HomeMy WebLinkAboutDiamond Bar Center Improvements 8-01-24-1 SignedTYPE II-1HREXISTINGCONSTRUCTIONEXISTINGDRIVEWAYEXISTINGMAIN ENTRYPATIOTYPE VBEXISTINGCONSTRUCTIONEXISTING2 HR FIRESEPARATIONWALLVICINITY MAPOWNER REPRESENTATIVE PROJECT DIRECTORYLIGHTING ARCHITECT INDEX OF SHEETSABBREVIATIONSTITLE SHEETS SYMBOLSAPPLICABLE CODES:CODE INFORMATIONPROJECT DATABUILDING AREA:EXISTING BANQUET ROOM 12,698 S.F.EXISTING COMMUNITY / SENIOR CENTER 9,411 S.F.ZONE: RECEXISTING SITE AREA: 310,000 S.F. (7.1 AC)CONSTRUCTION TYPE:EXISTING BANQUET ROOM II - 1HR (SPRINKLERED)EXISTING COMMUNITY / SENIOR CENTER VB (SPRINKLERED)OCCUPANCY TYPE:EXISTING BANQUET ROOM - A-2EXISTING COMMUNITY / SENIOR CENTER - BARCHITECTURAL PLANS LIGHTING PLANS EXISTING NUMBER OF STORIES: 1EXISTING BUILDING HEIGHT: 32' +/-AREA OF NEW ENTRY DOOR:68 S.F.DEFERRED SUBMITTALSSPECIAL INSPECTIONPBLAAPN: 8701-059-909SCOPE OF WORKfire department notes’STRUCTURAL ENGINEER T1.0PROJECTAREAINDEX OF SHEETS, PROJECT DATA, VICINITY MAP,ABBREVIATIONS, SYMBOLSSTRUCTURAL PLANS EXISTING BUILDING CONSTRUCTION TYPEGENERAL NOTESDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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GENERAL NOTES:A.GENERAL NOTESB. GENERAL CONTRACTORC. CONSTRUCTION FACILITIES AND TEMPORARYCONTROLSD. MATERIAL AND EQUIPMENTE. STARTING OF SYSTEMSF. CONTRACT CLOSE-OUTT1.1GENERAL NOTESDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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G.SPECIAL INSPECTION (CBC 1701) SEE STRUCTURAL PLANS ANDSPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.H. DEFINITIONSADDITIONAL GENERAL NOTES:T1.2GENERAL NOTES CON'T.Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ER
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T1.3CALIFORNIA GREEN BUILDING CODEDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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T1.4CALIFORNIA GREEN BUILDING CODEDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTTERR
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T1.5CALIFORNIA GREEN BUILDING CODEDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ER
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EXISTINGDRIVEWAYEXISTINGMAIN ENTRYPATIOEXISTINGCOMMUNITYCENTER1SCALE: 3/32"=1'-0"PARTIAL SITE PLANKEY NOTES:XXTYP123456PARTIAL SITE PLANPBLA777788777Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ER
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FS500.34'FS (E)500.19' FS500.26' FS500.32'500.34' FF FS500.34' FS500.34'FS (E)500.17'FS (E)500.28' TOP OFSLAB TOMATCH (E) FS500.29'FS (E)500.23' FS500.30'SLOPE: 1.7%SLOPE: 0.3% 13'-1" +/-9' +/-EXISTING WALKALIGNEXISTING WALK2SCALE: 3/32"=1'-0"NEW ENTRY - SITE PLAN1SCALE: 3/32"=1'-0"NEW ENTRY -SITE DEMOLITIONKEY NOTES:XXA1.114PBLANEW SITE ENTRY & DEMOLITIONPLANTYP576341088889PBLA83483SCALE: 1/4"=1'-0"NEW CONCRETE AT NEW ENTRY7151515PBLA2121TYPDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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BANQUET ROOM101PLATFORM100LOBBY102LIGHTING 100BSTORAGE100ASTORAGE108KITCHEN106WOMEN110MEN112MULI-PURPOSE CLASSROOM118ELEC/TEL144VEND/TEL114CORRIDOR148ALOBBY148EQUIP.107TRASH124ELECT.105STORAGE104CORRIDOR102AOFFICE152WOMEN142101.1101.2101.3101.4101.5101.6101.7101.8101.9101.10101.11100A100B102A.1102.1102.2102.3102.4106.2106.1106.3104107105106.4108110112144116146COMM. RM.146148A148118.1118.2118.3134A.1142128MATCH LINE100JANITOR116HOMEWORK ROOM128152.2152.11SCALE: 1/8"=1'-0"PARTIAL FLOOR PLAN (NORTH)A2.1PBLAKEY NOTES:XX12345PARTIAL FLOOR PLAN (NORTH)67Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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LOBBY102CORRIDOR148AYOUTH ACTIVITY130STORAGE136STOR,138CRAFTS132SENIOR CONF./MTG.134COMPUTER154OFFICE152WOMEN142MEN140SENIOR SERVING135CORRIDOR134A102.1102.2102.3102.4148A134A.1134A.3154138136.1140142128130.1130.2130.3130.4132.1132.2135.1134.1134A.2136.2MATCH LINEHOMEWORK ROOM128152.2152.3152.1A2.2PBLA1SCALE: 1/8"=1'-0"PARTIAL FLOOR PLAN (SOUTH)PARTIAL FLOOR PLAN (SOUTH)KEY NOTES:XXDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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LOBBY148OFFICE152COMM. RM.148118.2LOBBY148118.22SCALE: 1/4"=1'-0"ENLARGED FLOOR PLAN3SCALE: 1/4"=1'-0"DEMO NOTES:A2.3ENLARGED DEMOLITION PLAN/FLOOR PLAN /CEILING PLANPBLAPBLAENLARGED REFLECTED CEILING PLAN78611114'-3"16'-0"2'-0"2'-0"16'-0"TYP2TYP5118"1213EQ.EQ.1SCALE: 1/4"=1'-0"DEMOLITION FLOOR PLAN7'-0"1'-10"417TYP OF 3KEY NOTES:XXXX3164355214TYP15167773Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTTERR
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NOTES:1. A FIELD WELD CANNOT PASS WITHIN 9" [227 mm] OF THE CLAMPING, OR WITHIN THEDRAIN SUMP ITSELF.2. MEMBRANE MUST EXTEND 1" [25.4 mm] MINIMUM BEYOND THE BOLT HOLES; CLAMPINGRING BOLTS MUST PENETRATE THE MEMBRANE.3. TAPER INSULATION TO CREATE A ROOF SUMP 36" x 36" [0.914 m X 0.914 m] MINIMUM INDRAIN STRAINERDRAIN CLAMP RINGEVERGUARD® WATER-BLOCK ORFLEXSEAL CAULK-GRADE SEALANTEVERGUARD® MEMBRANEMULTIPLE LAYERS OF ENERGYGUARD™ROOF INSULATIONROOF DECK / SUBSTRATECUT A SECTION OF UN-REINFORCEDEVERGUARD® MEMBRANE. FOLD ALONGLINE AS INDICATED.MEMBRANEUNDERSIDEFOLDLINEMEMBRANESURFACEHEAT-WELD AREAAS SHOWNREINFORCED EVERGUARDMEMBRANEUNFOLD PIECEFOLD CORNERPUSH INFIELD FABRICATED INSIDECORNER HEAT WELDED123456APPROX. 8" (203 mm)APPROX. 8"(203 mm)NOTE:1. INSIDE CORNERS MAY BE FIELD-FABRICATED USING UN-REINFORCED MEMBRANE.2. 25 YEAR GUARANTEES AND ABOVE MUST USE EXTREME ACCESSORIES.REFER TOPARAPET WALLAND CURB DETAILFOR TERMINATIONFRONT SIDE OFPARAPET WALLFASTEN SCUPPER MEMBRANE ON FRONTSIDE OF PARAPET WALL WITH EVERGUARD® TERMINATION BAR (OPTIONAL)PREMANUFACTURED ORUNREINFORCED FIELDFABRICATED CORNERS- HEAT WELDEDDRILL-TEC™ PLATES & FASTENERS 12" (305mm) O.C. (6" [152 mm] O.C. FOR BALLASTEDSYSTEMS)REINFORCED EVERGUARD®MEMBRANENOTE:1. DETAIL TO BE USED IN CONJUNCTION WITH STANDARD GUIDE SPECIFICATION CONTAININGREQUIREMENTS FOR NAILERS, INSULATION ETC.2. FOR INSULATION THICKNESS GREATER THAN 8” (203 mm), A COVER BOARD IS REQUIRED ONMECHANICALLY ATTACHED SYSTEMS ONLY.3. IF EVERGUARD® FREEDOM™ MEMBRANE IS USED, BONDING ADHESIVE IS NOT NEEDED ANDWALL MUST BE PRIMED.EVERGUARD® COATED METALWITH HEMMEDEDGEDRILL-TEC™FASTENERS12" (305 mm)O.C (MIN. 1PER PLANE)DRILL-TEC™ PLATES& FASTENERS 12"(305 mm) O.C. (6" [152mm] O.C. FORBALLASTEDSYSTEMS)WOOD NAILER, 2" (50.8 mm) x 4"(102 mm) MIN. WIDE SECURED TODECK (OPTIONAL)ROOF DECK/SUBSTRATEMULTIPLE LAYERS OFENERGYGUARD™ ROOFINSULATION·30" - 66" (762 mm -1.68 m)REQUIRES BONDING ADHESIVE·UP TO 30" (762 mm) DRY HUNGFLASHING KEYNOTE:1. PERIMETER EDGE METAL SHOULD BE DESIGNED FOR WIND RESISTANCE IN ACCORDANCEWITH THE APPLICABLE EDITION OF ASCE 7 AND TESTED FOR RESISTANCE IN ACCORDANCEWITH THE TEST METHODS IN THE APPLICABLE EDITION OF ANSI/SPRI ES-1.2. FOR INSULATION THICKNESS GREATER THAN 8” (203 mm), A COVER BOARD IS REQUIRED ONMECHANICALLY FASTENED SYSTEMS ONLY.3. IF EVERGUARD® FREEDOM MEMBRANE IS USED, BONDING ADHESIVE IS NOT NEEDED ANDWALL MUST BE PRIMED.8" (203 mm) min.MULTIPLE LAYERS OFENERGYGUARD™ROOF INSULATIONROOF DECK/SUBSTRATEREINFORCED EVERGUARD®MEMBRANEDRILL-TEC™ PLATES & FASTENERS 12"(305 mm) O.C. (6" [152 mm] O.C. FORBALLASTED SYSTEMS)WOOD NAILER, 2" (50.8 mm) x 4"(102 mm) MIN. WIDE SECUREDTO DECK (OPTIONAL)METAL COPING CAP BY OTHERS(SEE NOTE 1)ALTERNATE BASEREFER TO EVERGUARD® DETAILS 307ENERGYGUARD™ ROOFINSULATION ADHEREDWITH OLYBOND® 500 LRFADHESIVEROOF DECK/SUBSTRATEENERGYGUARD™ HD PLUSCOVERBOARD ADHERED WITHOLYBOND® 500 LRF ADHESIVESECTION VIEWSEE NOTE #2ROOF DECK/SUBSTRATESECOND INSULATION LAYERFIRST INSULATION LAYERPLAN VIEWEVERGUARD® TPO 60 MIL ADHERED WITHGAF LOW VOC TPO BONDING ADHESIVENOTE:1. REFER TO THE EVERGUARD® DESIGN & APPLICATION GUIDELINES FOR DETAILEDINSTALLATION REQUIREMENTS.ROOF DECK/SUBSTRATE3" (76 mm) MIN.REINFORCED EVERGUARD® MEMBRANEHEAT-WELDED LAP (SEE NOTE #1)ENERGYGUARD™ ROOF INSULATIONNOTE:1. FOR HEAT-WELDING LAPS USE 1.5" (38.1 mm) WELD WITH MACHINE AUTOMATIC WELDER AND2" (50.8 mm) WELD WITH HAND WELDER.5SCALE: 1/4"=1'-0"PARTIAL ROOF PLAN6SCALE: 1/4"=1'-0"KEY NOTES:XXA2.4PARTIAL ROOF PLAN1235INSULATION BAORDSLOPE 1/8" PER FOOTSCALE: 1:1ROOF DRAINPBLA1SCALE: 1:1INSIDE CORNER2SCALE: 1:1OVERFLOW SCUPPER3SCALE: 1:1PARAPET WALL48MIN.7SCALE: 1/4"=1'-0"MEMBRANEATTIC VENTILATION CALCS:Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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SSSSSSSSSSSSSSSROOM 1ROOM 2ROOM 3LCP-3LCP-2LCP-1ROOM 4ROOM 5SCALE: 1/8"=1'-0"DEMOLITION REFLECTED CEILING PLAN (NORTH)A3.0PBLADEMO NOTES:XXTYP1DEMOLITION REFLECTED CEILINGPLAN (NORTH)TYP OF 6TYP OF 6TYP OF 4TYP OF 31155233TYP6Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ER
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SSSSSSSSSSSSSSSROOM 1ROOM 2ROOM 3LCP-3LCP-2LCP-1ROOM 4ROOM 5EXISTING FRAMED SOFFITEXISTING HVAC GRILL(N) 4" - 25 GA. COVE FRAMING WITHGYP. BOARD FINISH. PRIME AND PAINT.(N) LED COVE LIGHT CONNECT TOEXISTING POWER24"15"8"7"18"3"PAINT FACE OF (E) SOFFIT TO UNDERSIDE OFNEW FRAMED COVELEGEND2SCALE: 1/8"=1'-0"PARTIAL REFLECTED CEILING PLAN (NORTH)A3.1PBLAKEY NOTES:XX1432TYP5TYP6TYP78TYP1SCALE: 1"=1'-0"LIGHT COVE DETAILPARTIAL REFLECTED CEILING PLAN(NORTH)9TYP OF 69TYP OF 610TYP OF 410TYP OF 31112TYP12TYP12TYPDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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12'-4"
9'-4"
12'-4"8"1SCALE: 1/8"=1'-0"PARTIAL EXTERIOR ELEVATION (EAST)A4.1KEY NOTES:XX166675625242SCALE: 1/8"=1'-0"EXTERIOR ELEV. (SOUTH)PARTIAL EXTERIOR ELEVATIONS38Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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9'-4"3'-4"12"1"AIRGAP
A5.1KEY NOTES:XXBUILDING SECTIONS1SCALE: 1/2"=1'-0"BUILDING SECTION13625748131617201022172423251992627Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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100A(E)DOOR OPENINGDOOR MARK100B10'-3" x 8'-4"1003'-0" x 8'-0"3'-0" x 8'-0"DOORDOORFRAME(E) AL / GL (E) AL(E) SC (E) MTL101.16'-0" x 8'-0"101.26'-0" x 8'-0"101.36'-0" x 8'-0"101.46'-0" x 8'-0"101.56'-0" x 8'-0"101.63'-0" x 8'-0"101.77'-0" x 8'-0"101.83'-0" x 8'-0"101.9(N) SC / GL6'-0" x 8'-0"101.10(N) SC / GL7'-0" x 8'-0"101.11(N) SC / GL6'-0" x 8'-0"102.1(E) AL / GL7'-0" x 8'-0"102.27'-0" x 8'-0"102.37'-0" x 8'-0"102.47'-0" x 8'-0"102A.1 6'-0" x 8'-0"104(E) SC3'-0" x 8'-0"105(E) HM10'-0" x 8'-0"106.1(E) SC3'-0" x 8'-0"106.2(N) HM / GL3'-0" x 8'-0"106.3(E) SC3'-0" x 8'-0"106.4(E) HM3'-0" x 8'-0"107(E) HM3'-0" x 8'-0"108(N) HM6'-0" x 8'-0"110(E) SC3'-0" x 8'-0"112(E) SC3'-0" x 8'-0"116(E) SC3'-0" x 8'-0"118.1(N) HM / GL3'-6" x 8'-0"118.2(E) AL / GL3'-0" x 8'-0"118.3(E) AL / GL3'-0" x 8'-0"128(E) SC3'-0" x 8'-0"130.1(E) SC3'-0" x 8'-0"132.13'-0" x 8'-0"(N) HM132.26'-0" x 8'-0"(E) AL / GL134.13'-0" x 8'-0"(E) AL / GL134A.1 5'-8" x 8'-0"(E) SC134A.2 6'-0" x 8'-0"(E) SC134A.3 3'-0" x 8'-0"(E) AL / GL135.16'-0" x 8'-0"(E) SC136.16'-0" x 8'-0"(N) HM1383'-0" x 8'-0"(E) SC1403'-0" x 8'-0"(E) SC1423'-0" x 8'-0"(E) SC1443'-0" x 8'-0"(E) SC1463'-0" x 8'-0"(E) SC1486'-0" x 8'-0"(N) AL / GL148A6'-3" x 8'-0"(N) HM152.13'-0" x 8'-0"(E) SC / GL1543'-0" x 8'-0"(E) SCDOOR / HARDWARE SCHEDULEHARDWARE HINGE
EXITDEVICE
SURFACE
KICK PLATE
CLOSER
(SURFACE)
EA. DOOR
COORDINATOR
PUSH/PULL
PLATES
MAGNETIC
HOLDOPEN
ADA
THRESHOLD
(SADDLE)
ADA
THRESHOLD
(EXTERIOR)
SEALS
NOTES:MORTISE
LOCK
AUTOMATIC
OPERATOR
EXISTING MANUAL SLIDING DOORFIRE ASSY
RATING60602020202020209090909090202090202020136.23'-0" x 8'-0"(E) SC606060202060202020202020(E)(E)(E)(E)(E)(E)(E)(N) ADAPTER PLATE FOR USE ON EXISTING DOOR
HINGE
(CONT.)222MATERIAL(E) AL / GL(E) AL / GL(E) AL / GL(E) AL / GL(E) AL / GL(E) SC (E) MTL(E) AL(E) AL(E) AL(E) AL(E) AL(E) MTL(E) MTL(E) MTL(E) MTL(E) MTL(E) MTL(E) AL(E) AL(E) AL(E) AL(E) AL(E) MTL(E) MTL(E) MTL(E) MTL(E) MTL(E) MTL(E) MTL(E) MTL(E) MTL(E) MTL(E) MTL(E) MTL(E) AL(E) AL(E) MTL(E) MTL(E) MTL(E) AL(E) AL(E) MTL(E) MTL(E) AL(E) MTL(E) MTL(E) MTL(E) MTL(E) MTL(E) MTL(E) MTL(E) MTL(N) AL(E) MTL(E) MTL(E) MTL(E) SC(E) SC(E) SC(E)(E)(E)(E) AL / GL(E) AL / GL(E) AL / GL(E) AL / GLEXISTING DOOR HARDWARE TO REMAIN(N) ADAPTER PLATE FOR USE ON EXISTING DOOREXISTING DOOR HARDWARE TO REMAINLATCH
GUARDEXISTING DOOR HARDWARE TO REMAIN(N) ADAPTER PLATE FOR USE ON EXISTING DOOR
CLOSER
(AUTOMATIC)EXISTING DOOR HARDWARE TO REMAIN(N) ADAPTER PLATE FOR USE ON EXISTING DOOR(E)(E)(E)(E)(E)(E)(E)4(E)(E)(E)(E)4(E)(E)(E)(E)(E)(E)(E)(E)(E)(E) MAGNETIC HOLD OPEN TO REMAIN(E) MAGNETIC HOLD OPEN TO REMAIN(E) MAGNETIC HOLD OPEN TO REMAINRELOCATE (E) MAGNETIC HOLD OPEN TO NEW DOOR. PRIME & PAINT.(E)(E)(E)8(E)(E)24" H
KICK PLATE
PASSAGE SETPASSAGE SET(N) KICK PLATE BOTH SIDES OF DOOR(E)(E) MAGNETIC HOLD OPEN TO REMAIN152.23'-0" x 8'-0"(E) SC (E) MTL152.33'-0" x 8'-0"(E) SC (E) MTL(N) ELECTRONIC MORTISE LOCKSET FOR EXISTING CARD READER
HDW SET
(N) AUTOMATIC SLIDING DOOR(E)(E)(E)(E)(E)(E)EL(E)(E)EL(N) ADAPTER PLATE FOR USE ON EXISTING DOOR(N) ELECTRONIC MORTISE LOCKSET FOR EXISTING CARD READER(E) FLOOR DOOR CLOSER TO REMAIN(N) ADAPTER PLATE FOR USE ON EXISTING DOORDOOR MAY BE REMOVED. CHECK WITH CITY PRIOR TOORDERING DOOR HARDWARE(N) ADAPTER PLATE FOR USE ON EXISTING DOOR(N) ADAPTER PLATE FOR USE ON EXISTING DOOR(N) ADAPTER PLATE FOR USE ON EXISTING DOOR(N) ADAPTER PLATE FOR USE ON EXISTING DOOR(N) ADAPTER PLATE FOR USE ON EXISTING DOOR(N) ADAPTER PLATE FOR USE ON EXISTING DOOR(N) ADAPTER PLATE FOR USE ON EXISTING DOOR(N) ADAPTER PLATE FOR USE ON EXISTING DOOR
HINGE
EXITDEVICE
SURFACE
KICK PLATE
CLOSER
(SURFACE)
EA. DOOR
PUSH/PULL
PLATES
MAGNETIC
HOLDOPEN
THRESHOLD
(SADDLE)
THRESHOLD
(LATCHING)
SEALS
MORTISE
LOCK
AUTOMATIC
OPERATOR
HINGE
(CONT.)
LATCH
GUARD
CLOSER
(AUTOMATIC)
24" H
KICK PLATE
FIRE ASSY
RATING(E)DOOR OPENINGDOOR MARKDOORDOORFRAMEMATERIALNOTES:NOTES: HINGE
EXITDEVICE
SURFACE
KICK PLATE
CLOSER
(SURFACE)
EA. DOOR
PUSH/PULL
PLATES
MAGNETIC
HOLDOPEN
THRESHOLD
(SADDLE)
THRESHOLD
(LATCHING)
SEALS
MORTISE
LOCK
AUTOMATIC
OPERATOR
HINGE
(CONT.)
LATCH
GUARD
CLOSER
(AUTOMATIC)
24" H
KICK PLATE
FIRE ASSY
RATING(E)DOOR OPENINGDOOR MARKDOORDOORFRAMEMATERIALNOTES:130.2(E) SC3'-0" x 8'-0"130.3(E) AL / GL6'-0" x 8'-0"20(E) MTL(E) AL130.4(E) AL / GL6'-0" x 8'-0"(E) AL(E)(E)(E)(N) ADAPTER PLATE FOR USE ON EXISTING DOOR
COORDINATORCOORDINATOR
HDW SETHDW SET 10100101010101121312141614020202020310081717A070918091921211012A0404121212020222020423230515201010212111110623A24252624DOOR PULL
(E) FLOOR DOOR CLOSER TO REMAIN(E) FLOOR DOOR CLOSER TO REMAIN(E) FLOOR DOOR CLOSER TO REMAIN(E) FLOOR DOOR CLOSER TO REMAIN
DOOR
SWEEP
GASKETING
DOOR PULL
DOOR
SWEEP
GASKETING
DOOR PULL
DOOR
SWEEP
GASKETING
MEETING
STILE
MEETING
STILE
MEETING
STILE
CUT AND WELD NEW METAL PLATE AT AREA OF FRAME DAMAGE FOR NEWHARDWARE. PROVIDE CERTIFICATION FOR RATED OPENING. WOOD VENEER FINISHWALL STOP
FLOOR
STOP
WALL STOP
FLOOR
STOP
WALL STOP
FLOOR
STOP
CONST.
LATCHING
BOLT
CONST.
LATCHING
BOLT
CONST.
LATCHING
BOLT
COORDINATOR COORDINATORCOORDINATOR
ASTRAGAL ASTRAGALASTRAGAL
OH STOP OH STOP OH STOP
ELECTRIC
STRIKE
ELECTRIC
STRIKE
ELECTRIC
STRIKE
PASSAGE SETPASSAGE SETWOOD VENEER TO MATCH EXISTING.WOOD VENEER TO MATCH EXISTING.PRIME AND PAINT TO MATCH EXISTING COLOR..PRIME AND PAINT TO MATCH EXISTING COLOR..PRIME AND PAINT TO MATCH EXISTING COLOR..(E) = EXISTING TO REMAINAL = ALUMINUMSC = SOLID CORE WOOD VENEERGL = GLASSHM = HOLLOW METALMTL = METAL(N) = NEW= NEW DOOR HARDWAREEL = ELECTRIC1. ALL GLAZING WITHIN DOORS SHALL BE TEMPERED SAFETYGLASS.2. ALL NEW KICK PLATES TO BE ON PUSH SIDE OF DOOR U.O.N.3. DOORS TO HAVE MAX. 5 LB OPERATING FORCE, OPERABLE PARTMOUNTED 34" TO 44".4. FIRE RESISTIVE ASSEMBLIES FOR PROTECTION OF OPENINGSTO COMPLY WITH 2022 CBC SECTION 716.5. EXIT DOORS SHALL SWING IN THE DIRECTION OF EXIT TRAVELWHEN SERVING ANY HAZARDOUS AREA OR WHEN SERVINGAN OCCUPANT LOAD OF 50 OR MORE 2019 CBC SECTION 1010.1.2.16. EXIT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THEUSE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. CBCSECTION 1010.1.97. FOR ALL HARDWARE GROUPS SEE SPECIFICATIONS.8. ALL CORRIDOR OPENINGS SHALL MEET THE REQUIREMENTS OF2022 CBC INCLUDING STEEL FRAMES, 20 MIN. RATED LABELEDDOORS, HINGES, LATCHING DEVICES, AND CLOSURES.9. NEW HOLLOW METAL DOORS TO BE PAINTED TO MATCH EXISTINGCOLOR FRAZEE #8665D GRISTMILL. FIELD VERIFY COLOR MATCH.A6.12SCALE: N.T.S.DOOR TYPESDOOR / HARDWARE SCHEDULESCHEDULE OF ABBREVIATIONSGENERAL DOOR NOTES2SCALE: N.T.S.WINDOW TYPES - ROOM #118Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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A7.1INTERIOR FINISH SCHEDULENOTES:FINISH SCHEDULE : FIRST FLOORBASEROOM NAMESMATERIALREMARKSNO.
