSI) <br />HOLLOW STRUCTURAL SECTION (HSS), <br />ROUND <br />ASTM A500, GR. B (Fy=42 KSI) <br />HP SECTIONS ASTM A572, GR.50 (Fy=50 KSI) <br />PLATES, ANGLES, CHANNELS & TEES ASTM A36 <br />MACHINE BOLTS ASTM A307 <br />HIGH STRENGTH BOLTS ASTM A325, Type N, A490 <br />WELDED HEADED STUDS ASTM A108 <br />HOLES FOR BOLTS SHOULD BE DRILLED OR PUNCHED & SHALL BE 1/16" LARGER THAN <br />BOLT DIAMETER. <br />ALL STRUCTURAL WELDING PROCEDURES AND MATERIALS SHALL CONFORM TO BUILDING <br />CODE, SECTION 2204.1. ALL WELDING SHALL BE DONE BY CERTIFIED WELDERS. <br />ALL TESTING AND INSPECTION OF SHOP AND FIELD WELDING OPERATIONS SHALL BE <br />MADE BY A CERTIFIED WELDING INSPECTOR WHICH ARE APPROVED BY THE BUILDING <br />OFFICIAL. <br />3. <br />4. <br />5. <br />WELDING SHALL CONFORM THE LATEST EDITION OF AWS D1.1 AND SHALL USE EITHER <br />THE SHIELDED OR FLUX CORE METHODS. ELECTRODES USED SHALL BE E70XX, E71-T8 <br />OR E70-T6. ALL WELDING SHALL BE PERFORMED BY QUALIFIED AND CERTIFIED WELDERS. <br />6. <br />ALL FABRICATIONS SHALL BE DONE IN A SHOP OF AN APPROVED AND LICENSED <br />FABRICATOR BY AISC AND/OR LOCAL JURISDICTION. STRUCTURAL STEEL SHOP <br />DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW AND <br />APPROVAL PRIOR TO FABRICATION. <br />7. <br />MASONRY WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 530, "BUILDING CODE <br />REQUIREMENTS FOR MASONRY STRUCTURES" AND CBC 2104. <br />1. <br />MIN. SPECIFIED COMPRESSIVE STRENGTH SHALL BE F'M = 2000 PSI, UNO ON THE <br />PLANS. <br />2. <br />CEMENT: ASTM C-150, LOW ALKALI, TYPE I OR II PORTLAND CEMENT. (MASONRY CEMENT <br />AND PLASTIC CEMENT SHALL NOT BE USED). <br />3. <br />MORTAR: <br />A. CONFORMING TO ASTM C-270, TYPE S. <br />B. MIX PROPORTIONS SHALL CONFORM TO ASTM C-270. <br />C. AGGREGATES SHALL CONFORM TO ASTM C-144. <br />4. <br />GROUT: <br />A. CONFORMING TO ASTM C-476. <br />B. ATTAINS THE MASONRY COMPRESSIVE STRENGTH F'M OR 2000 PSI AT 28 DAYS, <br />WHICHEVER IS GREATER. <br />C. MIX PROPORTIONS SHALL CONFORM TO ASTM C-476. <br />D. AGGREGATES SHALL CONFORM TO ASTM C-404. <br />E. USE COARSE GROUT IN GROUT SPACES 2 INCHES OR MORE IN WIDTH AND IN CELLS <br />TO BE GROUTED SOLID. <br />5. <br />PRISM TEST SHALL BE PERFORMED FOR MASONRY WITH f'm OVER 2000 PSI AS <br />DESCRIBED IN BUILDING CODE, SECTION 2105. <br />6. <br />VERTICAL REINFORCING SHALL BE FULL HEIGHT OF WALL AND SHALL BE BRACED AT 8'-0" <br />MAXIMUM TO PREVENT MOVEMENT WHILE GROUTING. <br />7. <br />HORIZONTAL REINFORCING SHALL BE IN BOND BEAM UNITS AND TIED SECURELY TO <br />VERTICAL REINFORCING. <br />8. <br />DOWELS, ANCHORS, AND OTHER EMBEDDED ITEMS SHALL BE TIED SECURELY IN PLACE <br />TO