ROOM
LOCATION CEILINGNORTHFLOORINGWALLEASTWALLSOUTHWALLWESTWALL(E)BASE TYPES:CEILING TYPES:WALL TYPES:LOBBY/RECEPTIONNEW ENTRYBANQUET ROOMFLOOR TYPES:148101(E)TYPE 1TYPE 1TYPE 2TYPE 2TYPE 1TYPE 1123412341148A(E)(E) (E)(E) (E) (E)TYPE 1TYPE 1 TYPE 1(E) (E) (E) (E)Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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EXIT
48"60"4"CORNERS, 18" MIN.
RADIUS
FINISHED FLOOR 38"6"
CHANGE IN LEVEL REQUIREMENTS2
SIGNAGE REQUIREMENTS 5ELECTRICAL REQUIREMENTS7
GENERAL CLEARANCE REQUIREMENTS 1
ENTRY SIGNAGE REQUIREMENTS3GENERAL DOOR REQUIREMENTS6
ADA DETAILS A8.180"18"1. EXISTING 12" X 24" REFLECTIVE. PORCELAIN ENAMEL "VAN ACCESSIBLE"
SIGN WITH IDENTIFICATION SYMBOL. (CBC 1109A.8.8.1)
2. EXISTING 12" X 18" REFLECTIVE PORCELAIN ENAMEL SIGN STATING "PARKING ONLY"
WITH IDENTIFICATION SYMBOL. (CBC 1109A.8.8.1)
3. NOT USED
4. EXISTING STEEL PIPE
5. FINISH GRADE / FINISH SURFACE
6. EXISTING CONC. BASE
2
4
5
CL
6
PARKING
ONLY
80"24"1
4
5
CL
6
PARKING
ONLY
MINIMUM
FINE $250
VAN
ACCESSIBLE
12"
12"
EXISTING ACCESSIBLE PARKING SIGNAGE8
ACCESSIBLE TOILET COMPARTMENT9
EXIT SIGNAGE REQUIREMENTS4
Diamond Bar Center Improvements
1600 Grand Ave.
Diamond Bar, CA 91765
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EVAN07-29-24FP23500,
FP23501
19 39
EXISTING EXTERIOR STUCCO
EXISTING FRAMING
CONTINUOUS FULL DEPTH
SEALANT
CONTINUOUS BUTYL TAPE TO BACK
SIDE OF FLASHING
SHEET METAL FLASHING
3 4" PLYWOOD BACKING
SINGLE PLY ROOFING
ROOF SHEATHING. SEE STRUCTURAL
PLANS
2x ROOF RAFTERS. SEE STRUCTURAL
PLANS
4 X LEDGER. SEE STRUCTURAL
PLANS11" +/-SINGLE PLY ROOFING
EXISTING 2X BLOCKING
NEW 1x WOOD FACE
PAINTED TO MATCH (E)
EXISTING 2X RAFTER
NEW 1x WOOD FACE
PAINTED TO MATCH (E)
2X WOOD STUDS WITH R-21 BATT
INSULATION
5/8" GYPSUM BOARD FINISH
2 LAYERS TYPE D BUILDING FELT
OR EQUAL
EXPANDED METAL LATH
STRUCTURAL SHEATHING. SEE
STRUCTURAL PLANS
EXTERIOR STUCCO FINISH
PT SILL PLATE AND ANCHOR BOLT.
SEE STRUCTURAL PLANS
ANCHOR BOLT W / WASHER
SEE STRUCTURAL PLANS
CORROSION RESISTANT
WEEP SCREED. TYP.
NEW CONCRETE PAVING SLOPE AWAY FROM
BUILDING
CONCRETE FOOTING. SEE
STRUCTURAL PLANS
NEW TILE FLOORING
NEW TILE WALL BASE
10 MIL VAPER BARRIER
SAND FILL
COMPACTED GRADE
14" SEALANT UNDER SHEATHING
DOWEL. SEE STUCTURAL DRW'S
NEW 1x WOOD FACE
PAINTED TO MATCH (E)
EXISTING 2X RAFTER
(WHERE OCCURS)
EXISTING 4X BEAM CUT
TO NEW LENGTH.
SHAPE END TO MATCH EXISTING.
PAINT TO MATCH (E)
NEW 1x WOOD FACE
PAINTED TO MATCH (E)
AUTOMATIC SLIDING ENTRY
DOOR
WALL BEYOND
ADA THRESHOLD BY DOOR MFGR.
EXISTING CONCRETE PAVING. LEVEL
LANDING (NOT TO SLOPE GRATER THAN 2%)
CONCRETE FOOTING. SEE
STRUCTURAL PLANS
NEW TILE FLOORING
10 MIL VAPER BARRIER
SAND FILL
COMPACTED GRADE
CONTINUOUS SEALANT UNDER
THRESHOLD
DOWEL TO EXISTING FOOTING.
SEE STRUCTURAL PLANS
SLOPE 2 % MAX. (LEVEL LANDING)7"5/8" GYP. BOARD
11"CON'T. SEALANT
7/8" EXTERIOR STUCCO
CORNER BEAD
CON'T. SEALANT
2X4 WALL FRAMING. SEE
STRUCT. DWGS.
AUTOMATIC SLIDING
DOOR SYSTEM
SHIM
R-21 INSULATION
INTERIOR
EXTERIOR
STRONG-WALL. SEE
STRUCTURAL
DRAWINGS
REVEAL
NEW 5/8" GYP. BOARD
NEW 7/8" EXTERIOR STUCCO
NEW PLASTER "F" MOLD
NEW WOOD PANELING
NEW R-21 INSULATION
EXISTING EXTERIOR PLASTER
EXISTING EXTERIOR
WALL FRAMING
NEW FRAMING. SEE STRUCTURAL
DRAWINGS
GALVANIZED SHEET METAL
COPING PAINT TO MATCH
PLASTER COLOR
SINGLE PLY ROOFING TO
WRAP OVER PARAPET
1/2" WOOD SHIM
P.T. PLASTER GROUND
EXTERIOR CEMENT PLASTER
EXPANDED METAL LATH OVER
2 LAYERS TYPE "D" BUILDING
FELT OR EQUAL
SHEATHING WHERE OCCURS
2x WOOD FRAMING
SINGLE PLY TPO ROOFING3"GALVANIZED SHEET METAL
COPING PAINT TO MATCH
PLASTER COLOR
EXTERIOR CEMENT PLASTER
SINGLE PLY ROOFING. SEE
ROOFING DETAILS
SHEATHING WHERE OCCURS
GALVANIZED ROOF SCUPPER
PAINT TO MATCH PLASTER1"6"ROOF FLASHING 1
DOOR JAMB 6
HOLLOW METAL DOOR 2EXTERIOR FOOTING @ NEW DOOR 4 WALL INTERSECTION 3
GUTTER AND DOWNSPOUT 7TRELLIS EAVE 8EXTERIOR WALL @ FOOTING 10
AUTOMATIC SLIDING DOOR 12
DETAILS
REVEAL DETAIL 13
A8.2
OVER FLOW SCUPPER 11
PARAPET CAP 5
Diamond Bar Center Improvements
1600 Grand Ave.
Diamond Bar, CA 91765
P LABSHTTTERRYMAE
W
EVAN07-29-24FP23500,
FP23501
20 39
Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 9176507-29-24FP23500,FP235012 7 3 6 9 V I A I N D U S T R I AT E M E C U L A , C A 9 2 5 9 0T E L E : 9 5 1 . 6 0 0 . 0 0 3 2W W W . I S E E N G I N E E R S . C O MS O C A L | N O R C A L | C O L O R A D OSTRUCTURAL COVER SHEETSCS STRUCTURAL COVER SHEETSN1 STRUCTURAL NOTESSN2 STRUCTURAL NOTESSN3 STRUCTURAL NOTESGENERAL NOTESPLANSS1 FOUNDATION PLANS2 PARTIAL ROOF PLANSTRUCTURAL DETAILSSD1 STRUCTURAL FOUNDATION DETAILSSD2 STRUCTURAL GENERAL WOORD FRAMING DETAILSSD4 STRUCTURAL ROOF FRAMING DETAILSSSW1 STEEL STRONG WALL - ANCHORAGE DETAILSSSW2 STEEL STRONG WALL - FRAMING DETAILSSSW2.1 STEEL STRONG WALL - FRAMING DETAILSSHEET INDEXDESIGN PARAMETERSGRAVITY DESIGN PARAMETERS: (PSF, SERVICE LOADS)DEADROOF LIVE SNOWLIVETOTALROOF:1520--35FLOOR:15--4055EXTERIOR WALL:15---15INTERIOR WALL:10---10PROJECT DESIGN CRITERIABUILDING CODE:2022 CBCLOCATION (LATITUDE / LONGITUDE):33.996193°N / 117.798627°WPRESUMPTIVE GEOTECHNICAL PARAMETERS:ALLOWABLE SOIL BEARING PRESSURE:1500 PSFALLOWABLE LATERAL PRESSURE:100 PCFSEISMIC DESIGN PARAMETERS:RISK CATEGORY:IISITE CLASS:D-DEFAULTSHORT PERIOD SPECTRAL ACCELERATION, Ss:1.8651s PERIOD SPECTRAL ACCELERATION, S1:0.645SPECTRAL RESPONSE COEFFICIENT, SD1:0.730SHORT PERIOD SPECTRAL RESPONSE, SDS:1.492SITE COEFFICIENT, Fa:1.2SITE COEFFICENT, Fv:1.7SEISMIC DESIGN CATEGORY:DSEISMIC IMPORTANCE FACTOR, Ie:1.0RESPONSE MODIFICATION, R & SEISMICFORCE RESISTING SYSTEM:6.5 - LIGHT-FRAMED WOOD SHEARWALLSDESIGN BASE SHEAR:0.161WSEISMIC RESPONSE COEFFICIENT, Cs:0.696DESIGN PROCEDURE:EQUIVALENT LATERAL FORCEREDUNDANCY FACTOR, ρ:1.0SYSTEM OVERSTRENGTH FACTOR, Ω:2.5DEFLECTION AMPLIFICATION FACTOR, Cd:4.0HORIZONTAL STRUCTURAL IRREGULARITIES:NONEVERTICAL STRUCTURAL IRREGULARITIES:NONEWIND DESIGN PARAMETERS:RISK CATEGORY:IIWIND EXPOSURE CATEGORY:CULTIMATE DESIGN WIND SPEED (3-SECONDGUST), VULT:95NOMINAL DESIGN WIND SPEED (3-SECONDGUST), VASD:74 MPHINTERNAL PRESSURE COEFFICIENT, GCpi:±0.18SCS2139
EARTHWORK AND FOUNDATIONS1.GEOTECHNICAL REPORT: PERFORM SOILS WORK COMPLYING WITH FOUNDATIONDESIGN BASED ON RECOMMENDATIONS IN SOILS REPORT. SEE STRUCTURAL COVERSHEET FOR SOILS REPORT NUMBER AND DATE, OR PRESUMPTIVE SOIL PROPERTIES.2.ALLOWABLE FOUNDATION DESIGN VALUES PER GEOTECHNICAL REPORT: VALUESBELOW MAY BE INCREASED 33 PERCENT FOR TRANSIENT LOADING.A.BEARING CAPACITY: SEE PROJECT DESIGN CRITERIAB.PASSIVE LATERAL BEARING PRESSURE: SEE PROJECT DESIGN CRITERIAC.COEFFICIENT OF FRICTION: SEE PROJECT DESIGN CRITERIA3.GRADING, EXCAVATIONS, BACKFILL AND COMPACTION OF BACKFILL: COMPLY WITHGEOTECHNICAL REPORT AND REQUIREMENTS OF GOVERNING CODE AUTHORITY ANDPERFORMED ONLY UNDER CONTINUOUS SPECIAL INSPECTION OF GEOTECHNICALENGINEER.4.PREPARATION OF SOIL UNDER BUILDING PAD: SEE GEOTECHNICAL REPORT FOROVER-EXCAVATION OF EXISTING SOIL AND INSTALLATION OF PROPERLY COMPACTEDBACKFILL.5.FOUNDATION EXCAVATIONS: FOUNDATIONS ARE TO BEAR ON FIRM EXISTING SOIL ORAPPROVED COMPACTED FILL AS INDICATED IN GEOTECHNICAL REPORT. EXCAVATIONSARE TO BE INSPECTED BY GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT OFREINFORCING STEEL AND FORMWORK. ENSURE EXCAVATIONS ARE CLEANS, DRY ANDFREE OF DEBRIS OR LOOSE SOIL. SLOPE SIDES OF EXCAVATION NOT LESS THANMINIMUM SLOPE INDICATED IN GEOTECHNICAL REPORT. CAST CONCRETE DIRECTLYAGAINST EXCAVATED SURFACES.6.BACKFILLING OF RETAINING WALLS: PLACE AFTER COMPLETION AND INSPECTION OFWATERPROOFING. ADEQUATELY SHORE RETAINING WALLS DURING BACKFILLOPERATION. UNLESS ADEQUATELY SHORED, DO NOT PLACE BACKFILL BEHINDBUILDING STRUCTURE RETAINING WALLS (EXCLUDING SITE RETAINING WALLS) UNTILCONCRETE AT ELEVATED FLOOR LEVELS ADJACENT TO WALLS ARE COMPLETELYPOURED (IN AREA) AND HAVE CURED FOR AT LEAST 7 DAYS.7.WATER EXPOSURE AT BUILDING PERIMETER FOOTINGS: AT AREAS WHERE SIDEWALKSOR PAVING DO NOT IMMEDIATELY ADJOIN STRUCTURE, PROVIDE POSITIVE DRAINAGEAWAY FROM STRUCTURE AT BUILDING PERIMETER. LANDSCAPE IRRIGATION IS NOTPERMITTED WITHIN FIVE FEET OF BUILDING PERIMETER FOOTINGS EXCEPT WHENENCLOSED IN PROTECTED PLANTERS WITH DIRECT DRAINAGE AWAY FROM STRUCTUREOR WHICH COMPLIES WITH APPLICABLE CODE. DISCHARGE FROM DOWN SPOUTS, ROOFDRAINS AND SCUPPERS IS NOT PERMITTED ONTO UNPROTECTED SOILS WITHIN FIVEFEET OF BUILDING PERIMETER. REFER TO GEOTECHNICAL REPORT FOR COMPLETEREQUIREMENTS.REINFORCING STEEL CONT.3.SHOP DRAWINGS: ACI 315, PART B. SHOW REINFORCING STEEL PLACEMENTINCLUDING SIZES, QUANTITIES, SPACING, CLEARANCES, SPLICE LOCATIONS, LAPLENGTHS, AND CONCRETE COVERAGE AND SUBMIT TO ARCHITECT (STRUCTURALENGINEER). PROMPTLY NOTIFY ARCHITECT (STRUCTURAL ENGINEER) PRIOR TODEVELOPING SHOP DRAWINGS IF INSUFFICIENT CLEAR DISTANCES BETWEENREINFORCING STEEL AND OTHER CONGESTION IS ENCOUNTERED. NOTIFY SPECIALINSPECTOR OF ADJUSTMENTS MADE FORM APPROVED CONTRACT DOCUMENTSWHICH ARE INDICATED ON ACCEPTED SHOP DRAWINGS THAT FACILITATE FIELDPLACEMENT OF REINFORCING STEEL AND CONCRETE.3.SPLICE LOCATIONS: SPLICE #5 BARS AND LARGER ONLY AT LOCATIONS INDICATED. IFADDITIONAL SPLICE LOCATIONS ARE PROPOSED, PROMPTLY NOTIFY ARCHITECT(STRUCTURAL ENGINEER) PRIOR TO DEVELOPING SHOP DRAWINGS.A.SPLICES IN WALLS: LOCATE SPLICES IN HORIZONTAL BARS AT WELL-STAGGEREDLOCATIONS. DO NOT SPLICE VERTICAL BARS EXCEPT AT HORIZONTAL SUPPORTSSUCH AS FLOOR AND ROOF DIAPHRAGMS.4.MINIMUM CLEARANCES BETWEEN PARALLEL REINFORCING STEEL INCLUDINGDISTANCE BETWEEN SETS OF SPLICED BARS: 1" OR 1 db, WHICHEVER IS GREATER. 1 12"OR 112 db WHICHEVER IS GREATER, AT COLUMNS, PIERS, AND PILASTERS ONLY. FORBUNDLED BARS, MINIMUM CLEAR DISTANCES BETWEEN UNITS OF BUNDLED BARSSHALL BE SAME AS SINGLE BARS EXCEPT BAR DIAMETER IS DERIVED FROM EQUIVALENTTOTAL AREA OF BUNDLE.7.DOWELS AT CONSTRUCTION JOINTS: PROVIDE DOWELS MATCHING SIZE AND QUANTITYOF REINFORCING STEEL INTERRUPTED AT CONSTRUCTION JOINTS, UNLESS DETAILEDOTHERWISE.8.PLACEMENT OF BARS IN WALLS: PLACE VERTICAL BARS CLOSEST TO WALL SURFACESAT CURTAINS CONTAINING VERTICAL AND HORIZONTAL BARS OF THE SAME SIZE. INCURTAINS WHICH VERTICAL AND HORIZONTAL BARS ARE OF DIFFERENT SIZES ORSPACING, PLACE LAYER WITH MOST STEEL AREA CLOSEST TO NEAR WALL SURFACE.9.BARS TERMINATING AT WALLS, COLUMNS, BEAMS, AND FOUNDATIONS: EXTEND BARSTO WITHIN 2" (3" AT CONCRETE POURED AGAINST EARTH) OF FAR FACE OF WALL,COLUMN, BEAM OR FOUNDATION AND PROVIDE STANDARD ACI 90-DEGREE HOOKUNLESS DETAILED OTHERWISE.10.BARS INTERRUPTED BY STRUCTURAL STEEL: EXTEND BARS TO WITHIN 2" OF STEEL FACEAND PROVIDE STANDARD ACI 90-DEGREE HOOK UNLESS DETAILED OTHERWISE.11.WELDING: AWS D1.4, EXCEPT AS MODIFIED BY APPLICABLE CODE STANDARD 19-1. SEERGA #3-77 OF CITY OF LOS ANGELES "R" BOOK FOR ADDITIONAL REQUIREMENTS IFGOVERNING CODE AUTHORITY IS CITY OF LOS ANGELES DEPARTMENT OF BUILDING ANDSAFETY.A.ACCEPTABLE REINFORCING STEEL FOR WELDING ASTM A706: IF WELDING OFREINFORCING STEEL OTHER THAN A706 IS DESIRED, SUBMIT PROPOSED PROCEDURE,INDICATING CONFORMANCE TO APPLICABLE CODE AND REQUIREMENTS OFGOVERNING CODE AUTHORITY, TO ARCHITECT (STRUCTURAL ENGINEER) FORACCEPTANCE AND TO GOVERNING CODE AUTHORITY FOR APPROVAL PRIOR TOEXECUTION.B.WELDER CERTIFICATION: GOVERNING CODE AUTHORITY.12.BENDING: BEND COLD UNLESS OTHERWISE ACCEPTED BY ARCHITECT (STRUCTURALENGINEER). DO NOT FIELD-BEND REINFORCING STEEL BARS EMBEDDED IN CONCRETEUNLESS OTHERWISE ACCEPTED IN WRITING BY ARCHITECT (STRUCTURAL ENGINEER).13.LAP SPLICES: PROVIDE CLASS B SPLICES UNLESS INDICATED OTHERWISE.CONCRETE1.CONCRETE COMPRESSIVE STRENGTH: ALL CONCRETE SHALL ATTAIN A MINIMUMCOMPRESSIVE STRENGTH AS SHOWN IN THE TABLE 2 BELOW AT 28 DAYS, U.N.O. ONPLANS. SEE ALSO SULFATE CONTENT NOTES.2.AGGREGATES IN CONCRETE: SHALL BE NATURAL SAND AND ROCK (150 LB/CU. FT)CONFORMING TO ASTM C33. AGGREGATE SHALL HAVE PROVEN SHRINKAGECHARACTERISTICS OF LESS THAN 0.04% PER ASTM C-157. DO NOT CHANGE SOURCE OFAGGREGATE DURING COURSE OF WORK WITHOUT WRITTEN CONSENT OF ENGINEER.3.CEMENT: SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C150. CEMENT SHALLBE TYPE II OR AS REQUIRED TO SATISFY SITE SOIL CONDITIONS. REFER TO TABLE 4 FORCONCRETE CEMENT REQUIREMENTS ON SOIL CONTAINING SULFATE. REFER TO TABLE 2FOR MAXIMUM WATER TO CEMENT RATIO.4.REBAR CLEAR COVER IN CONCRETE: THE FOLLOWING MINIMUM CLEAR DISTANCESBETWEEN REINFORCING STEEL AND FACE OF CONCRETE SHALL BE MAINTAINEDUNLESS NOTED OTHERWISE:5.VIBRATION:VIBRATION OF CONCRETE SHALL BE IN ACCORDANCE WITH GENERALPROVISIONS OUTLINED IN PORTLAND CEMENT ASSOCIATION SPECIFICATION ST26.6.CURING: CONCRETE SHALL BE MAINTAINED AT IN A MOIST CONDITION FOR A MINIMUMOF FIVE DAYS AFTER ITS PLACEMENT. FOR CONCRETE OTHER THAN SLAB ON GRADE,APPROVED CURING COMPOUNDS MAY BE USED IN LIEU OF MOIST CURING. ONLY IFAPPROVED BY THE ENGINEER OR ARCHITECT.7.INSPECTIONS, TESTING & QUALITY ASSURANCE: REFER TO STRUCTURAL NOTE SHEETSFOR DEPUTY SPECIAL INSPECTION, TESTING & STRUCTURAL OBSERVATIONREQUIREMENTS. A MINIMUM OF ONE COMPRESSION TEST AT 7 DAYS AND 2 TESTS AT 28DAYS FOR ALL CONCRETE SAMPLES. TAKE TEST AT A FREQUENCY OF ONCE EVERY 150CU. YDS OR 5,000 SQ. FT MINIMUM.8.ANCHOR BOLTS, DOWELS, INSERTS: SHALL BE TIED IN PLACE PRIOR TO POURINGCONCRETE.9.CONSTRUCTION AND POUR JOINTS: LOCATIONS SHALL BE APPROVED BY ENGINEERPRIOR TO POURING CONCRETE.10.FLY ASH: SHALL NOT BE USED IN CONCRETE.11.FORMWORK: FORMWORK TOLERANCE SHALL IN ACCORDANCE WITH THE C.B.C. ANDA.C.I. STANDARDS.12.HOT AND COLD WEATHER CONCRETING:A.HOT WEATHER CONCRETING: WHEN AIR TEMPERATURE RISES ABOVE 80° F ANDHUMIDITY FALLS BELOW 25, THE CONTRACTOR SHALL FOLLOW HOT WEATHERCONCRETING IN ACCORDANCE WITH ACI 305 5-77. CONTRACTOR SHALL BEPREPARED TO USE FOG SPRAY OR OTHER PRECAUTIONS ACCEPTABLE TOARCHITECT WHEN RATE OF EVAPORATION EQUALS OR EXCEEDS 0.2 POUNDS PERSQUARE FOOT PER HOUR.B.COLD WEATHER CONCRETING: ADEQUATE EQUIPMENT SHALL BE PROVIDED FORHEATING CONCRETE MATERIALS AND PROTECTING CONCRETE DURING FREEZINGOR NEAR FREEZING WEATHER. ALL CONCRETE MATERIALS AND ALLREINFORCEMENT, FORMS FILLERS AND GROUND WITH WHICH THE CONCRETE ISTO CONTACT SHALL BE FREE FROM FROST. FROZEN MATERIAL OR MATERIALSCONTAINING ICE SHALL NOT BE USED. COLD WEATHER CONCRETING SHALL BEDONE IN ACCORDANCE WITH ACI 306 R-78. (LATEST EDITION)13.PIPES IN CONCRETE: PIPES MAY PASS THROUGH STRUCTURAL CONCRETE IN SLEEVES,BUT SHALL NOT BE EMBEDDED THEREIN. PIPES OR DUCTS EXCEEDING ONE-THIRD THESLAB OR WALL THICKNESS SHALL NOT BE PLACED IN THE STRUCTURAL CONCRETEUNLESS SPECIFICALLY DETAILED.14.EXPOSED CORNERS: PROVIDE 3/4" CHAMFERS AT ALL EXPOSED CORNERS.15.ARCHITECTURAL DETAILS: REFER TO ARCHITECTURAL DRAWINGS FOR REVEALS, AREASOF TEXTURED CONCRETE OR SPECIAL FINISHES, ITEMS REQUIRED TO BE CAST INTO THECONCRETE, CURBS AND SLAB DEPRESSIONS.16.DRYPACK OR GROUT: SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSIAND BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREEPARTS SAND.CONCRETE STRENGTHCONDITIONSTRENGTH, f'cWATER /CEMENT RATIOMAX. SLUMPSLAB ON GRADE3,500 PSI0.55"FOOTING & GRADE BM3,500 PSI0.55"REBAR CLEAR COVER FOR CAST-IN-PLACE CONCRETE MEMBERSCONCRETE EXPOSURE MEMBERREINFORCEMENTSPECIFIEDCOVERSLAB ON GRADEALLALLCENTER OFSLAB OR 2"MINCONCRETE AGAINST &PERMANENTLYIN CONTACT WITHGROUND:ALLALL3"EXPOSED TO WEATHEROR IN CONTACT WITHGROUNDALLNo. 6 THROUGH No. 18 BARS 2"No. 5 BAR, W31 OR D31 WIRE,AND SMALLER1-1/2"NOT EXPOSED TOWEATHER OR INCONTACT WITHGROUNDSLABS, JOISTS,AND WALLSNo. 14 AND No. 18 BARS1-1/2"No. 11 BAR AND SMALLER34"BEAMS,COLUMNS,PEDESTALS, ANDTENSION TIESPRIMARY REINFORCEMENT,STIRRUPS, TIES, SPIRALS, ANDHOOPS1-1/2"ABBREVIATIONSGENERAL NOTES1.FIELD VERIFICATION: FIELD VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TOCONSTRUCTION. PROMPTLY NOTIFY ARCHITECT (STRUCTURAL ENGINEER) IN CASE OFDISCREPANCIES.2.DESIGN INTENT: CONTRACT DOCUMENTS INDICATE DESIGN INTENT FORE STRUCTURE INITS COMPLETED STATE. THEY DO NOT INDICATE METHOD OF CONSTRUCTION.PROMPTLY NOTIFY ARCHITECT (STRUCTURAL ENGINEER), PRIOR TO PROCEEDING WITHWORK, IF DESIGN INTENT REQUIRES FURTHER CLARIFICATION.3.DEVIATIONS, MODIFICATIONS AND SUBSTITUTIONS TO APPROVED STRUCTURALDRAWINGS: MUST BE ACCEPTED IN WRITING BY ARCHITECT (STRUCTURAL ENGINEER)AND APPROVED BY GOVERNING CODE AUTHORITY. NO DEVIATION, MODIFICATION ORSUBSTITUTION WILL BE ACCEPTED VIA SHOP DRAWING REVIEW.4.PROCEDURES OF CONSTRUCTION: CONTRACTOR IS RESPONSIBLE FOR PROCEDURESOF CONSTRUCTION COMPLYING WITH NATIONAL, STATE AND LOCAL SAFETYORDINANCES. SITE VISITS (INCLUDING STRUCTURAL OBSERVATION) BY ARCHITECT(STRUCTURAL ENGINEER) DO NOT CONSTITUTE SUPERVISIONS OF METHODS OFCONSTRUCTION.A.PROTECTION OF UTILITIES: LOCATE EXISTING UTILITIES, INCLUDING THOSE NOTSHOWN ON CONTRACT DOCUMENTS, AND PROTECT THEM FROM DAMAGE.CONTRACTOR BEARS EXPENSE OF REPAIR OR REPLACEMENT OF UTILITIES INCONJUNCTION WITH EXECUTION OF WORK.B.EXCAVATIONS: PROTECT STRUCTURE, ADJACENT STRUCTURES, ADJACENTPROPERTIES, STREETS, AND UTILITIES DURING EXCAVATION UTILIZING LAGGING,SHORING, UNDERPINNING AT SIDES AND RELATED PROCEDURES AS MAY BEREQUIRED. PROVIDE NECESSARY SUPPORTS FOR SOIL EXCAVATIONS.CONTRACTOR AND AFFECTED TRADES SHALL REFER TO GEOTECHNICAL REPORTFOR MORE INFORMATION.C.PROTECTION OF STRUCTURE: PROVIDE NECESSARY MEASURES TO PROTECTSTRUCTURE DURING EXECUTION OF WORK.D.CONTRACTOR PROPOSED REVISIONS: WHERE A REVISION OF STRUCTURAL DESIGNOR CONNECTION IS PROPOSED BY CONTRACTOR TO ACCOMMODATECONSTRUCTION TOLERANCES, CONSTRUCTION SEQUENCE AND/OR DIMENSIONMODIFICATIONS, CONTRACTOR SHALL RETAIN A STRUCTURAL ENGINEER LICENSEDIN STATE OF CALIFORNIA TO PERFORM DESIGN. SUBMIT STAMPED AND SIGNEDDESIGN DRAWINGS AND CALCULATIONS TO THE ARCHITECT (STRUCTURALENGINEER) FOR REVIEW AND THE GOVERNING CODE AUTHORITY FOR APPROVAL.E.ERECTION PLANS: DETERMINE PHASES OF WORK REQUIRING ERECTION PLANSACCORDING TO APPLICABLE SAFETY REGULATIONS. MAINTAIN CERTIFIED COPIESOF ERECTION PLANS AT SITE DURING CONSTRUCTION.F.SHORING, BRACING, AND OTHER TEMPORARY SUPPORTS: DESIGN AND ERECTSHORING, BRACING, AND OTHER TEMPORARY SUPPORTS WHERE STRUCTURE HASNOT ATTAINED DESIGN STRENGTH AND AS REQUIRED FOR SAFE ERECTION. ENSUREFLOOR, ROOF, AND WALL MEMBERS ARE SECURELY SHORED AND BRACED DURINGCONSTRUCTION. PROVIDE SHORING AT ELEVATED BEAMS AND SLABS SUPPORTINGCONCRETE OR MASONRY WALLS DURING AND AFTER WALL POUR UNTIL WALLATTAINS DESIGN STRENGTH.G.TEMPORARY LOADING: ENSURE CONSTRUCTION LOADS DO NOT EXCEEDINDICATED DESIGN LIVE LOAD VALUES. NOTIFY AFFECTED SUB-CONTRACTORTRADES OF THESE DESIGN LOAD LIMITS.H.FABRICATION, SHIPMENT, AND ERECTION OF STRUCTURAL STEEL: ENSURESTRESSES OCCURRING DURING FABRICATION, SHIPMENT, AND ERECTION OFSTRUCTURAL STEEL ARE TEMPORARY AND ARE LESS THAN DESIGN ANDALLOWABLE STRESS CAPACITIES OF INDIVIDUAL MEMBERS. DO NOT IMPAIR FULLDESIGN AND LOAD CARRYING CAPACITY OF MEMBERS DUE TO FABRICATION,SHIPMENT, OR ERECTION. CONTRACTOR IS RESPONSIBLE FOR CONTROLLINGERECTION SEQUENCE, ERECTION PROCEDURE, TEMPERATURE DIFFERENTIALS ANDWELD SHRINKAGE TO MINIMIZE RESIDUE STRESSES. PROVIDE ADDITIONALMATERIALS FOR THE ERECTION OF STRUCTURAL STEEL SUCH AS TEMPORARYBRACING AND GUY CABLES AS MAY BE NECESSARY AT NO ADDITIONAL COST.REMOVE THESE MATERIALS UNLESS APPROVED IN WRITING BY OWNER. DO NOTTIGHTEN BOLTS IN TYPICAL BEAM TO COLUMN CONNECTIONS FOR ERECTIONPURPOSES.I.SECURING REINFORCING STEEL, DOWELS, ANCHOR BOLTS AND EMBEDS: FIRMLYSUPPORT AND ACCURATELY PLACE COMPLYING WITH ACI STANDARDS PRIOR TOCASTING CONCRETE OR GROUT IN MASONRY WALLS. USE TIES AND SUPPORT BARSIN ADDITION TO REINFORCING STEEL SHOWN WHERE NECESSARY. NO WELDING ORREINFORCING STEEL, INCLUDING TACK WELDING, IS PERMITTED UNLESSOTHERWISE ACCEPTED IN WRITING BY ARCHITECT (STRUCTURAL ENGINEER).PROVIDE PLASTIC OR PLASTIC COATED CHAIRS AND SPACERS WHEN RESTING ONEXPOSED SURFACES.5.COORDINATION RESPONSIBILITY: CONTRACTOR IS RESPONSIBLE FOR COORDINATIONOF WORK INCLUDING THAT OF SUB-CONTRACTOR TRADES.6.SUBMITTALS: SUBMIT TO ARCHITECT (STRUCTURAL ENGINEER) AS INDICATED ONSTRUCTURAL DRAWINGS AND SPECIFICATIONS. GENERAL CONTRACTOR SHALLREVIEW SUBMITTAL FOR COMPLETENESS AND COMPLIANCE WITH CONTRACTDOCUMENTS PRIOR TO SUBMISSION.A.REQUEST FOR INFORMATION (RFI) SUBMITTALS: ACCOMPANY RFI'S WITH PARTIALSTRUCTURAL FOUNDATION OR FRAMING PLANS SHOWING LOCATION IN QUESTIONAND AFFECTED STRUCTURAL MEMBERS. COPY PARTIAL PLAN FROM STRUCTURALDRAWINGS AND INDICATE GRID LINE LOCATIONS AND FLOOR LEVEL. ALSOPROVIDE PROPERLY DRAWN ENGINEERING SKETCHES ILLUSTRATING ISSUES ANDCONTRACTOR'S PROPOSED SOLUTIONS. PHOTOGRAPHS ARE NOT ACCEPTABLESUBSTITUTES TO ENGINEERING SKETCHES.7.CONTRACT DOCUMENTS USE: REVIEW CONTRACT DOCUMENTS IN THEIR ENTIRETYBEFORE PERFORMING STRUCTURAL RELATED WORK AND BEFORE DEVELOPING SHOPDRAWINGS. BRING DISCREPANCIES TO THE IMMEDIATE ATTENTION OF ARCHITECT(STRUCTURAL ENGINEER) BEFORE STARTING WORK.A. SCALING OF DRAWINGS: NOT PERMITTED.B. ADDITIONAL STRUCTURAL REQUIREMENTS: SEE SPECIFICATIONS.C. BUILDING GEOMETRY: SEE ARCHITECTURAL DRAWINGS FOR BUILDING GEOMETRYINCLUDING, BUT NOT LIMITED TO, TOP OF FLOOR AND ROOF ELEVATIONS;DEPRESSIONS; SLOPES; CURBS; DRAINS; TRENCHES; SLAB AND DECK EDGELOCATIONS; WALL OVERALL DIMENSIONS; AND SIZE AND LOCATIONS OF OPENINGSIN FLOORS, ROOF AND WALLS.D. NON-STRUCTURAL ITEMS REQUIRING SPECIAL PROVISIONS: SEE ARCHITECTURAL,MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR NON-STRUCTURALITEMS REQUIRING SPECIAL PROVISIONS DURING CONSTRUCTION. THEY INCLUDE,BUT ARE NOT LIMITED TO, NON-STRUCTURAL WALLS; SIZE AND LOCATIONS OFOPENINGS AND SLEEVES PENETRATING STRUCTURE; SIZE AND LOCATION OFCONCRETE CURBS AND PADS; AND SIZE AND LOCATION OF PIPING, DUCTWORK,AND EQUIPMENT ANCHORAGES MOUNTED OR SUSPENDED FROM STRUCTURE.VERIFY EXACT SIZE AND LOCATION OF EQUIPMENT WITH EQUIPMENTMANUFACTURER.8.MATERIALS: FURNISH AND INSTALL IN COMPLIANCE WITH LEGALLY CONSTITUTEDPUBLIC AUTHORITIES HAVING JURISDICTION INCLUDING COUNTY AND LOCALORDINANCES AND SAFETY ORDERS OF STATE INDUSTRIAL ACCIDENT COMMISSION,OSHA.9.PENETRATIONS, EMBEDMENT, AND OPENINGS IN STRUCTURAL MEMBERS: NOPENETRATION, EMBEDMENT, OPENING, SLEEVE, PIPE, OR CONDUIT SHALL OCCUR INSTRUCTURAL MEMBERS INCLUDING FOOTINGS, SLABS, WALLS, COLUMNS, AND BEAMSUNLESS SPECIFICALLY SHOWN OR INDICATED ON STRUCTURAL DRAWINGS.10.TYPICAL DETAILS: DETAILS ON SD SERIES SHEETS ARE APPLICABLE THROUGHOUTPROJECT WHEREVER THE DESCRIBED CONDITION OCCURS AND MAY OR MAY NOT BESPECIFICALLY REFERENCED ON STRUCTURAL DRAWINGS. CONTRACTOR ISRESPONSIBLE FOR IDENTIFYING THESE DETAILS AND UNDERSTANDING EXTENT OFTHEIR APPLICATION PRIOR TO PERFORMING WORK.11.WATERPROOFING & DRAINAGE: WATERPROOFING AND DRAINAGE IS OUTSIDE THESTRUCTURAL ENGINEER'S SCOPE, EXPERIENCE, AND PROFESSIONAL EXPERTISE. WERECOMMEND THE OWNER HIRE A SEPARATE SPECIALIZED DESIGN PROFESSIONAL TOADDRESS WATERPROOFING AND DRAINAGE REQUIREMENTS. IF A SPECIALIZED DESIGNPROFESSIONAL IS NOT HIRED, OWNER AND CONTRACTOR ASSUME RESPONSIBILITY OFALL WATERPROOFING & DRAINAGE REQUIREMENTS.PROPRIETARY ANCHORAGES AND FASTENERS1.ANCHORAGES:1.1.DRILL AND EPOXY ANCHORS: SIMPSON SET-XP EPOXY ADHESIVE SYSTEM USINGTHREADED STEEL RODS CONFORMING TO ASTM-F1554, GRADE 36, OR REINFORCINGSTEEL CONFORMING TO ASTM A615 OR A706, GRADE 60, COMPLYING WITH ICC ESESR 2508. INSTALLERS TO BE CERTIFIED BY MANUFACTURER.1.2. SIMPSON 3G EPOXY ADHESIVE SYSTEM USING THREADED STEEL RODSCONFORMING TO ASTM-F1554, GRADE 36, OR REINFORCING STEEL CONFORMINGTO ASTM A615 OR A706, GRADE 60, COMPLYING WITH ICC ES ESR 4057.INSTALLERS TO BE CERTIFIED BY MANUFACTURER.1.3.MECHANICAL ANCHORS:1.3.1. HILTI KWIK BOLT-III CARBON STEEL EXPANSION ANCHORS COMPLYING WITH ICCESR-1385.1.3.2. HILTI KWIK BOLT-TC CARBON STEEL EXPANSION ANCHORS COMPLYING WITHICC ES REPORT NO. 19171.3.3. SIMPSON TITEN HD ANCHORS STEEL SCREW ANCHORS COMPLYING WITH ICCESR-2713.1.3.3.1. TITEN HD ANCHORS SHALL BE STAINLESS STEEL IN EXPOSED WETENVIRONMENTS.1.4.WELDED SHEAR STUDS: NELSON 3SL FLUX FILLED, HEADED STUD ANCHORS, 60,000PSI MINIMUM ULTIMATE TENSILE STRENGTH, AUTOMATICALLY END WELDED INFIELD CONFIRMING TO ASTM A108 AND COMPLYING WITH ICC ES REPORT NO. 2856.1.5.WELDED DEFORMED ANCHORS: NELSON D2L, COLD ROLLED, DEFORMED STEELREINFORCING BARS CONFORMING TO ASTM A496 AND COMPLYING WITH ICC ESREPORT NO. 2907.2.FASTENERS:2.1.POWDER ACTUATED FASTENERS: HILTI XCP, COMPLYING WITH CURRENT ICC ESREPORT NO. 2379. PROVIDE APPROPRIATE WASHER BETWEEN FASTENER HEAD ANDLIGHT GAUGE METAL OR WOOD SURFACE.2.1.1. POWER-DRIVEN FASTENERS SHALL NOT BE USED TO ANCHOR SILL PLATESEXCEPT AT INTERIOR NON-BEARING WALL NOT DESIGN AS SHEAR WALLS.2.2.SELF-DRILLING METAL SCREWS (INDICATED "SCREWS" ON DRAWINGS): MINIMUM0.292-INCH HEAD DIAMETER SELF-DRILLING/SELF-TAPPING STEEL SCREWSCOMPLYING WITH ICC ES REPORT. MINIMUM YIELD STRESS, FY=33 KSI.2.3.FASTENERS, INCLUDING NUTS AND WASHERS, IN CONTACT WITHPRESERVATIVE-TREATED WOOD SHALL BE HOT DIPPED ZINC-COATED GALVANIZEDSTEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. STAPLES SHALL BE OFSTAINLESS STEEL. FASTENERS OTHER THAN NAILS, STABLES, TIMBER RIVETS, WOODSCREWS AND LAG SCREWS SHALL BE PERMITTED TO BE OF MECHANICALLYDEPOSITED ZINC-COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITHASTM B695, CLASS 55 MINIMUM.2.3.1. EXCEPTION: PLAIN CARBON STEEL FASTENERS, INCLUDING NUTS ANDWASHERS, IN SBX/DOT AND ZINC BORATED PRESERVATIVE WOOD IN ANINTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED.3.INSTALLATION: SEE MANUFACTURER'S WRITTEN INSTRUCTIONS AND REFERENCED ICCES REPORT.4.TESTING FOR DRILL AND EPOXY ANCHORS:4.1.SPECIAL INSPECTION: SPECIAL INSPECTOR WILL PERFORM CONTINUOUS SPECIALINSPECTION DURING INSTALLATION.5.MATERIALS NOT TO BE PENETRATED BY FASTENERS OR ANCHORAGES:POST-TENSIONED CONCRETE AND PRECAST, PRESTRESSED CONCRETE UNLESSSPECIFICALLY DETAILED HEREIN OR AS ACCEPTED IN WRITING BY ARCHITECT(STRUCTURAL ENGINEER). WHEN INSTALLATION IS PERMITTED, LOCATE PRESTRESSINGAND POST-TENSIONED TENDONS ACCURATELY PRIOR TO INSTALLATION.6.DRILLING HOLES IN EXISTING CONCRETE OR MASONRY FOR ANCHORAGES: USENON-PNEUMATIC, ROTARY HAMMER TOOLS WITH ANSI COMPLIANT NON-REBARCUTTING DRILL BITS TO DRILL HOLES OF PROPER TOLERANCES. LOCATE EXISTINGREBAR INCLUDING PRESTRESSING AND POST-TENSIONING TENDONS USINGNON-HAZARDOUS, NONDESTRUCTIVE METHODS WITH ACCURATE LOCATIONTOLERANCES (PLUS OR MINUS 14" INCH PRIOR TO DRILLING HOLES TO AVOID CUTTINGOR DAMAGING. HOLES SHALL BE THOROUGHLY CLEANED PER MANUFACTURERSWRITTEN RECOMMENDATIONS PRIOR TO INSTALLATION OF ANCHORAGES.7.DELETERIOUS MATERIALS: KEEP ANCHORAGES, INCLUDING HOLES FOR DRILL ANDEPOXY ANCHORS AND MECHANICAL ANCHORS, FREE OF DUST, GREASE, AND OTHERMATERIALS THAT IMPAIR BOND.8.EXTERIOR PROPRIETARY ANCHORS & FASTENERS:8.1. FOR EXTERIOR APPLICATIONS & CORROSIVE ENVIRONMENTS, ALL ANCHORSSHOULD BE GALVANIZED OR STAINLESS STEEL. CONTRACTOR TO VERIFY ANDPROVIDE GALVANIZED OR STAINLESS STEEL ANCHORAGE PER MANUFACTURERREQUIREMENTS. CONTRACTOR TO IMMEDIATELY NOTIFY THE STRUCTURAL EOR OFANY DISCREPANCIES, PRIOR TO THE START OF CONSTRUCTION9. EXTERIOR ANCHOR BOLTS AND POST BASES SHALL BE GALVANIZED AND SHALL HAVEAT LEAST TWO GALVANIZED NUTS ABOVE THE BASE PLATE.