PREVENT MOVEMENT WHILE GROUNTING, WET SETTING OR STABBING IS NOT <br />ALLOWED. <br />9. <br />MAXIMUM GROUT LIFTS SHALL NOT EXCEED 8'-0" AND CLEANOUTS AT THE BOTTOM OF <br />ALL CELLS SHALL BE USED UNLESS THE LIFT IS 4'-0" OR LESS, THE CLEANOUTS SHALL BE <br />SEALED BEFORE GROUTING. GROUT FOR EACH POUR SHALL BE STOPPED 1 1/2" BELOW <br />THE TOP OF A BLOCK COURSE EXCEPT AT TH FINAL COURSE. ALL GROUT SHALL BE <br />THOROUGHLY CONSOLIDATED BY VIBRATING IMMEDIATELY AFTER PLACING. SHAKING OR <br />RODDING REBAR IS NOT ALLOWED. FILL ALL CELLS WITH GROUT. <br />10. <br />THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING THE SAFETY OF LIFT HEIGHT FOR <br />OPEN ENDED OR FIELD MODIFIED BLOCKS. <br />11. <br />THE SHOP DRAWINGS DO NOT SUPERSEDE OR REPLACE THE ORIGINAL CONTRACT <br />DRAWINGS. ANY ENGINEERING PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW <br />SHALL BEAR THE SEAL OF AN APPROPRIATELY REGISTERED ENGINEER. ENGINEERING <br />SYSTEM SOLUTIONS SHALL NOT BE RESPONSIBLE FOR THE ADEQUACY OF ENGINEERING <br />DESIGNS PERFORMED BY OTHERS. <br />4. <br />SHOP DRAWINGS SHALL REFERENCE DATE AND DELTA (IF ANY) OF CONTRACT DRAWINGS.5. <br />ALL DEFERRED SUBMITTALS SHALL INCLUDE CALCULATIONS AND DRAWINGS PREPARED IN <br />ACCORDANCE WITH ALL APPLICABLE BUILDING CODES AND STAMPED BY AN <br />APPROPRIATELY LICENSED PROFESSIONAL ENGINEER. SUBMITTALS SHALL SHOW <br />LOCATION AND MAGNITUDE OF LOADS, SIZE AND CONFIGURATIONS OF MEMBERS, AND <br />COMPATIBILITY WITH THE PRIMARY STRUCTURAL SYSTEM. <br />2. <br />CONTRACTOR RESPONSIBLE FOR CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING <br />SYSTEM/COMPONENT LISTED IN THIS STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A <br />WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER PRIOR <br />TO THE COMMENCEMENT OF WORK ON SUCH A SYSTEM OR COMPONENT PER SEC <br />1704.4. <br />WHERE FABRICATION OF MEMBERS AND ASSEMBLIES IS PERFORMED ON THE PREMISES OF A <br />FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE REQUIRED BY <br />THIS SECTION, UNLESS THE FABRICATOR IS REGISTERED AND APPROVED TO PERFORM SUCH <br />WORK WITHOUT SPECIAL INSPECTION, APPROVAL SHALL BE BASED UPON REVIEW OF THE <br />FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND PERIODIC AUDITING <br />OF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY, AT COMPLETION <br />OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE <br />TO THE BUILDING OFFICIAL STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH <br />THE APPROVED CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE OF <br />VEVIRYING APPROVAL OF FABRICATOR. <br />2. <br />3. <br />4. <br />5. <br />6. <br />STRUCTURAL STEEL <br />8. <br />WELDS IDENTIFIED AS REQUIRING CONTINUOUS OR PERIODIC INSPECTIONS NEED NOT TO <br />HAVE CONTINUOUS SPECIAL INSPECTION WHEN THE WELDING IS PERFORMED IN AN <br />APPROVED FABRICATOR'S SHOP. FABRICATOR SHALL SUBMIT A CERTIFICATE OF <br />COMPLIANCE IN ACCORDANCE WITH CBC SECTION 1704.2. <br />9. <br />ALL FULL PENETRATION GROVE WELDS FOR MOMENT CONNECTIONS SHALL BE <br />ULTRASONICALLY INSPECTED BY AN APPROVED TESTING AGENCY AND SHALL CONFORM <br />TO THE LASTEST EDITION OF AWS D1.1, SECTIONS 5 & 6. <br />10. <br />STEEL FABRICATOR SHALL VERIFY ALL DIMENSIONS WITH ARCHITECTURAL AND <br />STRUCTURAL DRAWINGS AND COORDINATE WITH MECHANICAL DRAWINGS AND <br />SUB-CONTRACTOR FOR SIZE, LOCATION OF ALL MECHANICAL UNITS AND OPENINGS. <br />11. <br />ALL MISC. FILLET WELDS NOT NOTED, INCLUDING THOSE FOR STIFFENERS, MISC. PLATES, <br />ETC. SHALL BE PER AISC 360, TABLE J2.4. <br />12. <br />WELDED MEMBERS AND CONNECTIONS IN THE SEISMIC LOAD RESISTING SYSTEM SHALL <br />BE SUBJECT TO AWS D1.8 REQUIREMENTS. <br />13. <br />NUTS ASTM A563 <br />ANCHOR RODS/BOLTS ASTM F1554, GR. 36 OR 55 <br />MASONRY <br />STRUCTURAL MASONRY SHALL BE HOLLOW, MEDIUM WEIGHT(115 PCF), LOAD BEARING <br />CONCRETE MASONRY UNIT CONFORMING TO CBC 2103.1. BLOCK TEST DATA BY A <br />CERTIFIED LAB. SHALL BE PROVIDED TO THE EOR FOR REVIEW. <br />12. <br />ALL MASONRY BLOCK CONSTRUCTION SHALL BE PLACED IN RUNNING BOND METHOD <br />WITH ALL VERTICAL CELLS IN ALIGNMENT, TYP. <br />13. <br />LAP REINFORCING BARS PER TYPICAL MASONRY LAP SCHEDULE, U.N.O.14. <br />MECHANICAL, ELECTRICAL AND PLUMBING PENETRATION SHALL COMPLY WITH: <br />A. DO NOT CUT ANY REINFORCING THAT MAY INTERFERE WITH ANY PENETRATIONS. <br />INSTALL SLEEVES AS REQUIRED PRIOR TO GROUTING OF CELLS. <br />B. NO PENETRATION SHALL BE CORED WITHOUT PRIOR APPROVAL FROM EOR. <br />C. CONDUITS AND PIPING PARALLEL TO PLANE OF WALL MAY NOT BE EMBEDDED IN WALL <br />D. PENETRATION AT LINTELS, PILASTERS AND JAMBS ARE ONLY PERMITTED AS SHOWN <br />OR SPECIFICALLY DETAILED. NO OTHER PENETRATION IS ALLOWED. <br />15. <br />SUBMITTALS AND SHOP DRAWINGS <br />STATEMENT OF SPECIAL INSPECTION: <br />THE SPECIAL INSPECTOR SHALL BE A QUALIFIED INDIVIDUAL WHO WILL DEMONSTRATE <br />COMPETENCE, AND KNOWLEDGE TO THE BUILDING OFFICIAL, FOR THE SPECIFIC TYPE OF SPECIAL <br />INSPECTION REQUIREMENT REQUIRED PER SCHEDULE BELOW. <br />7. <br />WOOD SPECIAL INSPECTIONS SHALL BE PER CBC SECTION 1705.5.8. <br />SPECIAL INSPECTIONS FOR WIND AND SEISMIC RESISTANCE SHALL BE PER SECTION 1705.11 <br />AND 1705.12 RESPECTIVELY. <br />9. <br />REQ'D(?) <br />STATEMENT OF SPECIAL INSPECTIONS <br />(ONLY INDICATED ITEMS ARE REQUIRED) <br />INSPECTION