#NUMBER OR POUND(E)EXISTING± APPROXIMATEA/E ARCHITECT/ENGINEERAB ANCHOR BOLTABV ABOVEACIAMERICAN CONCRETEINSTITUTEADDL ADDITIONALADDM ADDENDUMADJ ADJACENTADMIN ADMINISTRATIONAFF ABOVE FINISH FLOORAHR ANCHORAISCAMERICAN INSTITUTEOF STEELCONSTRUCTIONAJ ALIGN JOISTALT ALTERNATEALUM ALUMINIUMAPAAMERICAN PLYWOODASSOCIATIONAPPD APPROVEDAPPX APPROXIMATEARCHARCHITECTURALASDALLOWABLE STRESSDESIGNASPH ASPHALTASTMAMERICAN SOCIETYFOR TESTING ANDMATERIALSATC ACUSTICAL TILE CEILINGATCH ATTACHMENTATSANCHOR TIEDOWNSYSTEMAWA ALIGN WITH ABOVEAWN AWNINGAWSAMERICAN WELDINGSOCIETYB/BBACK TO BACKBAL BALANCEBALC BALCONYBD BOARDBDRY BOUNDARYBEV BEVELBEW BOTTOM EACH WAYBKG BACKINGBLDG BUILDINGBLK BLOCKBLKG BLOCKINGBLW BELOWBM BEAMBN BOUNDARY NAILINGBOB BOTTOM OF BEAMBOW BOTTOM OF WALLBP BASE PLATEBRCG BRACINGBRG BEARINGBS BOUNDARY SCREWSBSMT BASEMENTBTM BOTTOMBTR BETTERBTWN BETWEENC CAMBERCANT CANTILEVERCBCCALIFORNIA BUILDINGCODECDCONSTRUCTIONDOCUMENTSCIP CAST IN PLACECJCONSTRUCTION JOINTOR CONTROL JOISTCJPCOMPLETE JOINTPENETRATIONCL CENTERLINECLDG CLADDINGCLG CEILINGCLL COLUMN LINECLR CLEARCMUCONCRETE MASONRYUNITCNTOR CONTRACTORCOL COLUMNCONC CONCRETECOND CONDITIONCONN CONNECTIONCONT CONTINUOUSC'SINK COUNTERSINKCTRD CENTEREDCVIFCONTRACTOR TOVERIFY IN FIELDDB DROP BEAMDBL DOUBLEDEMO DEMOLISHDEPT DEPARTMENTDF DOUGLAS FIRDIA DIAMETERDIAG DIAGONALDIM DIMENSIONDIST DISTRIBUTEDDJDECK JOISTDL DEAD LOADDN DOWNDP DEEPDR DROPDTL DETAILDWG DRAWINGEA EACHED EDGE DISTANCEEF EACH FACEEI EXPANSION INDEXEJ EXPANSION JOINTELEELEVATIONEMBED EMBEDMENTEN EDGE NAILINGEOS EDGE OF SLABEQ EQUALEQL SP EQUALLY SPACEDEQUIP EQUIPMENTES EDGE SCREWSEW EACH WAYEWBENGINEERED WOODBEAMEXP EXPANSIONEXT EXTERIORF/FACE OFFA FROM ABOVEFAS BD FASCIA BOARDFDN FOUNDATIONFF FINISHED FLOORFFA FROM FLOOR ABOVEFFB FROM FLOOR BELOWFG FINISHED GRADEFH FULL HEIGHTFIN FINISHFJFLOOR JOISTFL FLUSHFLG FLANGEFLR FLOORFNGR FINGERFOC FACE OF CONCRETEFOF FACE OF FINISHFOM FACE OF MASONRYFOS FACE OF STUDFOUN FOUNDATIONFRMG FRAMINGFRTFIRE RETARTDANTTREATEDFSTNR FASTNERFT FEETFTG FOOTINGFURR FURRINGFWRK FLATWORKGA GAUGEGALV GALVANIZEDGLB GLU-LAMGLZ GLAZINGGR GRADEGR BM GRADE BEAMGT GIRDER TRUSSGYP GYPSUMGYP-CRETEGYPSUM CONCRETEHD HOLDOWNHDR HEADERHDWR HARDWAREHF HEM-FIRHGR HANGERHGT HEIGHTHORZ HORIZONTALHS HIGH STRENGTHHSSHOLLOW STRUCTURALSECTIONOR TUBE STEELHT HEIGHTHVY HEAVYIBCINTERNATIONALBUILDING CODEID INSIDE DIAMETERIN INCHINC INCREMENTINFO INFORMATIONINSUL INSULATIONINT INTERIORJNT JOINTJST JOISTKSFKIPS PER SQUARE FOOTKWY KEYWAYL ANGLELF LINEAR FOOTLL LIVE LOADLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALLNTL LINTELLONGIT LONGITUDINALLSLLAMINATED STRANDLUMBERLT WT LIGHT WEIGHTLVLLAMINATED VENEERLUMBERMAX MAXIMUMMB MACHINE BOLTSMECH MECHANICALMFR MANUFACTURERMID MIDDLEMIN MINIMUMMIRR MIRRORMISC MISCELLANEOUSMO MASONRY OPENINGMOD MODULEMTRL MATERIALMULT MULTIPLEN/ANOT APPLICABLEN/PNOT PROVIDEDNIC NOT IN CONTRACTNTS NOT TO SCALEøDIAMETEROC ON CENTEROD OUSIDE DIAMETEROH OVERHANGOMFORINDARY MOMENTFRAMEOPEN OPENINGOPP OPPOSITEOWSJ OPEN WEB STEEL JOISTOWWJOPEN WEB WOODJOISTPAFPOWER ACTUATEDFASTENERPERF PERFORATEDPERP PERPENDICULARPI PLASTICITY INDEXPL PLATEPLBG PLUMBINGPLYWD PLYWOODPNL PANELPREFAB PREFABRICATEDPSFPOUNDS PER SQUAREFOOTPSIPOUNDS PER SQUAREINCHPSLPARALLEL STRANDLUMBERPT PRESSURE TREATEDP-T POST TENSIONEDPURPURLINSRC REINFORCED CONCRETEREF REFERENCEREINF REINFORCEMENTREPL REPLACEREQ REQUIREDREQ'D REQUIREDRET RETAININGREV REVISIONRF ROOFRFG ROOFINGRFIREQUEST FORINFORMATIONRM ROOMRO ROUGH OPENINGSADSEE ARCHITECTUALDRAWINGSSCHD SCHEDULESECT SECTIONSHTG SHEATHINGSIM SIMIILARSMFSPECIAL MOMENTFRAMESMS SHEET METAL SCREWSSN STRUCTURAL NOTESOG SLAB ON GRADESPEC SPECIFICATIONSSPF SPRUCE PINE FIRSPN SOLE PLATE NAILINGSQ SQUARESQSH SQUASHSS STAINLESS STEELSTAGG STAGGERSTD STANDARDSTIFF STIFFENERSTIR STIRRUPSTL STEELSTRUCT STRUCTURALSTS SELF TAPPING SCREWSSUPPL SUPPLEMENTALSW SHEAR WALLSYM SYMMETRICALT&BTOP AND BOTTOMT>OUNGE AND GROOVETBA TO BEAM ABOVETBB TO BEAM BELOWTEMP TEMPORARYTFA TO FLOOR ABOVETFB TO FLOOR BELOWTHK THICKNESSTHRD THREADEDTHRU THROUGHTOB TOP OF BEAMTOF TOP OF FOOTINGTOJ TOP OF JOISTTOS TOP OF STEELTOT TOP OF TRUSSTOW TOP OF WALLTP TOP PLATETRANSV TRANSVERSETYP TYPICALUNOUNLESS NOTEDOTHERWISEURMUNREINFORCEDMASONRY UNITVERT VERTICALVIF VERIFY IN FIELDW WIDEW/WITHW/OWITHOUTWD WOODWF WIDE FLANGEWHS WELDED HEADED STUDWL WIND LOADWO WHERE OCCURSWPMWATER PROOFMEMBRANEWR WEATHER RESISTANCEWT WEIGHTWWM WELDED WIRE MESHREINFORCING STEEL1.REINFORCING STEEL:A.ALL BARS, U.N.O.: ASTM A615, GRADE 60B.BARS TO BE WELDED: ASTM A706, GRADE 60C.ADDITIONAL REQUIREMENTS FOR BARS, EXCLUDING TIES, IN DUCTILE MOMENTRESISTING FRAMES AND BOUNDARY ELEMENTS IN SHEAR WALLS: NO ADDITIONALREQUIREMENTS IF ASTM A706, GRADE 60 BARS USED. ASTM615, GRADE 60 BARSARE PERMITTED PROVIDED ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOESNOT EXCEED SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI (RETESTS SHALLNOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3,000 PSI) AND RATIO OFACTUAL ULTIMATE TENSILE STRESS TO ACTUAL TENSILE YIELD STRENGTH IS NOTLESS THAN 1.25.2.WIRE AND SPIRAL REINFORCING:A.SMOOTH WELDED WIRE FABRIC (W.W.F.): ASTM A185, FY=65 KSI, FLAT SHEETS ONLY.DO NOT USE ROLLED MESH. LAP SPACES (1 FOOT MINIMUM). OFFSET LAPS INADJACENT SHEETS TO AVOID CONTINUOUS LAPS.B.DEFORMED WIRE STIRRUPS (D4 AND LARGER ONLY): ASTM A497, FY=65 KSI.C.SPIRAL REINFORCING: ASTM A82, GRADE 60CONCRETE CONT.Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 9176507-29-24FP23500,FP235012 7 3 6 9 V I A I N D U S T R I AT E M E C U L A , C A 9 2 5 9 0T E L E : 9 5 1 . 6 0 0 . 0 0 3 2W W W . I S E E N G I N E E R S . C O MS O C A L | N O R C A L | C O L O R A D OSTRUCTURAL NOTESSN12239
NAILS1.DIAPHRAGM NAILING: ALL FLOOR SHEATHING, ROOF SHEATHING AND SHEAR PANELSCONSTRUCTED USING WOOD-BASED STRUCTURAL-USE PANELS SHALL BE FASTENEDWITH COMMON NAILS. HARDWARE SHALL BE NAILED PER MANUFACTURER'SREQUIREMENTS, OTHERWISE SHORT NAILS MAY BE USED. NAILING SHALL BE PER THEBUILDING CODE UNLESS NOTED OTHERWISE ON THE PLANS OR DETAILS.2.NAIL GUNS: MUST BE EQUIPPED WITH A FLUSH NAILER ATTACHMENT FOR NAILING OFPLYWOOD SHEAR WALLS, FLOOR SHEATHING AND ROOF SHEATHING.3.NAIL MANUFACTURING: ALL NAILS MUST BE DOMESTICALLY MANUFACTURED & MEETTHE REQUIREMENTS OF THE CURRENT BUILDING CODE.4.GALVANIZED NAILS: ALL NAILS INTO PRESSURE TREATED LUMBER SHALL BE HOT DIPPEDGALVANIZED OR OTHER APPROVED COATING TO RESIST CORROSION UNLESS PRESSURETREATED PLATE IS TREATED WITH BORATE.WOOD FRAMING1.SAWN LUMBER: ALL STRUCTURAL SAWN LUMBER SHALL BE DOUGLAS FIR LARCH WITH19% MAXIMUM MOISTURE CONTENT OF THE FOLLOWING GRADES, CONFORMING TOSTANDARD GRADING RULES FOR WEST COAST LUMBER NO. 17, UNLESS NOTEDOTHERWISE. THE LUMBER GRADES AS SPECIFIED BELOW MEET MINIMUMREQUIREMENTS:2.GRADE STAMPS: WHERE POSSIBLE ALL LUMBER GRADE STAMPS SHALL REMAIN ONLUMBER AFTER INSTALLATION. CONVENTIONAL LUMBER SHALL MEET DOC PS 20 REQ.3.PRESSURE TREATED LUMBER: ALL EXPOSED EXTERIOR WOOD AND WOOD BEARING ONCONCRETE OR MASONRY SHALL BE PRESSURE TREATED FIR. ALL NAILS TO PLATESTREATED w/ BORATE MAY BE STANDARD NAILS, FOR ALL OTHER PRESSURE TREATEDPLATES, USE HOT DIP GALVANIZED NAILS.4.PLYWOOD/OSB: EACH WOOD-BASED STRUCTURAL-USE PANEL USED FOR DIAPHRAGMCONSTRUCTION SHALL BE IDENTIFIED BY A REGISTERED STAMP OR BRAND OF ANICC-APPROVED COMPLIANCE ASSURANCE AGENCY.WOOD-BASED STRUCTURAL-USEPANELS SHALL MEET THE REQUIREMENTS OF DOC PS 1 OR PS 2. ALL PANELS SHALL BEGLUED WITH EXTERIOR TYPE GLUE MEETING APA SPECIFICATIONS. PANELSPERMANENTLY EXPOSED TO THE OUTDOORS SHALL BE EXTERIOR TYPE.5.METAL CONNECTORS: ALL METAL CONNECTORS SHALL BE THOSE MANUFACTURED BYSIMPSON STRONG TIE OR USP LUMBER CONNECTORS. THE NAILS FOR THESECONNECTORS SHALL BE AS SPECIFIED BY THE MANUFACTURERS FOR CAPACITY OF THEHARDWARE. ALL CALLOUTS REFER TO SIMPSON PRODUCT CODES AND NAMES. REFERTO CROSS REFERENCE TABLES PROVIDED BY USP IN THEIR PRODUCT CATALOGS.6.FIRE STOPS: PROVIDE FIRE STOPS AT ALL INTERSECTIONS OF STUD WALLS AT FLOOR,CEILING AND ROOF. FIRE STOPS SHALL BE 2x NOMINAL THICKNESS OF WOOD ANDSHALL BE THE FULL WIDTH OF THE ENCLOSED SPACE. PLACE FIRESTOPS AT A MAXIMUMSPACING OF 10'-0" IN THE VERTICAL DIRECTION. PROVIDE 2x FIRE STOPS IN ALL FURREDSPACES, VERTICAL AND HORIZONTAL, AND AT A MAXIMUM SPACING OF 10'-0" IN EACHDIRECTION AND AT THE SAME LINES AS FIRE STOPS IN ADJACENT STUD WALLS.7.BOLT HOLES: IN WOOD SHALL BE 1/32" TO 1/16" LARGER THAN THE NOMINAL BOLTDIAMETER . ALL BOLTS SHALL HAVE A STANDARD CUT WASHER UNDER HEAD AND NUTUNLESS NOTED OTHERWISE.8.BOLTS: ALL BOLTS USED FOR WOOD CONNECTIONS SHALL BE ASTM A307, U.N.O. ALLNUTS AND BOLTS SHALL BE RE-TIGHTENED PRIOR TO THE APPLICATION OF SHEATHING,PLASTER, ETC.9.NOTCHING & CUTTING: STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC.UNLESS SPECIFICALLY DETAILED. NOTCHING OF HORIZONTAL STRUCTURAL MEMBERSSHALL CONFORM TO THE BUILDING CODE. NOTCHING AND BORING OF STUDS AND TOPPLATES SHALL CONFORM TO THE BUILDING CODE.10.JOIST BLOCKING: PROVIDE 2x BLOCKING BETWEEN JOISTS AND RAFTERS AT ALLBEARING SUPPORTS U.N.O. CROSS BRIDGING OR SOLID BLOCKING SHALL BE PROVIDEDAT 8'-0" O.C. MAXIMUM FOR ALL JOISTS UNLESS BOTH EDGES ARE HELD IN LINE FORTHEIR ENTIRE LENGTH.11.JOIST HANGERS: FOR I-JOISTS, PROVIDE SIMPSON "IUS" HANGER. FOR CONVENTIONALJOIST, USE SIMPSON "LUS" HANGER, OR EQUIVALENT.12.BEAM BEARING: ALL BEAMS TO BE SUPPORTED WITH FULL BEARING UNLESS NOTEDOTHERWISE.13.CONVENTIONAL FRAMING: ALL CONVENTIONAL FRAMED PORTIONS OF THE STRUCTUREARE TO BE CONSTRUCTED PER CBC SECTION 2308 .14.WALLS ON WOOD FLOOR: PROVIDE SINGLE FLOOR JOIST BELOW NON-BEARING,PARALLEL WALLS 10'-0" OR LONGER.15.FINGER JOINTED STUDS: IT IS STRUCTURALLY ACCEPTABLE TO USE STRUCTURAL GLUED(FINGER-JOINTED) LUMBER. ALL FINGER-JOINTED LUMBER MUST BE "CER EXT JNTS"AND CONFORM WITH THE WWPA'S GLUED PRODUCTS PROCEDURES AND QUALITYCONTROL. FINGER-JOINTED LUMBER IS TO BE STAMPED WITH "CER EXT JNTS" AND MAYBE USED INTERCHANGEABLE WITH ANY SOLID-SAWN LUMBER PRODUCT OF THE SAMESPECIES AND GRADES. PLEASE REFER TO LUMBER SPECIFICATION IN THE STRUCTURALGENERAL NOTES AND CALCULATIONS.16.PLATE WASHERS AT NON-SILL PLATE APPLICATION: MINIMUM SIZE FOR SQUARE PLATEWASHERS: (REFER TO PLANS FOR SILL PLATE WASHER REQUIREMENTS.)LUMBER GRADESCONDITIONGRADEPLATES & BLOCKINGSTANDARD OR BETTERSTUDS TO 10'-0" IN HEIGHTSTANDARD OR BETTERSTUDS OVER 10'-0" IN HEIGHT#22x RAFTER JOISTS#24x6 THROUGH 4x12 BEAMS, HEADER & POSTS#24x14 BEAMS, HEADERS & POSTS#14x4 POSTS, HEADERS#26x AND LARGER POSTS, BEAMS, STRINGERS#1PLATE WASHERS NON SILL PLATE APPLICATIONBOLT SIZEPLATE WASHER SIZE12"316" x 2" x 2"58"14" x 2 12" x 2 12"34"516" x 2 34" x 2 34"78"516" x 3" x 3"1"38" x 3 12" x 3 12"WOOD HARDWARE NAILING SCHEDULEHOLDOWNSSIMPSONUSPMODELNAMECAPACITY(LBS)FASTENER SCHEDULE APPLICATIONMODELNAMESTHD143,500(24) 10d Nails (0.148" x 3-14")HOLDOWNHTT44,455(18) SD #10 1-12"HOLDOWNHDU44,565(10)14" x 2-12" SDSHOLDOWNHDU55,645(14)14" x 2-12" SDSHOLDOWNHDU86,765(20)14" x 2-12" SDSHOLDOWNHDU119,335(30)14" x 2-12" SDSHOLDOWNHDU1410,770(36)14" x 2-12" SDSHOLDOWNANCHOR BOLTSSSTB204,78558"HOLDOWNANCHORSSTB245,79058"HOLDOWNANCHORSSTB2811,64578"HOLDOWNANCHORSB1x3013,0901"HOLDOWNANCHORHARDWAREA34465(8) 8d Nails (0.131" x 1-12")AT BLOCKINGOR RIMMPA1A35650(12) 8d Nails (0.131" x 1-12")AT BLOCKINGOR RIMMPA1LTP4625(12) 8d Nails (0.131" x 1-12")AT BLOCKINGOR RIMMP4FLTP5565(12) 8d Nails (0.131" x 1-12")AT BLOCKINGOR RIMMP4FLS50560(8) 8d Nails (0.131" x 1-12")AT BLOCKINGOR RIMMP5STRAPSMODELNAMECAPACITY(LBS)FASTENER SCHEDULE APPLICATIONMODELNAMECS161,705(22) 8d Nails (0.131" x 2-12")DIRECTLY TOTIMBERRS150CS161,705(22) 8d Nails (0.131" x 2-12")THRUPLYWOODRS150CS142,490(30) 8d Nails (0.131" x 2-12")DIRECTLY TOTIMBERCMSTC164,690(50) 10d Nails (0.148" x 3-14")DIRECTLY TOTIMBERCMST146,475(66) 10d Nails (0.148" x 2-12")DIRECTLY TOTIMBERCMST129,215(86) 10d Nails (0.148" x 2-12")DIRECTLY TOTIMBERSHEAR WALLSNAIL TYPESHEAR WALLTYPENAIL SIZE8d COMMONSW 2, 3, 4, 62-1/2" x .131"10dCOMMONSW 2B2-1/4" x .148"WOOD MANUFACTURED PLATED TRUSSES1.MANUFACTURED PLATED TRUSSES ARE A DEFERRED SUBMITTAL ITEM. SEE DESIGN/BUILD NOTSECTION FOR REQUIREMENTS.2.GRAVITY LOADS: REFER TO PROJECT DESIGN CRITERIA FOR ALL ROOF & FLOOR MEMBER GRAVITYLOAD REQUIREMENTS. TRUSSES SHALL BE DESIGNED WITH CONSIDERATION FOR ALLSUPERIMPOSED LOADING, SUCH AS CHIMNEY FLUE FRAMING, MECHANICAL EQUIPMENT, ETC.3.LATERAL LOADS: TRUSSES SHALL BE DESIGNED FOR SPECIFIC DRAG LOADS NOTED ON THESTRUCTURAL PLANS. ALL GABLE END TRUSSES SHALL BE DESIGNED FOR A MINIMUM 1000#LATERAL LOAD.4.MATERIAL: ALL TRUSSES SHALL UTILIZE DOUGLAS FIR LUMBER UNLESS NOTED OTHERWISE.5.DESIGN & CONSTRUCTION: THE STRUCTURAL DESIGN, MEANS OF CONSTRUCTION AND BRACINGOF TRUSSES IS THE SOLE RESPONSIBILITY OF THE TRUSS MANUFACTURER AND ENGINEER OFRECORD FOR THE TRUSS DESIGN AND NOT ISE.6.SHOP DRAWINGS: THE TRUSS SUPPLIER SHALL SUBMIT SHOP DRAWINGS TO ISE FOR REVIEW ANDAPPROVAL FOR GENERAL CONFORMANCE TO THE BUILDING STRUCTURAL DESIGN. THE SHOPDRAWINGS SHOULD INCLUDE A FLOOR PLAN LAYOUT AND DESIGN FOR EACH SPECIFIC TRUSS.THE TRUSS CALCULATION SHOULD INCLUDE MATERIAL TYPE, LOADING, TRUSS PROFILE ANDREACTIONS.7.HANGERS: THE TRUSS SUPPLIER SHALL SPECIFY ALL TRUSS TO TRUSS & TRUSS TO FRAMINGMEMBER HANGERS.8.LAYOUT & SPACING: THE STRUCTURAL PLANS SPECIFY A RECOMMENDED SPACING OF TRUSSES.THE TRUSS DESIGN PACKAGE DETERMINES THE FINAL SPACING OF TRUSSES. THE INTENT OF THESTRUCTURAL PLANS IS A RECOMMENDATION AND IN NO WAY REPRESENTS THE FINAL TRUSSSHAPE, CONFIGURATION OR SPACING.9. TRUSS DEFLECTION SHALL BE LIMITED TO THE FOLLOWING:DEFLECTION CRITERIALEVELLIVE LOAD TOTAL LOADROOFL/360L/240FLOORL/600L/240MANUFACTURED LUMBER PRODUCTS1.MANUFACTURED LUMBER: ALL MANUFACTURED SHALL HAVE ICC APPROVAL FOR THELATEST BUILDING CODE.2.SIZES & STRENGTH: THE FOLLOWING MINIMUM DESIGN VALUES MUST BE ACHIEVED FOREACH TYPE OF MANUFACTURED LUMBER SPECIFIED ON THE STRUCTURAL PLANS.3.I-JOISTS: PROVIDE FLOOR I-JOISTS AS MANUFACTURED BY I-LEVEL OR APPROVEDEQUAL. THE FLOOR I-JOIST SIZES NOTED ON PLAN REFERENCE I-LEVEL PRODUCT.4. FOR UNPROTECTED EXTERIOR APPLICATIONS, CONTRACTOR TO PROVIDE EXTERIORGRADE PRODUCTS OF EQUIVALENT DESIGN CAPACITY PER MANUFACTURERREQUIREMENTS. CONTRACTOR TO IMMEDIATELY NOTIFY THE STRUCTURAL EOR OF ANYDISCREPANCIES, PRIOR TO THE START OF CONSTRUCTION.STRUCTURAL COMPOSITE LUMBERBEAM TYPEMINIMUM DESIGN VALUESFb (PSI)Fv (PSI)E (PSI x 10^6)PSL - PARALLAM2,9002902.2LVL - MICROLAM2,6002851.9LSL - TIMBERSTRAND2,3253101.55RIM - TIMBERSTRAND1,7004001.3I-JOISTS SPECIFIED AS TYPE "A" SERIESMANF TYPESIZE - DEPTH (IN)TJI110912, 1178, 1421016LP20W912, 1178, 1432W16BCI5000912, 1178600014650016RFPI20912, 117840014, 16GP40912, 1178, 146516WI40912, 1178, 146016I-JOISTS SPECIFIED AS TYPE "B" SERIESMANF TYPESIZE - DEPTH (IN)TJI210912, 1178, 1423016LP20W912, 1178, 1432W16BCI6000912, 1178, 14650016RFPI30912, 1178400145016GP40912, 1178, 146516WI40912, 1178, 146016I-JOISTS SPECIFIED AS TYPE "C" SERIESMANF TYPESIZE - DEPTH (IN)TJI 230ALLLP32WALLBCI6500ALLRFPI400912, 117870149016GP40912, 1178, 146516WI40912, 11786014, 16I-JOISTS SPECIFIED AS TYPE "D" SERIESMANF TYPESIZE - DEPTH (IN)TJI 3601178, 14, 16LP361178, 14, 16BCI601178, 14, 16RFPI7011789014, 16GP651178, 14, 16WI6011788014, 16I-JOIST MANUFACTURERSTJI = TRUS JOISTLP = LOUISIANA PACIFICBCI = BOISE CASCADERFPI = ROSEBURG FORESTGP = GEORGIA PACIFICWI = GEORGIA PACIFICI-JOIST ICC NUMBERSTJI: ESR-1153LP: ESR-1130BCI: ESR-1336RFPI: ESR-1251GP: ESR-1035WI: ESR-1225FLOOR JOIST SPECIFICATIONSCONCRETE EXPOSURE REQUIREMENTSACI 318 TABLE 19.3.1.1 - EXPOSURE CATEGORIES AND CLASSESCATEGORY CLASSCONDITIONFFREEZING ANDTHAWINGF0CONCRETE NOT EXPOSED TO FREEZING-AND-THAWINGCYCLESF1CONCRETE EXPOSED TO FREEZING-AND-THAWINGCYCLES WITH LIMITED EXPOSURE TO WATERF2CONCRETE EXPOSED TO FREEZING-AND-THAWINGCYCLES WITH FREQUENT EXPOSURE TO WATERF3CONCRETE EXPOSED TO FREEZING-AND-THAWINGCYCLES WITH FREQUENT EXPOSURE TO WATER ANDEXPOSURE TO DEICING CHEMICALSSSULFATEWATER SOLUBLESULFATE (SO42-) IN SOIL,PERCENT BY WEIGHT[1]DISSOLVED SULFATE (SO42-)IN WATER, PPM[2]S0SO42- < 0.10SO42- < 150S10.10 < SO42- < 0.20150 < SO42- < 1500 ORSEAWATERS20.20 < SO42- < 2.01500 < SO42- < 10,000S3SO42- > 2.00SO42- > 10,000WIN CONTACTWITH WATERW0CONCRETE DRY IN SERVICEW1CONCRETE IN CONTACT WITH WATER WHERE LOWPERMEABILITY IS NOT REQUIREDW2CONCRETE IN CONTACT WITH WATER WHERE LOWPERMEABILITY IS REQUIREDCCORROSIONPROTECTION OFREINFORCEMENTC0 CONCRETE DRY OR PROTECTED FROM MOISTUREC1CONCRETE EXPOSED TO MOISTURE BUT NOT TOEXTERNAL SOURCES OF CHLORIDESC2CONCRETE EXPOSED TO MOISTURE AND AN EXTERNALSOURCE OF CHLORIDES FROM DEICING CHEMICALS,SALT, BRACKISH WATER, SEAWATER, OR SPRAY FROMTHESE SOURCES[1] PERCENT SULFATE BY MASS IN SOIL SHALL BE DETERMINED BY ASTM C1580.[2] CONCENTRATION OF DISSOLVED SULFATES IN WATER, IN PPM, SHALL BEDETERMINED BY ASTM D516 OR ASTM D4130.ACI 318 TABLE 19.3.2.1 - REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASSEXPOSURECLASSMAXW/CMMIN f'cADDITIONAL MINIMUM REQUIREMENTSAIR CONTENTLIMITS ONCEMENTITIOUSMATERIALSF0N/A2500N/AN/AF10.55 3500PER TABLE 19.3.3.1 FOR CONCRETE ANDTABLE 19.3.3.3 FOR SHOTCRETEN/AF20.45 4500N/AF3 0.40[3] 5000[3]26.4.2.2(b)CEMENTITIOUS MATERIALS[4] - TYPESCALCIUMCHLORIDEADMIXTUREASTM C150 ASTM C595 ASTM C1157S0N/A2500NO TYPERESTRICTIONNO TYPERESTRICTIONNO TYPERESTRICTIONNORESTRICTIONS10.50 4000II[5][6]TYPES WITH(MS)DESIGNATIONMSNORESTRICTIONS20.45 4500V[6]TYPES WITH(HS)DESIGNATIONHSNOTPERMITTEDS3(OPTION 1)0.45 4500V PLUSPOZZOLANOR SLAGCEMENT[7]TYPES WITH(HS)DESIGNATIONPLUSPOZZOLAN ORSLAGCEMENT[7]HS PLUSPOZZOLAN ORSLAGCEMENT[7]NOTPERMITTEDS3(OPTION 2)0.45 4500V[8]TYPES WITH(HS)DESIGNATIONHSNOTPERMITTEDW0N/A2500NONEW1N/A250026.4.2.2 (d)W20.5 400026.4.2.2 (d)MAXIMUM WATER SOLUBLECHLORIDE ION (CL-) CONTENTIN CONCRETE, PERCENT BYWEIGHT OF CEMENT[9][10]ADDITIONAL PROVISIONSNON-PRESTRESSED-ISSUED CONCRETEPRESTRESSEDCONCRETECON/A2500 1.000.06NONEC1N/A2500 0.300.06C20.40 5000 0.150.06CONCRETE COVER (11)[1] THE W/CM IS BASED ON ALL CEMENTITIOUS AND SUPPLEMENTARY CEMENTITIOUSMATERIALS IN THE CONCRETE MIXTURE.[2] THE MAXIMUM W/CM LIMITS DO NOT APPLY TO LIGHTWEIGHT CONCRETE.[3] FOR PLAIN CONCRETE, THE MAXIMUM W/CM SHALL BE 0.45 AND THE MINIMUMFC′ SHALL BE 4500 PSI.[4] ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MATERIALS TO THOSE LISTED AREPERMITTED FOR ALL SULFATE EXPOSURE CLASSES WHEN TESTED FOR SULFATERESISTANCE AND MEETING THE CRITERIA IN26.4.2.2(C).[5] FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND CEMENTS WITH TRICALCIUMALUMINATE (C3A) CONTENTS UP TO 10 PERCENT ARE PERMITTED IF THE W/CM DOES NOTEXCEED 0.40.[6]OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE I OR TYPE III ARE PERMITTED INEXPOSURE CLASSES S1 OR S2 IF THE C3A CONTENTS ARE LESS THAN 8 PERCENT FOREXPOSURE CLASS S1 OR LESS THAN5 PERCENT FOR EXPOSURE CLASS S2.[7]THE AMOUNT OF THE SPECIfiC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE AMOUNT THAT HAS BEEN DETERMINED BY SERVICE RECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN CONCRETE CONTAINING TYPE V CEMENT. ALTERNATIVELY, THE AMOUNT OF THE SPECIfiC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE AMOUNT TESTED IN ACCORDANCE WITH ASTM C1012 AND MEETING THE CRITERIA IN 26.4.2.2(C).[8] IF TYPE V CEMENTIS USED AS THE SOLE CEMENTITIOUS MATERIAL, THE OPTIONALSULFATE RESISTANCE REQUIREMENT OF 0.040 PERCENT MAXIMUM EXPANSION IN ASTMC150 SHALL BE SPECIfiED.[9] THE MASS OF SUPPLEMENTARY CEMENTITIOUS MATERIALS USED IN DETERMININGTHE CHLORIDE CONTENT SHALL NOT EXCEED THE MASS OF THE PORTLAND CEMENT.[10] CRITERIA FOR DETERMINATION OF CHLORIDE CONTENT ARE IN 26.4.2.2.[11]CONCRETE COVER SHALL BE IN ACCORDANCE WITH 20.5.CONVENTIONAL WOOD FRAMING REQUIREMENTS - CBC TABLE 2304.10.2CONNECTIONNAILINGBLOCKING BETWEEN JOISTS OR RAFTERSTO TOP PLATES, TOENAIL(3) 8d COMMON , (3) 3" x 0.131" NAILS, OR (3) 3"14 GAGE STAPLESBLOCKING BETWEEN RAFTERS OR TRUSSNOT AT WALL TOP PLATES, TOENAIL,EACH END(2) 8d COMMON , (2) 3" x 0.131" NAILS, (2) 3" 14GAGE STAPLESBLOCKING BETWEEN RAFTERS OR TRUSSNOT AT WALL TOP PLATES, END NAIL(2) 16d COMMON , (3) 3" x 0.131" NAILS, (3) 3" 14GAGE STAPLESFLAT BLOCKING TO TRUSS/WEB FILLER,FACE NAIL16d COMMON , 3" x 0.131" NAILS, 3" 14 GAGESTAPLES @ 6" O.C.CEILING JOIST TO TOP PLATE, EACH JOIST,TOENAIL(3) 8d COMMON , (3) 3" x 0.131" NAILS, (3) 3" 14GAGE STAPLES, 716" CROWNCEILING JOIST, LAPS PARTITION, FACE NAIL- TABLE 2308.7.3.1(3) 16d COMMON , (4) 3" x 0.131" NAILS, (4) 3" 14GAGE STAPLES, 716" CROWNCEILING JOISTS TO PARALLEL RAFTERS,FACE NAIL - TABLE 2308.7.3.1PER TABLE 2308.7.3.1COLLAR TIE TO RAFTER, FACE NAIL(3) 10d COMMON, (4) 3" x 0.131" NAILS, OR (4) 3"14 GAGE STAPLESRAFTER OR ROOF TRUSS TO PLATE,TOENAIL - TABLE 2308.7.5(3) 10d COMMON, (4) 3" x 0.131" NAILS, OR (4) 3"14 GAGE STAPLESROOF RAFTER TO 2x RIDGE BEAM, ENDNAIL(2) 16d COMMON, (3) 3" x 0.131" NAILS, OR (3) 3"14 GAGE STAPLESROOF RAFTER TO 2x RIDGE BEAM, TOENAIL(3) 10d COMMON, (4) 3" x 0.131" NAILS, OR (4) 3"14 GAGE STAPLESSTUD TO STUD (NON-BRACED WALLPANELS), 24" O.C. FACE NAIL16d COMMON (3 12"x 0.162")STUD TO STUD (NON-BRACED WALLPANELS), 16" O.C. FACE NAIL3" x 0.131" NAILS, (3) 3" 14 GAGE STAPLESSTUD TO STUD AT INTERSECTING CORNER(BRACED), 16" O.C. FACE NAIL16d COMMON (3 12"x 0.162")STUD TO STUD AT INTERSECTING CORNER(BRACED), 12" O.C. FACE NAIL3" x 0.131" NAILS, (3) 3" 14 GAGE STAPLESBUILT-UP HEADER (2" TO 2"), 16" O.C. EACHEDGE, FACE NAIL16d COMMON (3 12"x 0.162")CONTINUOUS HEADER TO STUD, TOENAIL.(4) 8d COMMONTOP PLATE TO TOP PLATE, 16" O.C. FACENAIL16d COMMONTOP PLATE TO TOP PLATE, 12" O.C. FACENAIL3" x 0.131" NAILS, 3" 14 GAGE STAPLESTOP PLATE TO TOP PLATE, AT END JOINTS,EACH SIDE OF END JOINT, FACE NAIL (MIN.24" LAP SPLICE LENGTH EACH SIDE ENDJOINT)(8) 16d COMMON, (12) 3" x 0.131" NAILS, (12) 3"14 GAGE STAPLESBOTTOM PLATE TO JOIST, RIM JOIST, ORBLOCKING AT NON-BRACED PANEL, 16"O.C. FACE NAIL16d COMMONBOTTOM PLATE TO JOIST, RIM JOIST, ORBLOCKING AT NON-BRACED PANEL, 12"O.C. FACE NAIL3" x 0.131" NAILS, 3" 14 GAGE STAPLESBOTTOM PLATE TO JOIST, RIM JOIST, ORBLOCKING AT BRACED PANEL, 16" O.C.FACE NAIL(2) 16d COMMON, (4) 3" x 0.131" NAILS, (4) 3" 14GAGE STAPLESSTUD TO TOP OR BOTTOM PLATE, TOENAIL(4) 8d COMMON, (4) 3"x 0.131" NAILS, (4) 3" 14GAGE STAPLESSTUD TO TOP OR BOTTOM PLATE, ENDNAIL(2) 16d COMMON, (3) 3"x 0.131" NAILS, (3) 3" 14GAGE STAPLESTOP OR BOTTOM PLATE TO STUD, ENDNAIL(2) 16d COMMON, (3) 3"x 0.131" NAILS, (3) 3" 14GAGE STAPLESTOP PLATES, LAP AND INTERSECTIONS,FACE NAIL.(2) 16d COMMON , (3) 3" x 0.131" NAILS, OR (3)3" 14 GAGE STAPLES1" BRACE TO EACH STUD AND PLATE, FACENAIL.(2) 8d COMMON, (2) 3" x 0.131" NAILS, OR (2) 3"14 GAGE STAPLES1" x 6" SHEATHING TO EACH BEARING,FACE NAIL.(2) 8d COMMON, (2) 3" x 0.128" NAILS1" x 8" AND WIDER SHEATHING TO EACHBEARING, FACE NAIL.(3) 8d COMMON, (3) 3" x 0.128" NAILSJOIST TO SILL OR GIRDER, TOENAIL(3) 8d COMMON , (3) 3" x 0.131" NAILS, OR (3) 3"14 GAGE STAPLESRIM JOIST, BLOCKING TO TOP PLATE,TOENAIL.8d (2 1/2" x 0.131") AT 6" o/c, 3" x 0.131" NAILS AT6" o/c, OR 3" 14 GAGE STAPLES AT 6" o/c1" x 6" SUBFLOOR OR LESS TO EACH JOIST,FACE NAIL(2) 8d COMMON2" SUBFLOOR TO JOIST OR GIRDER, BLINDAND FACE NAIL(2) 16d COMMON2" PLANKS.(2) 16d COMMON AT EACH BEARINGBUILT-UP GIRDER AND BEAMS20d COMMON AT 32" o/c, 3" x 0.131" NAILS AT24" o/c, OR 3" 14 GAGE STAPLES AT 24" o/c AT,AT TOP AND BOTTOM, STAGGERED(2) 20d COMMON, (3) 3" x 0.131" NAILS, OR (3) 3"14 GAGE STAPLES AT ENDS AND AT EACHSPLICELEDGER STRIP, EACH JOIST OR RAFTER,FACE NAIL(3) 16d COMMON, (4) 3" x 0.131" NAILS, OR (4) 3"14 GAGE STAPLESJOIST TO BAND JOIST, FACE NAIL(3) 16d COMMON, (4) 3" x 0.131" NAILS, OR (4) 3"14 GAGE STAPLESBRIDGING TO JOIST, TOENAIL EACH END(2) 8d COMMON , (2) 3" x 0.131" NAILS, OR (2) 3"14 GAGE STAPLESBRIDGING TO JOIST, TOENAIL EACH END(2) 8d COMMON , (2) 3" x 0.131" NAILS, OR (2) 3"14 GAGE STAPLESDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 9176507-29-24FP23500,FP235012 7 3 6 9 V I A I N D U S T R I AT E M E C U L A , C A 9 2 5 9 0T E L E : 9 5 1 . 6 0 0 . 0 0 3 2W W W . I S E E N G I N E E R S . C O MS O C A L | N O R C A L | C O L O R A D OSTRUCTURAL NOTESSN23923
1.STRUCTURAL OBSERVATION:A.COORDINATION RESPONSIBILITIES OF CONTRACTOR: NOTIFY ARCHITECT(STRUCTURAL ENGINEER) 48 HOURS IN ADVANCE OF CRITICAL STAGES OFCONSTRUCTION INDICATED BELOW SO VISITS MAY BE SCHEDULED BYSTRUCTURAL OBSERVER. FAILURE BY CONTRACTOR TO MEET OBSERVATIONSCHEDULE MAY REQUIRE REMOVAL OF SUBSEQUENT WORK FOROBSERVATION. CONTRACTOR TO BEAR COSTS OF REMOVAL ANDREPLACEMENT OF FINISHED WORK OR FRAMING DAMAGED BY REMOVALPROCESS OR AS REQUIRED FOR CORRECTIVE ACTION.B.PRE-CONSTRUCTION MEETING: OWNER MAY COORDINATE AND CALL FORMEETING BETWEEN ARCHITECT (STRUCTURAL ENGINEER) RESPONSIBLE FORSTRUCTURAL DESIGN, STRUCTURAL OBSERVER, CONTRACTOR, AFFECTEDSUBCONTRACTORS AND SPECIAL INSPECTOR. STRUCTURAL OBSERVER WILLPRESIDE OVER THIS MEETING. PURPOSE OF MEETING IS TO IDENTIFY MAJORSTRUCTURAL ELEMENTS AND CONNECTIONS THAT AFFECT VERTICAL ANDLATERAL LOAD RESISTING SYSTEMS OF STRUCTURE AND TO REVIEWSCHEDULE OF STRUCTURAL OBSERVATION, MATERIALS TESTING, AND SPECIALINSPECTION OF PROJECT.C.CRITICAL STAGES OF CONSTRUCTION REQUIRING STRUCTURAL OBSERVATION:I. CASTING OF CONCRETEII. COVERING OF FRAMING2.MILL TEST REPORTS CERTIFYING MATERIALS: CONTRACTOR TO SUBMIT MILL TESTREPORTS CERTIFYING REINFORCING STEEL, STRESSING TENDONS, ANDSTRUCTURAL STEEL ARE OF IDENTIFIABLE TESTED STOCK TO OWNER, SPECIALINSPECTOR, ARCHITECT (STRUCTURAL ENGINEER) AND, UPON REQUEST, TOGOVERNING CODE AUTHORITY. ENSURE MATERIALS ARE PROPERLY TAGGED FORIDENTIFICATION. IF MILL TEST REPORTS CANNOT BE MADE AVAILABLE OR IFMATERIAL CANNOT BE IDENTIFIED, TESTING LABORATORY WILL PERFORM TESTSAS DIRECTED BY ARCHITECT (STRUCTURAL ENGINEER). CONTRACTOR SHALL PAYTESTING RELATED TO TESTS AND INSPECTIONS OF UNIDENTIFIABLE MATERIALSFURNISHED WITHOUT MILL LABORATORY FOR COSTS TEST REPORTS, MATERIALSFOUND DEFICIENT AFTER INITIAL TESTS AND INSPECTIONS, OR MATERIALSREPLACING DEFICIENT MATERIALS.A.ULTRASONIC EXAMINATION OF HEAVY ROLLED SHAPES AND THICK PLATES ATPROPOSED WELDED MOMENT CONNECTIONS: WHERE COMPLETEPENETRATION GROOVE WELDS OCCUR AT GROUPS 4 AND 5 STRUCTURALSTEEL SHAPES, AS DEFINED IN ASTM A6, AND PLATES EXCEEDING 2 INCHESTHICK, SUBMIT MILL TEST REPORTS TO ARCHITECT (STRUCTURAL ENGINEER)AND, UPON REQUEST, TO GOVERNING CODE AUTHORITY. MILL TEST REPORTSSHALL CERTIFY THAT CHARPY V-NOTCH TESTING WAS CONDUCTED INCOMPLIANCE WITH ASTM A6, SUPPLEMENTARY REQUIREMENT S5, INCLUDINGIMPACT TEST COMPLYING WITH ASTM A673 AT FREQUENCY P WITH MINIMUMAVERAGE VALUE OF 20 FT.-LBS. ABSORBED ENERGY AT 70 DEGREESFAHRENHEIT.3.CERTIFICATE OF COMPLIANCE FOR OFFSITE FABRICATION: SUBMIT FORSTRUCTURAL STEEL, GLU-LAMS, AND PLYWOOD-WEB JOISTS, PRECASTCONCRETE IN COMPLIANCE WITH APPLICABLE CODE SECTION 1701.7. SUBMIT TOOWNER, TESTING LABORATORY, ARCHITECT (STRUCTURAL ENGINEER) ANDGOVERNING CODE AUTHORITY.4.WELD TESTING AND INSPECTION: TESTING LABORATORY WILL SUBMIT WELD TESTRESULTS TO OWNER, CONTRACTOR, ARCHITECT (STRUCTURAL ENGINEER) AND,UPON REQUEST, TO GOVERNING CODE AUTHORITY. SEE SPECIFICATIONS FORTESTING REQUIREMENTS NOT INDICATED ON STRUCTURAL DRAWINGS.A.STRUCTURAL STEEL WELDING NOT DESTRUCTIVE TESTING REQUIREMENTS: APARTFROM VISUAL INSPECTION AND REVIEW OF FABRICATION AND ERECTION REPORTSOF FABRICATOR/ERECTOR'S OWN QUALITY CONTROL TESTING AND INSPECTION,OWNER'S TESTING LABORATORY WILL PERFORM INDICATED SHOP AND FIELDINSPECTION AND TESTING. TESTING LABORATORY WILL BE AWS CERTIFIED ANDWILL PROVIDE INSPECTORS FOR CONTINUOUS INSPECTION OF STEEL FABRICATIONAND ERECTION AND STRUCTURAL WELDING. SHOP AND FIELD TESTING OFMATERIALS AND WELDING WILL BE AS FOLLOWS:I.COMPLETE JOINT PENETRATION WELDS: FOR STRUCTURES IN RISK CATEGORYIII OR IV ULTRASONIC TESTING (UT) SHALL BE PERFORMED BY QA ON ALL CJPGROOVE WELDS SUBJECT TO TRANSVERSELY APPLIED TENSION LOADING INBUTT, T- AND CORNER JOINTS, IN MATERIALS 5/16 IN. THICK OR GREATER. FORSTRUCTURES IN RISK CATEGORY II, UT SHALL BE PERFORMED BY QA ON 10%OF CJP GROOVE WELDS IN BUTT, T- AND CORNER JOINTS SUBJECT TOTRANSVERSELY APPLIED TENSION LOADING, IN MATERIALS 5/16 IN THICK ORGREATER. FOR STRUCTURES IN RISK CATEGORY I, NDT OF CJP GROOVE WELDSIS NOT REQUIRED. FOR ALL STRUCTURES IN ALL RISK CATEGORIES, NDT OF CJPGROOVE WELDS IN MATERIALS LESS THAN 5/16 IN THICK IS NOT REQUIRED.II.ACCESS HOLES: THERMALLY CUT SURFACES OF ACCESS HOLES SHALL BETESTED BY QA USING MT OR PT, WHEN THE FLANGE THICKNESS EXCEEDS 2 IN.