ITEMS SPECIAL INSPECTIORS <br />(NAME, PHONE#, REGISTRATION#) <br />STRUCTURAL STEEL (1705.2.1) <br />STEEL FRAME JOINT DETAILS <br />COLD-FORMED STEEL DECK (1705.2.2) <br />OPEN-WEB STEEL JOISTS AND <br />JOISTS GIRDERS (1705.2.3) <br />REINFORCING STEEL AND <br />PRE-STRESSING STEEL TENDONS <br />SHOTCRETE (CURING TEMPERATURE, <br />DESIGN MIX, PLACEMENT, STRENGTH <br />ETC. PER TABLE 1705.3) <br />COLD-FORMED STEEL TRUSSES SPANNING <br />>= 60 FT <br />CONCRETE CONSTRUCTION (DESIGN MIX, <br />FORMWORK, PLACEMENT, ETC. PER TABLE <br />1705.3) (SEE 1705.3 EXCEPTIONS) <br />STRUCTURAL WELDING/REBAR WELDING <br />ALL MASONRY CONSTRUCTION (1705.4) <br />WOOD FOR HIGH LOAD DIAPHRAGMS <br />(1705.5.1) <br />METAL-PLATE-CONNECTED WOOD <br />TRUSSES SPANNING >=60 FT <br />SOILS (EXCAVATION, FILL, ETC. PER <br />1705.6) (SEE 1705.6 EXCEPTIONS) <br />DRIVEN PILES PER 1705.7 <br />CAST IN PLACE PILES PER 1705.8 <br />HELICAL PILE FOUNDATIONS PER 1705.9 <br />ERECTION OF PRE- CAST CONCRETE MEMBERS <br />BOLTS INSTALLED IN CONCRETE <br />HIGH STRENGTH BOLTING/MATERIAL <br />VERIFICATION <br />WOOD DIAPHRAGM AND SHEAR WALLS* <br />*: FOR SPECIAL INSPECTION OF WOOD DIAPHRAGMS AND SHEAR WALLS, CONTACT EOR FOR <br />SCHEDULE. <br />EPOXY/ POST INSTALLED ANCHORSYES <br />YES <br />YES <br />YES <br />YES <br />GE <br />N <br />E <br />R <br />A <br />L <br /> <br />N <br />O <br />T <br />E <br />S <br /> <br />& <br />RE <br />Q <br />U <br />I <br />R <br />E <br />M <br />E <br />N <br />T <br />S <br />S0.2 <br />54312 <br />R <br />E <br /> <br />V <br /> <br />I <br /> <br />S <br /> <br />I <br /> <br />O <br /> <br />N <br />DA <br />T <br />E <br /> <br /> <br /> <br />SHEET NO.: <br />PROJECT MANAGER: <br />S.W. <br />DATE: <br />JOB NO.: 23033 <br />08/19/2024 <br />Pr <br />o <br />j <br />e <br />c <br />t <br /> <br />A <br />d <br />d <br />r <br />e <br />s <br />s <br />: <br />TO <br />M <br />' <br />S <br /> <br />J <br />R <br />14 <br />3 <br />0 <br /> <br />E <br /> <br />E <br />D <br />I <br />N <br />G <br />E <br />R <br /> <br />A <br />V <br />E <br />, <br /> <br />S <br />A <br />N <br />T <br />A <br /> <br />A <br />N <br />A <br />, <br /> <br />C <br />A <br /> <br />9 <br />2 <br />7 <br />0 <br />5 <br />Pr <br />o <br />j <br />e <br />c <br />t <br /> <br />N <br />a <br />m <br />e <br />: <br />DE <br />S <br />C <br />R <br />I <br />P <br />T <br />I <br />O <br />N <br />6 <br />Core Structure, Inc. <br />23172 Plaza Pointe Dr. <br />Suite #145 <br />Laguna Hills, CA 92653 <br />Phone: 949-954-7244 <br />info@corestructure.com <br />From The Ground Up <br />08/19/2024 <br />1430 E Edinger Ave <br />3/27/2025