(50 MM) FOR ROLLED SHAPES, OR WHEN THE WEB THICKNESS EXCEEDS 2 INFOR BUILT-UP SHAPES. ANY CRACK SHALL BE DEEMED UNACCEPTABLEREGARDLESS OF SIZE OR LOCATION.5.CONTINUOUS SPECIAL INSPECTION: UNLESS OTHERWISE INDICATED,CONTINUOUS SPECIAL INSPECTION WILL BE PERFORMED BY SPECIAL INSPECTORCOMPLYING WITH APPLICABLE CODE SECTION 1701 AND SPECIFICALLY APPROVEDBY GOVERNING CODE AUTHORITY FOR EACH INSPECTION CATEGORY BELOW.PERIODIC INSPECTION IS NOT PERMITTED UNLESS INDICATED IN THE PROGRAM OROTHERWISE ACCEPTED BY ARCHITECT (STRUCTURAL ENGINEER). SEESPECIFICATIONS FOR ADDITIONAL SPECIAL INSPECTION REQUIREMENTS.QUALITY ASSURANCE (STRUCTURAL OBSERVATION,MATERIALS TESTING, AND SPECIAL INSPECTION)REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS PER TABLE 1705.6CHECK IFREQUIREDTYPECONTINUOUS PERIODICXVERIFY MATERIALS BELOW SHALLOWFOUNDATIONS ARE ADEQUATE TO ACHIEVE THEDESIGN BEARING CAPACITYXXVERIFY EXCAVATIONS ARE EXTENDED TO PROPERDEPTH AND HAVE REACHED PROPER MATERIALXXPERFORM CLASSIFICATION AND TESTING OFCOMPACTED FILL MATERIALSXXVERIFY USE OF PROPER MATERIALS, DENSITIESAND LIFT THICKNESS DURING PLACEMENT ANDCOMPACTION OF COMPACTED FILLXXPRIOR TO PLACEMENT OF COMPACTED FILL,INSPECT SUBGRADE AND VERIFY THAT SITE HASBEEN PREPARED PROPERLYXEXCEPTIONS:WHERE SECTION 1803 DOES NOT REQUIRE REPORTING OF MATERIALS AND PROCEDURESFOR FILL PLACEMENT, THE SPECIAL INSPECTOR SHALL VERIFY THAT THE IN-PLACE DRYDENSITY OF THE COMPACTED FILL IS NOT LESS THAN 90 PERCENT OF THE MAXI-MUM DRYDENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED IN ACCORDANCE WITH ASTMD1557REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION PER TABLE1705.3CHECK IFREQUIREDTYPECONTINUOUS PERIODIC--1. INSPECT REINFORCEMENT, INCLUDINGPRESTRESSING TENDONS, AND VERIFYPLACEMENTX2. REINFORCING BAR WELDING:--a. VERIFY WELDABILITY OF REINFORCINGBARS OTHER THAN ASTM A706;X--b. INSPECT SINGLE-PASS FILLET WELDS,MAXIMUM 516"; ANDX--C. INSPECT ALL OTHER WELDSX--3. INSPECT ANCHORS CAST IN CONCRETEX4. INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERSXa. ADHESIVE ANCHORS INSTALLED INHORIZONTALLY OR UPWARDLY INCLINEDORIENTATIONS TO RESIST SUSTAINED TENSIONLOADSb. MECHANICAL ANCHORS AND ADHESIVEANCHORS NOT DEFINED ABOVEX--X--5. VERIFY USE OF REQUIRED DESIGN MIXX--6. PRIOR TO CONCRETE PLACEMENT, FABRICATESPECIMENS FOR STRENGTH TESTS, PERFORMSLUMP AND AIR CONTENT TESTS, AND DETERMINETHE TEMPERATURE OF THE CONCRETEX--7. INSPECT CONCRETE AND SHOTCRETEPLACEMENT FOR PROPER APPLICATIONTECHNIQUESX--8. VERIFY MAINTENANCE OF SPECIFIED CURINGTEMPERATURE AND TECHNIQUESX--9. INSPECT PRESTRESSED CONCRETE FOR:a. APPLICATION OF PRESTRESSING FORCES; ANDb. GROUTING OF BONDED PRESTRESSINGTENDONSX--X--10.INSPECT ERECTION OF PRECAST CONCRETEMEMBERSX11. FOR PRECAST CONCRETE DIAPHRAGM CONNECTIONS OR REINFORCEMENT AT JOINTSCLASSIFIED AS MODERATE OR HIGH DEFORMABILITY ELEMENTS (MDE OR HDE) INSTRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E OR F, INSPECT SUCHCONNECTIONS AND REIN-FORCEMENT IN THE FIELD FOR:--A.INSTALLATION OF THE EMBEDDED PARTSX--B. COMPLETION OF THE CONTINUITY OFREINFORCEMENT ACROSS JOINTS.X--C. COMPLETION OF CONNECTIONS IN THE FIELD.X--12. INSPECT INSTALLATION TOLERANCES OFPRECAST CONCRETE DIAPHRAGMCONNECTIONS FOR COMPLIANCE WITH ACI 550.5.X--13. VERIFY IN-SITU CONCRETE STRENGTH, PRIORTO STRESSING OF TENDONSIN POST-TENSIONED CONCRETE AND PRIOR TOREMOVAL OF SHORES ANDFORMS FROM BEAMS AND STRUCTURAL SLABS.X--14. INSPECT FORMWORK FOR SHAPE, LOCATIONAND DIMENSIONS OF THE CONCRETE MEMBERBEING FORMEDXEXCEPTIONS:1. ISOLATED SPREAD FOOTINGS OF BUILDINGS THREE STORIES OR LESS ABOVE GRADEPLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK.2. CONTINUOUS CONCRETE FOOTINGS SUPPORTING WALLS OF BUILDINGS THREE STORIESOR LESS ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK WHERE: 2.1. THE FOOTINGS SUPPORT WALLS OF LIGHT FRAME CONSTRUCTION; 2.2. THE FOOTINGS ARE DESIGNED IN ACCORDANCE WITH 1809.7; OR 2.3 THE STRUCTURAL DESIGN OF THE FOOTING IS BASED ON f'c= 2,500 PSI OR LESS,REGARDLESS OF THE COMPRESSIVE STRENGTH SPECIFIED IN THE IN THE CONSTRUCTIONDOCUMENTS OR USED IN THE FOOTING CONSTRUCTION.3. NON STRUCTURAL CONCRETE SLABS SUPPORTED DIRECTLY ON THE GROUND, INCLUDINGPRESTRESSED SLABS ON GRADE, WHERE THE EFFECTIVE PRE-STRESS IS LESS THAN 150 PSI.4. CONCRETE FOUNDATION WALLS CONSTRUCTED WITH TABLE 1807.1.6.25. CONCRETE PATIOS, DRIVEWAYS AND SIDEWALKS ON GRADE.Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 9176507-29-24FP23500,FP235012 7 3 6 9 V I A I N D U S T R I AT E M E C U L A , C A 9 2 5 9 0T E L E : 9 5 1 . 6 0 0 . 0 0 3 2W W W . I S E E N G I N E E R S . C O MS O C A L | N O R C A L | C O L O R A D OSTRUCTURAL NOTESSN32439
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2SD1(E) 10x10x58 HSS(E) 10x10x58 HSSDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 9176507-29-24FP23500,FP235012 7 3 6 9 V I A I N D U S T R I AT E M E C U L A , C A 9 2 5 9 0T E L E : 9 5 1 . 6 0 0 . 0 0 3 2W W W . I S E E N G I N E E R S . C O MS O C A L | N O R C A L | C O L O R A D ODO NOT SCALE PLANS FOR CONSTRUCTION DIMENSIONS. ALL CONSTRUCTION DIMENSIONS SHOULD BEVERIFIED WITH THE ARCHITECTURAL SET OF PLANSENLARGED FOUNDATION PLANSCALE : 1/4" = 1'-0"1. INSTALL HOLDOWN ANCHOR BOLTS PER 8/SD1. PROVIDE AND INSTALL ALL U.S.P. OR SIMPSON LUMBERCONNECTORS (OR EQUAL) FOUNDATION HARDWARE PER MANUFACTURERS RECOMMENDATIONS. DEEPENFOOTING WHERE NECESSARY TO PROVIDE ANCHOR EMBEDMENT AT HOLDOWN LOCATIONS.2. REFER TO SHEARWALL SCHEDULE 1/SD2 FOR ANCHOR BOLT SPACING AND DETAIL 8/SD1 FOR ANCHOR BOLTINSTALLATION.3. REFER TO DETAIL PACKAGE FOR TYPICAL CONDITIONS NOT SPECIFICALLY CALLED OUT OR NOTED ON PLANS.4. ALL DIMENSIONS SHALL BE PER THE CURRENT APPROVED STAMPED SET OF ARCHITECTURAL PLANS. OUROFFICE SHOULD BE NOTIFIED IMMEDIATELY IF DISCREPANCIES EXIST BETWEEN THE ARCHITECTURAL &STRUCTURAL PLANS.5. CONSTRUCT CONTINUOUS FOOTINGS AT CORNERS AND INTERSECTIONS PER DETAIL 16/SD1.6.FOUNDATION SIZES, DEPTHS, AND REINFORCEMENT SHOULD BE COORDINATED WITH THEOWNER/DEVELOPER'S SOILS ENGINEERS REPORT. SOILS ENGINEER REPORT MAY REQUIRE ADDITIONAL ITEMSNOT NOTED ON THE STRUCTURAL PLANS.7. CLIENT/OWNER SHALL ADDRESS CORROSIVE SOIL CONDITIONS. FOR HIGH SULFATE SOIL CONDITIONS,MITIGATE PER ACI TABLE 19.3.2.1. THE CLIENT/OWNER SHALL HAVE A CORROSION ENGINEER PROVIDEMITIGATION RECOMMENDATIONS FOR ALL OTHER CORROSIVE SOIL CONDITIONS. CLIENT IS RESPONSIBLE TOREVIEW STRUCTURAL PLANS AND DETAILS FOR COMPLIANCE TO CORROSION ENGINEER'SRECOMMENDATIONS PRIOR TO CONSTRUCTION.FOUNDATION NOTESFOUNDATION LEGEND & SYMBOLSAT XX" O.C.DETAIL #SHEET #ANCHOR/SPACINGTYPELENGTHWALLCALC IDEND POST W/HOLDOWNXL=XWXXXXINDICATES: NEW CONCRETE SLAB & FOOTING. FOOTING SIZE ANDREINFORCING PER DETAIL SHEET SD1INDICATES: DETAIL CUT LOCATION. REFER TO DETAIL # ANDSTRUCTURAL SHEET NUMBER FOR MORE INFORMATION. TEXT ABOVEBUBBLE INDICATES REVISED HARDWARE OTHER THAN NOTED IN DETAILINDICATES: WOOD SHEAR WALL LOCATION. REFER TO DETAIL 11/SD1 FORANCHOR BOLT SIZE & SPACING AT EACH SHEAR WALL TYPE. PROVIDE 3" SQx 0.229" ANGLE SLOTTED PLATE WASHERS AT EACH ANCHOR BOLT.REDUCE BOLT SPACING BY HALF AT DOUBLE SIDED SHEAR WALLS.FOUNDATION LEGEND & SYMBOLSINDICATES: EXISTING CONCRETE SLAB & FOOTING. FOOTING SIZE ANDREINFORCING PER PLAN(E) FT'GGEOTECHNICAL INFORMATION1. REFER TO STRUCTURAL COVER SHEET (SCS) FOR ASSUMED SOIL VALUES:2. PRIOR TO REQUESTING A BUILDING DEPARTMENT FOUNDATION INSPECTION, THE SOILS ENGINEER SHALLCERTIFY IN WRITING THAT:a. THE BUILDING PAD WAS PREPARED IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE SOILSREPORT,b. THE FOOTINGS EXTEND TO THE PROPER DEPTH OR BEARING STRATA,c. UTILITY TRENCHES ARE PROPERLY BACKFILLED AND COMPACTED,d. AND THAT THE CONDITIONS FOUND MATCH THOSE ASSUMED IN THE SOILS REPORT.3. THE OWNER/DEVELOPER AND SUBCONTRACTORS ARE TO REVIEW THE SOILS REPORT PRIOR TO COMMENCINGCONSTRUCTION AND VERIFY THE PLANS COMPLY WITH THE CURRENT SOILS REPORT RECOMMENDATIONS.THE STRUCTURAL ENGINEER SHALL BE NOTIFIED IF THE SOILS REPORT DATE SHOWN ON SHEET (SCS) DOESNOT MATCH THE CURRENT REPORT DATE. THE OWNER/DEVELOPER IS RESPONSIBLE FOR UPDATING THESTRUCTURAL ENGINEER WITH CURRENT GEOTECHNICAL ENGINEERING REQUIREMENTS.FOUNDATION PLANS12539
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AT ROOF HUCHGRHUCHGR1SD4BCPOSTCAPBCPOSTCAPDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 9176507-29-24FP23500,FP235012 7 3 6 9 V I A I N D U S T R I AT E M E C U L A , C A 9 2 5 9 0T E L E : 9 5 1 . 6 0 0 . 0 0 3 2W W W . I S E E N G I N E E R S . C O MS O C A L | N O R C A L | C O L O R A D ODO NOT SCALE PLANS FOR CONSTRUCTION DIMENSIONS. ALL CONSTRUCTION DIMENSIONS SHOULD BEVERIFIED WITH THE ARCHITECTURAL SET OF PLANSENLARGED PARTIAL ROOF PLANSCALE : 1/4" = 1'-0"PARTIAL ROOF PLAN1. REFER TO STRUCTURAL GENERAL NOTE SHEET (SN SERIES) AND DETAILS (SD SERIES) FOR INFORMATION NOTSHOWN ON THE MAIN FRAMING PLANS.2. REFER TO MAIN FRAMING PLAN FOR ALL INFORMATION NOT SHOWN ON THE ALTERNATE ELEVATIONS ANDOPTIONS.3. SPLICE ALL EXTERIOR WALL AND INTERIOR SHEAR WALL TOP PLATE BREAKS PER DETAIL 4/SD2, TYP.INDICATES DETAIL CUT LOCATION. REFER TO DETAIL # AND STRUCTURALSHEET NUMBER FOR MORE INFORMATION. TEXT ABOVE BUBBLEINDICATES REVISED HARDWARE OTHER THAN NOTED IN DETAILDETAIL #REQ. HDWRSPACINGXXINDICATES:1.WALL OPENING HEADER PER FRAMING SCHEDULE BELOW2. PROVIDE (1) 2x TRIMMER EACH SIDE U.N.O. ON PLAN3. PROVIDE KING STUDS EACH SIDE PER DETAIL 5/SD2 U.N.O. ON PLAN.AT XX" O.C.XXHU BM TO BM HGRTYP., U.N.O, PERPLAN AS OCCURS.USE CONCEALEDFLANGE HGR ASNEEDEDINDICATES:1.BEAM AS NOTED ON PLANS2. PROVIDE BEARING STUDS OR POST EACH END TO MATCH WIDTH OFBEAM AND SUPPORT WALL , U.N.O.3. (1) 2x WALL STUD ALIGNED AT 1 34" WIDE LSL BEAMS ISACCEPTABLE4. BEAM SHOULD BE INSTALLED WITH BOTTOM ON TOP PLATE U.N.O.XXXINDICATES 2x4 STUD WALL PER PLAN & DETAIL 5/SD2. COORDINATESTUD WALL SIZE WITH ARCH. PLANS.INDICATES 2x6 STUD WALL PER PLAN & DETAIL 5/SD2. COORDINATESTUD WALL SIZE WITH ARCH. PLANS.SHEET #INDICATES SPAN AND DIRECTION OF ROOF RAFTERS. RAFTER SIZE ANDSPACING PER PLANS.TENSION STRAPL=X'-XX"INDICATES: DRAG TIE STRAP TO ROOF/FLOOR BLK'GLENGTH SHOWN INDICATES STRAP LENGTH OFF WALLINDICATES: DRAG TIE STRAP PER PLAN OR DETAIL SHOWN ON PLANS.FRAMING NOTESFRAMING LEGEND & SYMBOLSINDICATES:1.WOOD SHEAR WALL PANEL LOCATION PER PLAN INSTALLED FULLHEIGHT OF WALL2.REFER TO DETAIL 1/SD2 SHEAR WALL SCHEDULE FOR ADDITIONALREQUIREMENTS3. PROVIDE POST AND STRAP/HOLDOWN EACH END OF WALL MIN ASINDICATED PER PLAN4. AT UPPER FLOORS WHERE WALL SHEATHING DOES NOT EXTENDAND EDGE NAIL TO FLOOR RIM PROVIDE SILL PLATE NAILING ORSCREWS PER DETAIL 1/SD2TYPELENGTHWALLCALC IDEND POST W/HOLDOWNXL=XWXS22639
SLAB & FOOTING SPECIFICATIONSLABEL1-STORY12"24" MIN.6" 2-#4 BARS ATTOP & BOTTOM4" SLAB w/ #4 BARS AT 16"O.C.E.W. AT SLAB CENTER10 MIL OVER 4"FREE-DRAINING GRAVELOVER COMPACTED FILLABCDEFREFER TO DETAIL 1/SD1 FORINFORMATION NOT PROVIDED6"8"REFER TO DETAIL 1/SD1 FORINFORMATION NOT PROVIDED6"CONC.FT'G PER PLAN4'-0" LONG DOWELS TOMATCH TOP & BOTT. FT'GREINF.#4 x 2'-6" DOWELS AT 1'-6"O.C.DROP TOP OF SLAB AT EXT.FLATWORK WHERE REQ'D15SCALE: N.T.S.TYPICAL CONCRETE REINFORCING BAR DETAILS16SCALE: N.T.S.TYPICAL REINFORCING @ FOOTING INTERSECTIONSNOTES:1.EMBEDMENT: ANCHOR BOLTS EMBEDMENT SHALL BE 7" EMBEDMENT INTO CONCRETE.EMBEDMENT SHALL BE FROM TOP OF SLAB AT MONOPOUR. EMBEDMENT SHALL BE AT BEFROM COLD-JOINT AT DUAL POUR CONDITIONS. AT CURB/WALL CONDITION, EMBEDMENTSHALL BE FROM TOP OF CURB/WALL.2.BOLT NUT & WASHER: ANCHOR BOLTS SHALL BE EITHER: L-BOLTS OR HEADED BOLTS.PROVIDE PROPER NUT & STANDARD (ANSI) 1 14" Ø x 0.100" THICK CUT WASHERS AT ALLBEARING, AND NON-SHEAR WALL ANCHOR BOLT LOCATIONS. PROVIDE STANDARD (ANSI) 1 14" Øx 0.100" THICK CUT WASHERS AND 3" x 3" x 0.229" THICK ANGLE SLOTTED PLATE WASHER ATALL SHEAR WALL ANCHOR BOLT LOCATIONS.3.MINIMUM ANCHORS: MINIMUM (2) ANCHOR BOLTS PER PIECE OF SILL PLATE. ANCHOR BOLTSSHALL BE LOCATED WITHIN 7" MIN OR 12" MAX FROM THE END OF ANY SILL PLATE BREAK.4.EDGE & END DISTANCE: ANCHOR BOLTS SHALL MAINTAIN A MINIMUM 1-34" EDGE OFCONCRETE DISTANCE & 1" EDGE OF SILL PLATE DISTANCE. SQUARE WASHER SHALL BEMAXIMUM 12" DISTANCE FROM EDGE OF SILL PLATE ON SHEAR SIDE.ALT BEND DIRECTION @EVERY OTHER BARLAP SPLICELAP SPLICENOTE: SEE TYPICALCONCRETE REINFORCINGBAR DETAIL FOR LAPSPLICE & STD HOOKLENGTHSLAP SPLICELAP SPLICESTD HOOK INNERBARS @ CORNERTWO LAYERS OF REINFORCINGONE LAYER OF REINFORCINGLd1.5d OR1" MAXBARDIA. "d"6d3" MIN4d (#3, #4, #5)6d (#6, #7, #8)12d (#6,#7, #8)6d (#3, #4, #5);3" MINDETAILING4d (#3, #4, #5)6d (#6, #7, #8)BARDIA. "d"4d2 1/2" MIN4d (#3 - #8)5d (#9 - #11)BAR DIA. "d"Ldh4d (#3 - #8)5d (#9 - #11)BAR DIA. "d"12d 112"112"LdhLAP SPLICEBARDIA."d"DIMENSION 90 DEGHOOK135 DEGHOOK135 DEGHOOK135 DEGHOOKNOTES:1. TABULATED VALUES ARE BASED ON A MINIMUM YIELD STRENGTH OF 60,000 PSI FOR ALLREINFORCING AND NORMAL WEIGHT CONCRETE.2. SPACING OF REINFORCING BEING SPLICED SHALL BE GREATER THAN ONE BAR DIAMETER PLUSTWICE THE CONCRETE COVER.3. "TOP" INDICATES A TOP BAR WHICH ARE DEFINED AS HORIZONTAL REINFORCING WITH MORETHAN 12" OF CONCRETE CAST BELOW THE BAR.4. LENGTHS ARE FOR UNCOATED BARS ONLY.5. FOR LIGHTWEIGHT CONCRETE, DIVIDE THE CORRESPONDING TABULATED VALUE BY 0.75.STANDARD HOOKDEVELOPMENT LENGTH (Ldh)BAR SIZEf'c= 2,500 psi#39"#412"#515"#618"#721"#824"#927"STIRRUP/TIE90° BENDHOOKS & BENDS180° BENDSTIRRUP/ BEAM TIECLOSED TIE / HOOPSTIRRUP/ CROSS TIEROUND HOOPLAP SPLICEF'c = 2,500 PSITENSION DEVELOPMENT (Ld) AND LAP SPLICE (L) LENGTH FOR BARS IN WALLS,SLABS, AND FOOTINGSBAR SIZELAPCLASSCOVER = 0.75" COVER = 1.5" COVER = 2" COVER = 3"UNCOATED UNCOATED UNCOATED UNCOATEDTOP OTHER TOP OTHER TOP OTHER TOP OTHER#3A15"12"15" 15" 15" 15" 15" 15"B19"15"19" 19" 19" 19" 19" 19"#4A 24"18" 19" 19" 19" 19" 19" 19"B31"24"25" 25" 25" 25" 25" 25"#5A35"27" 24" 24" 24" 24" 24" 24"B45" 35" 31" 31" 31" 31" 31" 31"#6A 47"36" 29" 29" 29" 29" 29" 29"B61"47"37" 37" 37" 37" 37" 37"#7A76" 59"47"36"41"32"41"32"B99" 76" 61"47"54"41"54"41"#8A94"72"59" 45"47"36"47"36"B 122"94"77"59" 48"47"61"47"#9A113" 87"72"56" 58" 45" 53"41"B 147"113"94"72"76" 58" 69" 53"BAR DIA. "d"CRITICAL SECTION (JOINT FACE AT STDHK, OR OUTSIDE OF TIES (CONFINED)AREA)90 DEG HOOKS135 DEG HOOKSALTERNATE TIELOCATIONS135 DEG AND90 DEG HOOKS180 DEGHOOKEDGE OFCONCRETE90 DEG STDHOOKW8"NO PIPES THRUBOTT. 8" OF FT'G1'-0" MIN.STEEL SLEEVE 2" LARGERTHAN PIPE THRU FOOTINGMAX. DIAMETER = 13WMIN. SPACING = 3dPIPE THRU FT'GWHERE OCCURSPIPE WITHIN 1'-0" OFBOTT. OF FT'G REQ'SSLURRYPIPE 1'-0" BLW BOTT. OFFT'G REQ'S NO SLURRYFOOTING SECTIONd 1'-0"NO PIPES THRU TOP 1'-0"B.O. FT'GB.O. SLAB1'-6"F.G.MIN. FTG TO DAYLIGHTPER CIVIL/GEOTECH9"PIPE & SLEEVE SECTIONPERPENDICULAR TO FT'GEXCAVATION BACKFILLPER SOILS ENGINEER2NO TRENCHES BLW LINEAFTER FOUNDATION POUR1NO TRENCHINGALLOWEDCDFFILLTRENCHES BELOW THISLINE ACCEPTABLE WITHONLY WITH CONTROLLEDDENSITY FILL BACKFILLEDPRIOR TO FOUNDATIONPOURNO TRENCHINGBELOW THIS LINE11SEE NOTE 4
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MAX 1/4"x3"x3" PLATE WASHER AT4" WALLS, AND 1/4"x3"x(LENGTH REQ'D) AT 6" orWIDER WALLSALTERNATE LAYOUT AT DOUBLE SIDED SHEAR WALLLAYOUT AT DOUBLE SIDED SHEAR WALLLAYOUT AT SINGLE SIDED SHEAR WALL2x STUD WALLSHEAR PANEL PER PLANANCHOR BOLT & SPACINGPER SCHEDULE BELOW,U.N.O. PER PLANPLATE WASHER 1/4"x3"x3"DIAG. SLOTTED PLATEWASHER IS PERMITTED W/ADDED STD CUT WASHERBTWN NUT & SLOTTEDWASHERSHEAR PANELPER PLANSHEAR PANELPER PLAN2x STUD WALLPLATE WASHER 1/4"x3"x3"1SCALE: N.T.S.SLAB & FOOTING SPECIFICATIONS17SCALE: N.T.S.FOOTING TRENCH & PIPES THRU FOOTING11SCALE: N.T.S.TYPICAL SILL PLATE ANCHOR BOLTSPECIFICATIONSBEARING & SHEAR WALL SILL PLATE FOUNDATION ATTACHMENTSHEAR WALL TYPEMAXIMUM HARDWARE SPACING (INCHES ON CENTER)58" Ø ANCHOR BOLTSNON-SHEAR72"648"432"324"216"2A16"2B12"7SCALE: N.T.S.FOOTING TO (E) FOOTING6SCALE: N.T.S.SLAB TO (E) FOOTINGEMBED DOWELS INTO (E)CONC. W/- SET-XP EPOXYADHESIVE(E) CONC. FT'GEMBED DOWELS INTO (E)CONC. W/- SET-XP EPOXYADHESIVE (ESR-2508)(E) CONC. FT'GEFTHIS DETAIL IS NOTINTENDED TO REPLACESHEAR WALL END HOLDOWNANCHOR RODS OR SSTBBOLTSREFER TO 11/SD1 FORPROPER ANCHOR SPACING& WASHER REQUIREMENTS2x STUD WALL USED ASEXTERIOR WALL ORINTERIOR BEARING, SHEARWALL58"∅ x 10" LONG TITEN HD AT2x OR 3x SILL PLATE TORETROFIT SILL ANCHORAGEEXISTING CONCRETEFOUNDATION5 14" MIN.
EMBED.LOCATE & AVOID DRILLINGREBAR DURINGINSTALLATION OF ANCHORS10SCALE: N.T.S.ANCHOR BOLT RETROFIT AT EXTERIOR & INTERIORBEARING & SHEAR WALLSREFER TO DETAIL 1/SD1 FORINFORMATION NOTPROVIDED8" MIN.3", TYP.2x STUD WALL ASOCCURS PER PLANw/ A.B. PER DETAIL 11COMPACTED FILL PERSOILS ENG.OPTIONALCOLD JOINT ATDUAL POUREXTERIORFLATWORKAS OCCURSPER ARCH.EFDAAT DUAL POUR ONLYA.B. SHALL EMBED 7"MIN BLW COLDJOINT2SCALE: N.T.S.EXTERIOR FOOTINGEXTERIOR CONDITIONINTERIOR CONDITION"Le"HOLDOWN ANCHOR BOLTSCHEDULEHD A.B.Le (IN)HTT4SSTB2016-5/8HTT5 SSTB2016-5/8HDU5 SSTB2420-5/8HDU8SSTB2824-7/8HDU11SB1x30 24HDU14SB1x30 24REFER TO MFR CATALOGFOR NUMBER & SIZE OFFASTENERS FROM POST TOHOLDOWN FOR MAXIMUMCAPACITY ONLYEFEFHOLDOWN POST ASOCCURS PER PLANANCHOR BOLT PERTABLE"Le"
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AT DUAL POUR
CONCRETE FOOTING PERPLANHOLDOWN POST ASOCCURS PER PLANANCHOR BOLT PERTABLE ABVDEEPEN FT'G AS NEEDEDTO MAINTAIN 3" CLEARAT A.B. EMBED FOR ADISTANCE Le EACH SIDEOF BOLTCONCRETE FOOTING PERPLANDEEPEN FT'G AS NEEDEDTO MAINTAIN 3" CLEARAT A.B. EMBED FOR ADISTANCE Le EACH SIDEOF BOLT3SCALE: N.T.S.SSTB & SB HOLDOWN ROD AT INTERIOR ANDEXTERIOR FOOTINGSBDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 9176507-29-24FP23500,FP235012 7 3 6 9 V I A I N D U S T R I AT E M E C U L A , C A 9 2 5 9 0T E L E : 9 5 1 . 6 0 0 . 0 0 3 2W W W . I S E E N G I N E E R S . C O MS O C A L | N O R C A L | C O L O R A D OSTRUCTURAL FOUNDATION DETAILSSD12739
COMMON HOLDOWNS AT SHEAR WALLSCONTINUOUS EDGE CONDITION - LTP4CONTINUOUS EDGE CONDITION - POSTCORNER CONDITION - A35CORNER CONDITION - LTP4NOTES:1. RUN LONG DIMENSION OF SHEATHING ACROSS (PERPENDICULAR TO) JOIST AND RAFTERS.PANELS SHALL BE SPACED 18" FOR THERMAL EXPANSION.2. STAGGER END JOINTS 2'-0" MINIMUM.3. BOUNDARY NAILING APPLIES TO PERIMETER PLATE LINES, CHORDS, TIES, AND AS CALLEDFOR ON DRAWINGS.4. SEE PLANS FOR NAILING AT BLOCKED DIAPHRAGMS.5. NAILS SHALL HAVE 38" MIN. EDGE DISTANCE.6. ALL JOISTS AND RAFTERS SHALL BE LAID OUT IN 4'-0" MODULE TO COINCIDE WITH THESHEATHING.7. USE TONGUE-AND-GROOVE SHEATHING AT FLOORS, UNLESS NOTED OTHERWISE.8. SEE DETAIL 'B' FOR FRAMING WHERE SHEATHING JOINTS ARE OFFSET DUE TO RAFTER ORJOIST LAP SPLICES.9. PROVIDE A 18" GAP BETWEEN ALL PANEL EDGES TYPICAL.2'-0" MIN.WIDTHNOTES:1. ALL ROOF AND FLOOR SHEATHING TO BE EXPOSURE 1 OR EXTERIOR PER TABLE 2306.3.1.716" SHEATHING IS NOT STRUCTURALLY ACCEPTABLE FOR ROOF SHEATHING.2. FOR FLOOR SHEATHING, WOOD STRUCTURAL PANEL SHALL BE UNDERLAYMENT GRADE.ALL FLOOR SHEATHING SHALL BE GLUED TO FRAMING.3. ALL ROOF NAILS MUST BE 8d. ALL FLOOR NAILS MUST BE 10d. IN LIEU OF 10d NAILS ATFLOOR SHEATHING, #8 x 2" LONG SCREWS MAY BE USED.4. FOR ALL FLOOR SHEATHING, PANEL EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS OR SHALL BE SUPPORTED WITH BLOCKING. NOT REQUIRED WHENLIGHTWEIGHT CONCRETE IS PLACED OVER THE SUBFLOOR.16"16"16"16"2 1/16"1/2"1" 1 1/2"3"1 1/4"AT BM NAIL EVERY OTHERSET OF HOLESNAIL ROUND HOLES ONLY"L1""L2""L2""L2""L1""L2"SCALE: N.T.S.HORIZONTAL DIAPHRAGM LAYOUT AND NAILINGSCHEDULEHORIZONTAL ROOF AND FLOOR SHEATHINGSCHEDULEBEAM DRAG CONNECTIONSDRAG STRAP TO BEAM OR JOIST CONNECTIONHORIZONTAL DIAPHRAGM SCHEDULE - 2022 CBCMAXIMUMSPACINGPANEL DESCRIPTIONNAIL SIZEEDGENAILINGBOUNDARYNAILINGFIELDNAILINGROOF24" O.C.1532" WOOD STRUCTURAL PANEL,24/O8d 6" o.c. 6" o.c. 12" o.c.NOTCHED/DRILLED STUD WALL NOTES: (CBC SECTIONS 2308.5.9 & 2308.5.10)1. DO NOT NOTCH OR DRILL MORE THAN 3 CONSECUTIVE BEARING OR SHEAR WALL STUDS.2. ALL HOLES SHOULD BE CENTERED ON STUDS, TYPICAL.WIDTH1"MINCENTER STRAPSON NOTCHALLOWABLE NOTCHES AND HOLES IN TOP PLATESPLATE SIZE "D" DEPTH WIDTHHOLE Ø2x41"4 12" MAX1" MAX2x62"4 12" MAX3" MAX2x4 STUDS:2x6 STUDS:2x4 STUDS:2x6 STUDS:CTS218 STRAP LOCATIONS AT NOTCHCS OR CMST STRAP LOCATIONS AT HOLE**REPLACES 4/SD2 COLLECTOR STRAPSCTS218 ICC ES-ESR 2105DIA.DTOP PLATE NOTCH - STRAP REINFORCING (DTL 4/SD2)DTL 4/SD2STRAP SHOWNON PLANSNO. OF CTS218(24-10dx1 12")**ALLOW.TENSION, LBALLOW.COMP., LBCS162-CTS218363216322-CS16 2-CTS21836321632CMST14 4-CTS21872643792CMST12 4-CTS21872643792CENTER CTS218STRAP(S) ON NOTCHPER TBL ABV78"MAX212" MAX138"MAX212" MAX218"MAX212" MAX212" MAX138" MAXNOTCHING AND DRILLING OF STUDS AND TOPPLATESCS16 NAILING PATTERNCMST12 & 14 NAILING PATTERNDRAG - FLUSH BEAM TO WALLDRAG - FLUSH BEAM TO FLUSH BEAMDRAG - DROP BEAM TOWALLTOP PLATES - PLAN VIEWSTRAPS ONLY REQUIREDAT EXTERIOR WALLSAND INTERIOR BEARINGAND SHEAR WALLSINTERIOR NON-BEARING &NON-SHEAR WALLSEXTERIOR/INTERIOR BEARING &SHEAR WALLSALOWABLE HOLES/NOTCHES IN STUDS - CBC SECTIONS 2308.5.9 & 2308.5.10DROP BEAM CONNECTIONTOP FLUSH DROP BEAMCONNECTIONFLUSH BEAM CONNECTIONDETAIL - "A"DETAIL - "B"SHEATHING LAYOUT ANDNAILINGUSE 2x4 FLAT BLK'G ATEDGE JOINTS WHEREBLOCKED DIAPHRAGMIS CALLED OUT. SEEDETAIL 'A'DRAG STRAP SPECIFICATIONSSTRAPDRAGMEMBERSCAB LENGTH ANDNAILING OF SCAB TODRAG MEMBER"L1" LENGTHOF STRAP TOTOP PLTs"L2" LENGTH OF STRAPTO DRAG MEMBERDRAGCAPACITY(LBS)(1) CS161 14" RIMN/A16" WITH (15)8d's32" w/ (2) ROWS OF 8d'sAT 4 18" O.C.1,705(2) CS161 34" RIM w/2x SCAB4' LONG w/ (2) ROWSOF 16d's AT 6" O.C.16" WITH (15)8d's32" w/ (2) ROWS OF 8d'sAT 4 18" O.C.3,410CMST143 12" MIN.N/A34" WITH (38)10d's72" w/ (2) ROWS OF 10d'sAT 3 12" O.C.6,490CMST123 12" MIN.N/A44" WITH (49)10d's96" w/ (2) ROWS OF 10d'sAT 3 12" O.C.9,2153" 1/2"LCLCLCLCLC16"16"16"16"16"JOIST SIZEMAX. NOTCHWIDTH: D/3MAX. NOTCHDEPTH: D/6MAX HOLE SIZE:D/32x6134"78"134"2x8238"118"238"2x103"112"3"2x12334"178"334"2x14438"218"438"1/3 SPANNOTCHES ANDHOLES ALLOWED1/3 SPANNO NOTCHES1/3 SPANNOTCHES ANDHOLES ALLOWEDD/4D/3D/6D/3MIN 2"MIN 2"D/6D/3NOTES:1. HOLES MAY BE DRILLED IN ANY 1/3 SPAN. HOLES MUST BE A MIN 12" FROM ANY NOTCH.2. DO NOT NOTCH BOTH TOP AND BOTTOM SURFACES WITHIN THE SAME 1/3 SPAN.3. MAX ALLOWED IS A COMBINATION OF TWO NOTCHES AND/OR HOLES PER 1/3 SPAN.4. THIS DETAIL DOES NOT APPLY TO NOTCHES AND HOLES IN STRUCTURAL BEAMS, THEY MUSTBE SPECIFICALLY DETAILED.5. NOTCHES AND HOLES ARE NOT ALLOWED IN CANTILEVERED JOISTS.6. REFERT TO MANUFACTURER'S RECOMMENDATIONS FOR HOLES IN MANUFACTURED I-JOISTS.DO NOT NOTCH I-JOISTS.PC & CCQ POST CAPS AREAN ADEQUATE ALTERNATEFOR CONNECTION BELOWBEAMPOSTTYPICAL POST TO BEAM CONNECTIONAT EXTERIOR DECK / TRELLISTOP VIEW -CORNERTOP VIEW - MIDDLELTP4 ALTERNATETOP PLATE AND RIM SPLICENOTCHED OR DRILLED SOLID JOISTS2SCALE: N.T.S.3SCALE: N.T.S.4SCALE: N.T.S.6SCALE: N.T.S.7SCALE: N.T.S.8SCALE: N.T.S.9SCALE: N.T.S.12SCALE: N.T.S.14SCALE: N.T.S.RAFTERS, TRUSSESOR FLOOR JOISTS,TYPICALUNBLOCKED PANELEDGE, U.N.O. ONPLAN, TYPICALF.N. - FIELD NAILING,TYPICALE.N. - EDGE NAILING,TYPICALB.N. - BOUNDARYNAILING, TYPICALE.N., TYP.RAFTEROR JOISTBLK'G2x4 BLK'G w/ 16dAT 12" o.c. TOJOIST OR RAFTERE.N., TYP.32" LONG CS16STRAP w/ (15) 8d'sEA. SIDE ATCORNER OFUPPER TOP PLATEOR RIMIF NOTED ON PLAN PROVIDE32" LONG CS16 STRAP w/(15) 8d's EA. SIDE OF TOP PLOR RIM BRKLAP PL 4FT & PROVIDE 16dAT 3" O.C. STAGGERED EA.SIDE OF TOP PL BREAKALT: LAP RIM BREAKS 36"& NAIL PER 11/SD2SIDE VIEW - RIM BREAKSIDE VIEW - RIM BREAKPLAN VIEW - CORNERINSTALL CS16 ONUPPER TOP PLATEOR RIM ONLY ASOCCURS(1) CS16 STRAP w/ (15) 8dNAILS MINIMUM EACH SIDEOF BEAM EXTEND STRAP 16"PAST EACH SIDE OF BEAM2x STUD EACH SIDE OFPOST w/ 16d NAILS AT12" O.C. TO POST ORMULTIPLE STUDS2x STUD EACH SIDE OFPOST w/ 16d NAILS AT12" O.C. TO POST ORMULTIPLE STUDS(1) CS16 STRAP w/ (15) 8dNAILS MINIMUM EACH SIDEOF BEAM EXTEND STRAP 16"PAST EACH SIDE OF BEAMALTERNATE STRAPLOCATIONAT MULTIPLE STUDCONDITION USE 16dNAILS AT 12" O.C.TOP PLATESDROP BEAMFOR BEAMS WITH DEPTH LESSTHAN OR EQUAL TO 8", PROVIDE (2)16d NAILS MIN. ADD (1) 16d NAILON EACH SIDE FOR EVERYADDITIONAL 2" OF DEPTHREFER TO PLANS FORPOST OR MULTIPLE 2xSTUD SIZESREFER TO PLANS FORPOST OR MULTIPLE 2xSTUD SIZESTOP PLATESTOP OF BEAM ATTOP OF FLOORFRAMINGREFER TO PLANS FORPOST OR MULTIPLE 2xSTUD SIZESTOP PLATESFLUSH BEAM PER PLANSTOE NAIL TO TOP PLATESw/ (3) 16d NAILSPROVIDE 2"x4"x48" LONGSCAB w/ (2) 16d AT 3"O.C. , AS REQ.FLUSH BEAM, SIZE PERSCHEDULE U.N.O. ONPLANSEE NAIL PATTERNDETAIL ABOVEFLUSH BEAM, SIZE PERSCHEDULE U.N.O. ONPLANSEE NAIL PATTERNDETAIL ABOVEBEARING WALL PERPLAN AS OCCURSPOST OR MULTIPLESTUDS PER PLANDROP BEAM PERSCHEDULE OR PLANCS16 STRAPPLATE TO BEAMU.N.O. ON PLAN16d AT 12" O.C. ATMULTIPLE STUDSPOST OR MULTIPLESTUDS PER PLANCS16 STRAP BEAMTO BEAM U.N.O. ONPLANCS16 STRAP PLATETO BEAM U.N.O. ONPLAN(2) 16d AT 6" DEEPBEAM, ADD (1) 16dFOR EACH ADD'L 2"OF DEPTH16d AT 12" O.C.CS OR CMST STRAP ATHOLES PER 4/SD2 REFERTO PLANS FOR TOP ⅊ BRKSTRAP AT HOLE. CENTERSTRAP ON HOLE218"∅ MAXHOLE138"∅ MAXHOLE218"∅ MAXHOLE3 14"∅ MAXHOLEACCEPTABLE CSOR CMST STRAPLOCATIONSSYMMETRICALCTS218 STRAPLOCATIONSDOUBLE TOPPLATESCENTER STRAPSON NOTCHDOUBLE TOPPLATESD(2) 12" DIA. LAG SCREWSw/ 5" EMBEDMENT INTOPOST(2) 12" DIA. LAG SCREWSw/ 5" EMBEDMENT INTOPOST(1) LS50 OVER MITERCUT(2) LTP4 NAILEDDOWN TO POSTTOP & UP TOBEAM4x4 POSTMIN.A35 AT 12"O.C.,U.N.O. ONPLAN4x4 POSTMIN.E.N.HOLDOWNPER PLANSHEARPANELPER PLANE.N.SHEAR PANELPER PLANHOLDOWNSTRAPPER PLAN4x6 POSTMINIMUM w/S.W. EDGENAILING4x6 POSTMIN.A35's / LTP4'sAT 12" O.C.,U.N.O. ONPLAN4x4 POSTMINIMUMHOLDOWNPER PLANSHEARPANELPER PLANE.N.SHEAR PANELPER PLANE.N.HOLDOWNSTRAPPER PLAN4x4 POSTMINIMUM2x STUD w/A35's/LTP4'sAT 12" O.C.U.N.O.ALLOWABLE SHEAR WALL PENETRATIONS1. HOLES UP TO 5" SQ. DO NOT REQUIRE BLK'G & E.N.2. HOLES FROM 5" SQ. TO 16" SQ. REQUIRE BLK'G & E.N.3. HOLES LARGER THAN 16" SQ. ARE NOT ALLOWED.4. HOLE SIZE INCLUDES THE LENGTH OF THE OVERCUT.5.MAX. ACCUMULATED LENGTH OF OPENINGS SHALL NOT EXCEED 20 PERCENTOF THE WALL LENGTH.6. OPENING MUST BE A MIN. 12" FROM SILL PLATE, TOP PLATES & END POSTS.7. RECOMMEND CIRCULAR BORED HOLES OR RADIUS CORNER CUTS.8. END POSTS SHOULD NOT BE CUT FOR ANY REASON, STUDS & TOP PLATEMAY BE NOTCHED PER DET 8/-.18" GAP BTWN PANELS38" MIN BTWNNAIL & EDGE OFPOST OR SHTGALL TYPICAL FRAMING SHALLCONFORM TO THE CONVENTIONALREQUIREMENTS OF THE GOVERNINGBUILDING CODEKING STUD / POST REQUIREMENTSWALLWIDTH*WIDTH OFWDW/DOOR# KINGSTUDSALT:POST***NAILS (PLATE TO KINGSTUD/POST)312"0'-7'(1) 2x4--(3)-16d (20d AT 3x SILL)7'-14'(2) 2x44x4(6)-16d (20d AT 3x SILL)14'-18'(3) 2x44x6(9)-16d (20d AT 3x SILL)512"0'-9'(1) 2x6--(4)-16d (20d AT 3x SILL)9'-17'(2) 2x64x6(8)-16d (20d AT 3x SILL)* WIDTH IS THE DISTANCE BTW KING STUDS AT EACH SIDE OFWINDOW/DOOR.** (1) 2x KING STUD REQ'D WHEN FULL HEIGHT HARDY/SIMPSON PANELIS ADJACENT TO WDW/DOOR, SCREW STUD TO HARDY.*** NAILS SHOULD BE SPREAD EVENLY TO ALL STUDS OR ALL INTOPOST, AT POST CONDITIONWOOD STUD SIZE TABLEWALL WIDTH WALL HEIGHT STUD SIZE AND SPACING3.5"< 10'2x4 AT 16" O.C.< 20'NOT APPLICABLE5.5"< 10'2x6 AT 16" O.C.< 20'2x6 AT 16" O.C.1. INTERIOR NON-BEARING WALLS MAY USE A STUD SPACINGOF 24" ON CENTER.2. THIS TABLE APPLIES TO STUD WALLS SUPPORTING AMAXIMUM OF (1) FLOOR AND (1) ROOF. THE PLANS SHOULDBE CONSULTED FOR ALTERNATE CONDITIONS.TYPICAL WOOD STUD WALLTYPICAL WOOD SHEAR WALL - CONDITION ATYPICAL WOOD STUD WALL AND SHEAR WALL FRAMING5SCALE: N.T.S.(2) 16d LOWER FRMG PLTTO EA STUD. 16d AT 12" O.C.PLT TO PLTHEADER PER PLANS, REFERTO DETAIL 10/- FOR NONBEARING HEADER SIZESWINDOW TRIMMER BELOWHEADER, MIN 2x OR ASNOTED ON PLANS. STITCHTO KING W/ 16d AT 12" O.C.WOOD STUDS PER TABLEAT LEFT OR AS NOTED ONPLANSANCHOR BOLTS &WASHERS PER DETAIL11/SD1 OR NAILS PERSHEET 1/SD22x SILL PLATE (PRESSURETREATED IF ON CONCRETE).FULL HEIGHT KING STUDSPER TABLE AT LEFT OR PERPLANS(2) 16d SILL PLT TO EA STUD.USE 20d AT 3x SILL PLATECOND.UPPER PLATE RECEIVESSHEAR WALL EDGE NAILS.STAGGER ROWS 18" AT 2"O.C. E.N. INTO 2x TOP PLTSHEAR WALL EDGE NAILINGAT TOP PLATE, SILL PLATE,END POSTS & ADJOININGPOSTS PER PLANS & DETAIL1/SD2SHEAR WALL END POST W/E.N., MIN 2x POST OR ASNOTED ON PLANS, MUST BECONTINUOUS TO TOP PLATE(KING POST). PROVIDEHOLDOWNS PER PLANSSILL PLATE W/ ANCHORBOLTS OR NAILS PER11/SD1, 1/SD2ALIGN POST AT ADJOININGPANEL EDGES, MIN 2x OR3x PER DETAIL 1/SD2SHEATHING PER PLANS &DTL 1/SD2(2) 16d FOR 4" DEEPHEADER: ADD (1) 16d FOREA. ADD'L 2", ALT: A35 ATUNDERSIDE OF BM TOKING STUD > 2X2-2x TOP PLT, SPLICE PER4/SD2CRIPPLESTUDS ORBLKG PERPLANSNOTCH ORBORESTUDS PER8/SD2PERFORATED SHEAR WALL - CONDITION BPERFORATED SHEAR WALL - CONDITION CNO STRAPSABOVE &BELOWOPENINGSHEATHING PERPLANS ALL AROUNDOPENINGEDGE NAILING ATPANEL BREAKS MUSTOCCUR AT FULL HEIGHTKING STUDSHEATHING PER PLANSALL AROUND OPENINGCONTINUOUSSTRAP PER PLANABOVE & BELOWOPENING TO ENDOF S.W. ATCONDITION "C"ONLY. U.N.O. PERPLAN INSTALLCS16 STRAP2x STUDWALL2x FLATWISEBLK'G312"
MIN.STRAPPER PLANA ASECTION A-ASHEAR WALL NOTES:1.PANEL NAILS - MAY BE EITHER COMMON OR GALVANIZED BOX. GALVANIZED NAILS ARE REQUIRED WHEN PENETRATING PRESSURE TREATED LUMBER THAT CONTAINS TREATMENTS OTHER THAN BORATE.2.PANEL RATING - WOOD PANELS MAY CONSIST OR EITHER OSB OR 5-PLY PLYWOOD WITH A MINIMUM EXPOSURE 1 RATING.3.STUD SPACING - 2x WOOD STUDS AT SHEAR WALL SHALL BE SPACED A MAXIMUM 16" ON CENTER.4.PANEL BREAKS - ALL PANELS EDGES SHALL BE 2x BLOCKED IF OCCURS.5.STAGGERED NAILS - ALL NAILING AT 3" O.C. OR CLOSER SHALL BE STAGGERED.6.SILL PLATE ANCHOR BOLT WASHERS - SHALL BE 0.229" x 3" x 3" STEEL PLATE WASHERS WITH A DIAGONALLY SLOTTED HOLE NO LARGER THAN 3/16" GREATER THAN THE BOLT DIAMETER OR 1 34"MAXIMUM. THE WASHER SHALL BE PLACED BETWEEN THE NUT AND SILL PLATE AND SHALL NOT BE OFFSET BY MORE THAN 12" OF THE EDGE OF THE SILL PLATE ON THE SIDE WITH SHEATHINGATTACHMENT.7.DOUBLE SIDED SHEAR WALLS - MEMBERS SHALL BE 3x AT ALL ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED ON EACH SIDE OF THE PANEL BREAK ON EACH SIDE OF THE ADJOININGMEMBER. SILL PLATE SHALL BE MIN 3x FOR FASTERNER SPACING 3" OR LESS. PROVIDE TWO ROWS OF FASTENERS AT 3-1/2" RIM/BLK. WHERE HARDWARE IS REQ. PROVIDE HARDWARE SPACING EA. SIDEOF WALLVERTICAL WOOD FRAMED SHEAR WALL SCHEDULE - 2022 CBC / AF&PA SDPWS-2021 - SEISMIC DESIGN CATEGORY D, E & FMARKWOOD STRUCTURAL PANELPANEL NAILINGFASTENERS & HARDWARES SPACINGFRAMINGMEMBERTHICKNESS ATADJOININGPANEL EDGES7THICK (IN)GRADE RATINGSPANRATINGNAIL SIZEEDGE NAIL ONCENTERSPACINGFIELD NAIL ONCENTERSPACINGSHEAR WALLSILL PLATETO RIM: 14"Ø SDSSCREWO.C.SPACING7RIM JOIST OR BLOCKING CONNECTIONTO TOP PLATE BLWLTP4 CLIP O.C.SPACING7RBC CLIP O.C.SPACING63/8SHEATHING24/08d6"12"11"14"12"2x43/8SHEATHING24/08d4"12"6"10"8"2x33/8SHEATHING24/08d3"12"6"7"6"3x23/8SHEATHING24/08d2"12"4"6"5"3x2A3/8STRUCTURAL I24/08d2"12"4"5"4"3x2B15/32STRUCTURAL I32/1610d2"12"3"4"3"3xASD CAPACITY (PLF)(DOUGLAS FIR)SEISMIC WIND260365350532490685640895730102287012171SCALE: N.T.S.SHEAR WALL SCHEDULEDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 9176507-29-24FP23500,FP235012 7 3 6 9 V I A I N D U S T R I AT E M E C U L A , C A 9 2 5 9 0T E L E : 9 5 1 . 6 0 0 . 0 0 3 2W W W . I S E E N G I N E E R S . C O MS O C A L | N O R C A L | C O L O R A D OSTRUCTURAL GENERAL WOOD FRAMING DETAILSSD22839
1SCALE: N.T.S.ENTRYWAY ROOF & CEILING FRAMINGPLATELINE2SCALE: N.T.S.NEW ROOF FRAMING CONNECTION TO EXISTINGFRAMING3'-3"11"(3) #10 STS SCREWSAT 16" O.C.CEILING FL BMPER PLANROOF FL BMPER PLANTYPE '6'ENTIRE WALL2x SILL PL w/ 16dS.P.N. AT 8" O.C.,TYPICAL U.N.O.E.N. TO BMCONT DBL TOP PL,SPLICE PER PLAN/TYP DETAILH2.5A AT 32" O.C.RAFTER TO STUD2x LEDGER w/ E.N. & (3)ROWS 14"x4" SDSSCREWS AT 16" O.C.LUS HGRLUS HGRROOF SHT'G PERDTL. 2 & 3/SD2ROOF JOISTPER PLAN2x6 CEILINGJOISTS AT24" O.C.ROOF SHT'G PERDTL. 2 & 3/SD2ROOF JOISTPER PLANCEILING JOISTPER PLANBM PER PLANPLATELINE(2) #10 STS SCREWSAT 32" O.C.H2.5A AT 32" O.C.w/ E.N.24"15"8"7"18"3"3SCALE: N.T.S.ENTRYWAY ROOF & CEILING FRAMING(N) LED COVE LIGHT CONNECT TOEXISTING POWER(N) 400S125-18 COVE FRAMING AT32" O.C. w/ GYP. BOARD FINISHEXISTING HVAC GRILLEXISTING FRAMED SOFFIT(E) 3-5/8" 33 MIL STUDS,CONTRACTOR TO V.I.F.(3) #10 STS SCREWS(4) #10 STS SCREWS400T125-18 w/ #10 STS SCREWTO TRACK EA SIDE(E) 3-5/8" 33 MIL STUDS,CONTRACTOR TO V.I.F.Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 9176507-29-24FP23500,FP235012 7 3 6 9 V I A I N D U S T R I AT E M E C U L A , C A 9 2 5 9 0T E L E : 9 5 1 . 6 0 0 . 0 0 3 2W W W . I S E E N G I N E E R S . C O MS O C A L | N O R C A L | C O L O R A D OSTRUCTURAL ROOF FRAMING DETAILSSD42939
3"24HXSSWHSR ANDSSWAB ASSEMBLY1SSWHSR_KTLENGTH3"3"ASSEMBLY le =SSWAB le+ SSWHSR le+3"36HS1HAIRPIN INSTALLATIONSECTION A112" SPACING3"3" HAIRPIN SHEAR REINFORCEMENTCURB OR STEMWALL FOUNDATIONSLAB ON GRADE FOUNDATIONINTERIOR FOUNDATIONNOTES:1. SEE 2/SSW1 AND 3/SSW1 FOR DIMENSIONS AND ADDITIONAL NOTES.2. SEE 4/SSW1 FOR SHEAR REINFORCEMENT WHEN REQUIRED.3. MAXIMUM H = le - de. SEE 5/SSW1 AND 6/SSW1 FOR le.WBRICK LEDGE FOUNDATION12W12WW12W12WNOTES:1. ANCHORAGE DESIGNS CONFORM TO ACI 318-14 AND ACI 318-11 APPENDIX D WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNCRACKED CONCRETE AS NOTED.2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF SSWAB ANCHOR BOLT. STANDARD (ASTM FI554 GRADE 36) OR HIGH STRENGTH (HS) (ASTM A449).3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-14 SECTION 17.2.3.4.3 AND ACI 318-11 SECTION D.3.3.4.4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C.5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT.6. SEE 1/SSW1 AND 2/SSW1 FOR W AND de.8,700NOTES:1. SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 318-14 AND ACI 318-11 AND ASSUME MINIMUM f'c=2,500 PSI CONCRETE. SEE DETAILS 1/SSW1 TO3/SSW1 FOR TENSION ANCHORAGE.2. SHEAR REINFORCEMENT IS NOT REQUIRED FOR PANELS INSTALLED ON A WOOD FLOOR, INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLEDAWAY FROM EDGE OF CONCRETE), OR BRACED WALL PANEL APPLICATIONS.3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGESOLUTIONS.4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B.5. MINIMUM CURB/STEMWALL WIDTH IS 6" WHEN STANDARD STRENGTH SSWAB IS USED.6. USE (1) #3 TIE FOR SSW12 AND SSW15 WHEN THE STEEL STRONG-WALL PANEL DESIGN SHEAR FORCE EXCEEDS THE TABULATED ANCHORAGEALLOWABLE SHEAR LOAD.7. CONCRETE EDGE DISTANCE FOR ANCHORS MUST COMPLY WITH ACI 318-14 SECTION 17.7.2 AND ACI 318-11 D.8.2.STEEL STRONG-WALL SHEAR ANCHORAGEMODELSEISMIC3WIND4Lt ORLh (in.)SHEARREINFORCEMENTMIN. CURB/STEMWALLWIDTH (in.)SHEARREINFORCEMENTMIN. CURB/STEMWALLWIDTH (in.)ASD ALLOWABLE SHEAR LOAD V (lbs.)66" MIN CURB/STEMWALL 8" MIN CURB / STEMWALLUNCRACKED CRACKED UNCRACKED CRACKEDSSW129(1) #3 TIE6NONE REQUIRED-123088014401030SSW15 12(2) #3 TIES6NONE REQUIRED-1590113518101295SSW18 14(1)#3 HAIRPIN85(1) #3 HAIRPIN6HAIRPIN REINFORCEMENT ACHIEVES MAXIMUM ALLOWABLE SHEARLOAD OF THE STEEL STRONG-WALL PANELSSW2115(2)#3 HAIRPIN85(1) #3 HAIRPIN6SSW2417(2) #3 HAIRPIN85(1) #3 HAIRPIN6SSWABSHEAR REINFORCEMENT PER4/SSW1 WHEN REQUIRED.SSWABMINIMUM CURB/STEMWALL WIDTHPER 4/SSW1.SHEAR REINFORCEMENT PER4/SSW1 WHEN REQUIRED.SSWABMINIMUM CURB/STEMWALL WIDTH PER4/SSW1.SHEAR REINFORCEMENT PER 4/SSW1WHEN REQUIRED.SSWABSSWABFIELD TIE AND SECURE DURING CONCRETEPLACEMENT. OVERLAP VARIES WITH BOLT SPACING.#3 HAIRPIN, GRADE 60 REBAR(MIN.)SSWABFIELD TIE AND SECURE DURINGCONCRETE PLACEMENT.#3 HAIRPIN, GRADE 60 REBAR(MIN.)TIE SHEAR REINFORCEMENTSSWAB#3 HAIRPIN (#3 TIE SIMILAR).SEE TABLE FOR REQUIRED QUANTITY.SSWAB#3 HAIRPIN (#3 TIE SIMILAR).SEE TABLE FOR REQUIRED QUANTITY.(GARAGE CURB SHOWN. OTHER FOOTINGTYPES SIMILAR.)DIAMETERLENGTHHS ON HIGHSTRENGTH MODELSHEAVY HEX NUT FIXED INPLACE ON ALL SSWABANCHOR BOLTSHEAVY HEX NUTPLATE WASHERHEAVY HEX NUTleTOP OF CONCRETEHEAVY HEX NUT FIXED INPLACE ON ALL SSWABANCHOR BOLTS34" OR 1" HIGHSTRENGTH RODHX ON EXTENSIONKITSSWT EXTERIORINSTALLATIONSSWTPF PANELFORMINSTALLATIONTOP OFCONCRETESSWHSRCUT TO LENGTH ASNECESSARYHIGH STRENGTHCOUPLER NUTSSWABHIGH STRENGTHCOUPLER NUTSSWT INTERIOR INSTALLATIONSSWTBL BRICKLEDGEINSTALLATION(2)34" SSWAB for SSW12(2) 1" SSWAB for SSW15,SSW18, SSW21, SSW24TOP OF CONCRETE(2)34" SSWAB for SSW12(2) 1" SSWAB for SSW15,SSW18, SSW21, SSW24(2)34" SSWAB for SSW12(2) 1" SSWAB for SSW15,SSW18, SSW21, SSW24(2)34" SSWAB for SSW12(2) 1" SSWAB for SSW15,SSW18, SSW21, SSW242x2STEEL STRONG-WALL ANCHORAGE - TYPICAL SECTIONS1SSWAB TENSION ANCHORAGE SCHEDULE 3500/4500 PSI3STEEL STRONG-WALL ANCHOR BOLT SHEAR ANCHORAGE4SSW ANCHOR BOLTS5SSW ANCHOR BOLT EXTENSION6SSW ANCHOR BOLT TEMPLATESSTEEL STRONG-WALL WIDTHMODEL NO. DIAMETER LENGTH le12" MODELSSWAB3/4x2434" 24"19"SSWAB3/4x24HS34" 24" 19"SSWAB3/4x3034"30" 25"SSWAB3/4x30HS34" 30" 25"SSWAB3/4x36HS34"36" 31"15", 18", 21" AND24" MODELSSSWAB1x241"24"19"SSWAB1x24HS1"24"19"SSWAB1x301"30" 25"SSWAB1x30HS1"30" 25"SSWAB1x36HS 1"36" 31"SSW WIDTH MODEL NO. DIAMETERTOTALLENGTHle12" MODELSSWHSR3/4-2KT34"24"21"SSWHSR3/4-3KT34"36"33"15", 18", 21" AND24" MODELSSSWHSR1-2KT1"24"21"SSWHSR1-3KT1"36"33"REGISTERED DESIGN PROFESSIONAL ISPERMITTED TO MODIFY DETAILS FORSPECIFIC CONDITIONS.REGISTERED DESIGN PROFESSIONAL ISPERMITTED TO MODIFY DETAILS FORSPECIFIC CONDITIONS.12W12WW3" CLR. MIN.de33"HdeCLR. MIN.12W12WW3"Hde3" CLR. MIN.3"Hde3" CLR. MIN.LhMINLt4"MIN12" CLR12" CLR3"leLENGTH112"-A73"Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 9176507-29-24FP23500,FP235012 7 3 6 9 V I A I N D U S T R I AT E M E C U L A , C A 9 2 5 9 0T E L E : 9 5 1 . 6 0 0 . 0 0 3 2W W W . I S E E N G I N E E R S . C O MS O C A L | N O R C A L | C O L O R A D OSTEEL STRONG WALL -ANCHORAGE DETAILSSSW13039
WWH78" MAXIMUM WOOD SHIMWITH SDS 14"x312" SCREWS.FOR SHIMS GREATERTHAN 78", SEEROUGHOPENINGHEIGHTHCURBW112"2"2"1" MIN.TYP. 112"HPLACE SSW PANEL OVER THE ANCHOR BOLTSAND SECURE WITH HEAVY HEX NUTS.(PROVIDED)USE 114" WRENCH/ SOCKET FOR 34" NUTUSE 158" WRENCH/ SOCKET FOR 1" NUTNUTS SHALL BE SNUG TIGHT.DO NOT USE AN IMPACT WRENCH.SEETOFORANCHORAGE SOLUTIONSFOR 8" TO 12" BLOCK DEPTHS:SIMPSON CS16 STRAPS REQUIREDWITH 10dx112 NAILS (0.148"x1.5")SHIM BLOCK HEIGHTS GREATERTHAN 8" AND UP TO 10":8 NAILS INTO BLOCK8 INTO SSW NAILER STUDSHIM BLOCK HEIGHTS GREATERTHAN 10" AND UP TO 12":10 NAILS INTO BLOCK10 INTO SSW NAILER STUD2x FLAT SHIM BLOCKLTP4 SPACING BYOTHERSATTACH WITH SDS 14"x412"SCREWS TO SHIM BLOCKINSTEAD OF SDS 14"x312"SCREWS PROVIDED.ADJACENTFRAMINGBY OTHERS4x SHIM BLOCKATTACH SDS SCREWSTO SHIM BLOCK4x SHAPED SHIMBLOCK (12" MAX.DEPTH AT TALL END)LTP4 SPACINGBY OTHERSATTACH SDSSCREWS TO SHIMBLOCKADJACENTFRAMING BYOTHERSCRIPPLE SHEARWALL, BLOCKINGAND STRAP BYOTHERSATTACH SDSSCREWS TOBLOCKINGADJACENTFRAMING BYOTHERSSTEELSTRONG-WALLPLACE SSW PANEL OVER THE ANCHOR BOLTSAND SECURE WITH HEAVY HEX NUTS.(PROVIDED)USE 114" WRENCH/ SOCKET FOR 34" NUTUSE 158" WRENCH/ SOCKET FOR 1" NUTNUTS SHALL BE SNUG TIGHT.DO NOT USE AN IMPACT WRENCH.SEE TO FORANCHORAGE SOLUTIONSNAILINGBY OTHERSJOIST HANGER(IF REQUIRED)FRAMING BYOTHERS,TYPICALSHEAR TRANSFER PLATEAND #14 SELF-DRILLING SCREWS(PROVIDED WITH SSW_-2KT).10d COMMON NAILS(NOT PROVIDED)RIM JOISTSHEAR TRANSFER BY OTHERS(SIMPSON LTP4 SHOWN FORILLUSTRATION)SDS 14"x312" SCREWS(INCLUDED WITH WALL)FIRST STORY STEEL STRONG-WALL2nd STORYSTEEL STRONG-WALLFLOOR SHEATHINGSOLID BLOCKING BELOWSTEEL STRONG-WALLBETWEEN FLOOR FRAMINGPERPENDICULAR FLOOR FRAMING SPACEDAT 2'-0" O.C. MAXIMUM. WHERE FRAMINGIS PARALLEL TO WALL, INSTALL BLOCKINGWITHIN 6" OF EACH END OF STEELSTRONG-WALL. BLOCKING DEPTH SHALLMATCH FLOOR FRAMING DEPTH.2x FLAT SHIM BLOCK4x SHIM BLOCKRAKE WALLCRIPPLE WALLSECTIONSSW MULTI-PLY HEADER CROSS SECTIONSIDE VIEWSSW WITH MULTI-PLY HEADERGARAGE HEADERROUGH OPENING HEIGHTGARAGE WALL OPTION 1GARAGE WALL OPTION 2FOR GARAGE WALL OPTION 2WALL PROFILESSSW12SSW15SSW15SSW18SSW18SSW21SSW21SSW24SSW24STEELSTRONG-WALLMODELSSTD. WALLMODEL NO.-STK WALL MODELNO.H(in) T(in)HOLDOWNANCHORBOLTS2QTY.OF TOPOF WALLSCREWS1SSW12x7--80 312(2)34"4SSW15x7--80 312(2)1"6SSW18x7--80 312(2)1"9SSW21x7--80 312(2)1"12SSW24x7--80312(2)1"14SSW12x7.4--8512312(2)34"4SSW15x7.4--8512312(2)1"6SSW18x7.4--8512312(2)1"9SSW21x7.4--8512312(2)1"12SSW24x7.4--8512312(2)1"14SSW12x8--9314312(2)34"4SSW15x8 SSW15x8-STK9314312(2)1"6SSW18x8 SSW18x8-STK9314312(2)1"9SSW21x8 SSW21x8-STK9314312(2)1"12SSW24x8 SSW24x8-STK9314312(2)1"14SSW12x9--10514312(2)34"4SSW15x9 SSW15x9-STK10514312(2)1"6SSW18x9 SSW18x9-STK10514312(2)1"9SSW21x9 SSW21x9-STK10514312(2)1"12SSW24x9 SSW24x9-STK10514312(2)1"14SSW12x10--11714312(2)34"4SSW15x10 SSW15x10-STK11714312(2)1"6SSW18x10 SSW18x10-STK11714312(2)1"9SSW21x10 SSW21x10-STK11714312(2)1"12SSW24x10 SSW24x10-STK11714312(2)1"14SSW15x11 SSW15x11-STK12914512(2)1"6SSW18x11 SSW18x11-STK12914512(2)1"9SSW21x11 SSW21x11-STK12914512(2)1"12SSW24x11 SSW24x11-STK12914512(2)1"14SSW15x12 SSW15x12-STK14114512(2)1"6SSW18x12 SSW18x12-STK14114512(2)1"9SSW21x12 SSW21x12-STK14114512(2)1"12SSW24x12 SSW24x12-STK14114512(2)1"14SSW18x13 SSW18x13-STK15314512(2)1"9SSW21x13 SSW21x13-STK15314512(2)1"12SSW24x13 SSW24x13-STK15314512(2)1"14TABLE NOTES:1. SDS ¼"x3½" SCREWS PROVIDED WITH WALL.2. SEE SHEET SSW1 FOR ANCHORAGE SOLUTIONS.TOP PLATEATTACH TOP OF WALL TO TOP PLATESWITH SDS 14"x312" SCREWS (PROVIDED)STEEL PANELOPTIONAL PILOT HOLEPREFABRICATED HOLES IN STEEL PANEL.(VARY WITH EACH MODEL) ADDITIONALCUTTING OF STEEL WALL OR ENLARGING OFEXISTING HOLES NOT PERMITTED.ELECTRICAL BUSHINGS AT ALLROUND MECHANICAL HOLES.RIM JOIST, BEAM, ORBLOCKING IF APPLICABLE14" HOLES TO ATTACH OPTIONALBLOCKING OR FRAMINGPRE-ATTACHED WOOD STUDSHOLES PREDRILLED INSTUDS FOR WIRING.ADDITIONAL 118" DIAMETER HOLES MAYBE DRILLED THRU WOOD STUDS AT ANYHOLE LOCATION MATCHING ANOBROUND HOLE IN STEEL PANELFLANGE.MODEL NO. H CURBROUNDOPENINGHEIGHTSSW12X7SSW15X7SSW18X7SSW21X7SSW24X7512"7'-112"6"7'-2"SSW12X7SSW15X7SSW18X7SSW21X7SSW24X7512"8'-234"6"8'-314"1. THE HEIGHT OF THE GARAGE CURB ABOVETHE GARAGE SLAB IS CRITICAL FOR THEROUGH HEADER OPENING AT GARAGERETURN WALLS.2. SHIMS ARE NOT PROVIDED WITH STEELSTRONG-WALL.3. FURRING ON UNDERSIDE OF GARAGEHEADER MAY BE NECESSARY FOR LESSERROUGH OPENING HEIGHTS.NOTE:7-FT. HIGH STEEL STRONG-WALL MODELSARE 80", 2" TALLER THAN 7-FT. HIGH WOODSTRONG-WALL SHEARWALLSSHEAR TRANSFER DESIGN &DETAILS BY OTHERS318" MIN WIDTHHEADER BY OTHERS.FOR MULTI-PLYHEADERREQUIREMENTSSEESEE SHEET SSW4FOR GARAGEPORTAL SYSTEMWHEN SSWP-KTIS SPECIFIEDPOST & POSTBASE DETAIL BYOTHERSSSW-STK OPTION(FACTORY INSTALLED)FIRST STORY WALL:ADD-STK TO MODELNAME.EX: SSW21x9-STKSTANDARD STEELSTRONG-WALL AT2nd FLOORORDER TWO-STORY STACKEDWALL CONNECTOR KITSEPARATELY. MODELSSW_-2KT .EX: SSW21-2KT16d COMMON NAILING. SEESIDE VIEWS FOR SPACING.INSTALL SDS 14"x312" SCREWS. SEE SIDEVIEWS FOR NUMBER & SPACING(SCREWS BY INSTALLER)HEADER BY OTHERS.2 PLY 2x12 MIN WITH 12"SHEATHING BETWEEN PLYS OR2 PLY 134"x1178" MIN. LVL (2 PLYLVL SHOWN)SDS 14"x312" SCREWSPROVIDED WITH WALLSSW1. INSTALL SDS 14"x312" SCREWSHORIZONTALLY THROUGH LVL OR 2xLUMBER HEADER PLYS. 4 SCREWS TOTALFOR SSW12, 6 SCREWS TOTAL FOR SSW15,SSW18, SSW21 AND SSW24.2. SDS 14"x312" SCREWS PROVIDED WITH WALL3. FASTEN PLYS TOGETHER WITH 16d COMMONNAILS AT 16" O.C. ALONG EACH EDGE OFBEAM.4.1532" SHEATHING BETWEEN 2x HEADER PLYSSHALL MATCH HEADER DEPTH AND EXTENDFULL WIDTH OF SSW, MINIMUM.3214STEEL STRONG-WALL(SSW18 SHOWN)1. STEEL STRONG-WALL SHEARWALL IS MANUFACTURED AND TRADEMARKED BY "SIMPSON STRONG-TIE COMPANY, INC." HOMEOFFICE: 5956 W. LAS POSITAS BLVD. , PLEASANTON, CA 94588 TEL: (800) 999-5099, FAX: (925) 847-1597. "SIMPSON STRONG-TIECOMPANY, INC." IS AN ISO 9001 REGISTERED COMPANY.2. USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DEPARTMENT.3. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE STRUCTURE. DESIGN OF THEBUILDING'S LATERAL FORCE RESISTING SYSTEM, INCLUDING THE LOAD PATH TO TRANSFER LATERAL FORCES FROM THESTRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE SPECIFIER.4. ENGINEER OF RECORD IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS.5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC. PRIOR TO INSTALLATION OF ANYCOMPONENTS FOR THE STEEL STRONG-WALL SYSTEM. IF ANY DISCREPANCIES ARE FOUND, THEY SHALL BE BROUGHT TOTHE ATTENTION OF THE SPECIFIER FOR CLARIFICATION PRIOR TO CONSTRUCTION.6. INSTALLATION OF PRODUCT SHALL BE DONE IN CONFORMANCE TO THESE DRAWINGS. THE PERFORMANCE OF MODIFIEDPRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE SPECIFIER.7. SIMPSON STRONG-TIE COMPANY, INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS, DESIGNS, AND MODELS WITHOUTNOTICE OR LIABILITY FOR SUCH CHANGES.8. ALL HARDWARE CALLED OUT IS SIMPSON STRONG-TIE.ALTERNATE GARAGE WALL OPTIONS3TWO-STORY STACKED6NOTES12MULTI-PLY HEADERS11SINGLE-STORY SSW ON CONCRETE2STEEL STRONG-WALL MODELS1TOP OF WALL HEIGHT ADJUSTMENTS5TWO-STORY STACKED FLOOR SECTION8ALTERNATE 1ST FLOOR WOOD FRAMING7STRONG-WALL ON CONCRETE4REGISTERED DESIGN PROFESSIONAL ISPERMITTED TO MODIFY DETAILS FORSPECIFIC CONDITIONS.REGISTERED DESIGN PROFESSIONAL ISPERMITTED TO MODIFY DETAILS FORSPECIFIC CONDITIONS.REGISTERED DESIGN PROFESSIONAL ISPERMITTED TO MODIFY DETAILS FORSPECIFIC CONDITIONS.REGISTERED DESIGN PROFESSIONAL SHALL DESIGN FOR:1. SHEAR TRANSFER2. OUT OF PLANE LOADING EFFECT3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT.REGISTERED DESIGN PROFESSIONAL ISPERMITTED TO MODIFY DETAILS FORSPECIFIC CONDITIONS.REGISTERED DESIGN PROFESSIONAL ISPERMITTED TO MODIFY DETAILS FORSPECIFIC CONDITIONS.REGISTERED DESIGN PROFESSIONAL ISPERMITTED TO MODIFY DETAILS FORSPECIFIC CONDITIONS.NOTE:MULTI-PLY HEADERS MAY BEUSED WITH STEELSTRONG-WALL FOR WINDDESIGNS OR IN SEISMICDESIGN CATEGORIES A-C (IBC& IRC) ONLYREGISTERED DESIGNPROFESSIONAL IS PERMITTED TOMODIFY DETAILS FOR SPECIFICCONDITIONS.REGISTERED DESIGN PROFESSIONAL ISPERMITTED TO MODIFY DETAILS FORSPECIFIC CONDITIONS.REGISTERED DESIGN PROFESSIONAL SHALL DESIGN FOR:1. SHEAR TRANSFER2. OUT OF PLANE LOADING EFFECT3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT.ALTERNATEORORALTERNATEALTERNATEORALTERNATEORT5-4-7-2-5-11-4-4-1SSW14SSW12-5-9-4-7-1SSW14SSW1Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 9176507-29-24FP23500,FP235012 7 3 6 9 V I A I N D U S T R I AT E M E C U L A , C A 9 2 5 9 0T E L E : 9 5 1 . 6 0 0 . 0 0 3 2W W W . I S E E N G I N E E R S . C O MS O C A L | N O R C A L | C O L O R A D OSTEEL STRONG WALL -FRAMING DETAILSSSW23139
RODLENGTHSOLID BLOCKING BELOWSTEEL STRONG-WALLSIMPSON A34 EACH SIDEPLACE SSW PANEL OVER RODS AND SECURE WITHHEAVY HEX THREADED NUTS (PROVIDED).USE 114" WRENCH/ SOCKET FOR 34" NUTUSE 158" WRENCH/ SOCKET FOR 1" NUTNUTS SHALL BE SNUG TIGHT.DO NOT USE AN IMPACT WRENCH.DRILL 2" DIAMETER x 1" DEEPHOLE OR NOTCH 2"x2"x1"DEEP MAX. IN SHEATHING &RIM JOIST. SET LOWER NUTFLUSH WITH TOP OFSHEATHING. SSW BASEPLATE SHALL SIT FLUSH &LEVEL ON NUTS.COUPLER NUTAND THREADEDRODS (INCLUDEDWITH SSW_-1KT)SEE SHEET SSW1FOR ANCHORAGESOLUTIONS.#14 SCREWS TOPANEL (PROVIDEDWITH SSW_-1KT)SHEAR TRANSFERPLATE. (PROVIDEDWITH SSW_-1KT)RIM JOISTSTEEL STRONG-WALLBLOCKING BELOW SSWJOIST HANGER(IF REQUIRED)FLOOR FRAMING AT 2'-0" OCMAX. WHERE FRAMING ISPARALLEL TO WALL, INSTALLBLOCKING WITHIN 6" OF EACHEND OF SSW. BLOCKINGDEPTH SHALL MATCH FLOORFRAMING.SHEARTRANSFER BYOTHERS (LTP4SHOWN)10d COMMONS TOFRAMING (NOTPROVIDED)WALLWIDTH (IN)MODEL NO.CONTENTS12 SSW12-1KTEACH KIT CONTAINS:(1) SHEAR TRANSFER PLATE(with #14 SCREWS)(2)34"x18" or 1"x18" THREADEDRODS (ASTM A36)(2) COUPLER NUTS(2) HEAVY HEX NUTSINSTALLATION INSTRUCTIONS15SSW15-1KT18 SSW18-1KT21 SSW21-1KT24 SSW24-1KTORDER FIRST FLOOR CONNECTOR KIT SEPARATELY.MODEL SSW_-1KT. EXAMPLE: SSW21-1KTINTERIOR ELEVATIONWOOD FIRST-FLOOR WALL CONNECTION KITEXTERIOR ELEVATIONSECTIONINTERIOR ELEVATIONTWO-STORY STACKEDWALL CONNECTION KITEXTERIOR ELEVATIONDRILL 2" DIAMETER x 1" DEEP HOLEOR NOTCH 2"x2"x1" DEEP MAX. INSHEATHING & RIM JOIST. SETLOWER NUT FLUSH WITH TOP OFSHEATHING. SSW BASE PLATESHALL SIT FLUSH & LEVEL ONNUTS.1" DIAMETERTHREADED RODS(PROVIDED WITHSSW_2KT)FOR SHIMS GREATERTHAN 78" SEEPLACE SSW PANEL OVER THREADEDRODS AND SECURE WITH HEAVY HEXNUTS (PROVIDED). USE 158" WRENCH/SOCKET FOR 1" NUTNUTS SHALL BE SNUG TIGHT. DO NOTUSE AN IMPACT WRENCH.SIMPSON A34 EACH SIDESOLID BLOCKING BELOWSTEEL STRONG-WALLDRILL 1116" MAX DIAMETER HOLE INDOUBLE TOP PLATE FOR RODSATTACH TOP OF SSW TO TOPPLATES WITH SDS 14"x312" SCREWS(PROVIDED WITH SSW)HEAVY HEX NUTS TOP AND BOTTOM(PROVIDED WITH SSW_-2KT). NUTSSHALL BE SNUG TIGHT. DO NOT USEAN IMPACT WRENCH.MAXIMUM RODLENGTHUPPER PANEL SHEARREDUCTION FACTOR18 INCHES1.0021 INCHES0.95ROD LENGTH IS TOTAL OF FLOORJOIST DEPTH PLUS TOP PLATESPLUS SHIM THICKNESS.SHEAR TRANSFER PLATE AND #14 SELF-DRILLINGSCREWS (PROVIDED WITH SSW_-2KT)RIM JOISTSHEAR TRANSFER BY OTHERS(LTP4 SHOWN)10d COMMONNAILS (NOTINCLUDED)TWO-STORY STACKED FLOOR FRAMING9FIRST FLOOR AT WOOD FRAMING10REGISTERED DESIGN PROFESSIONAL ISPERMITTED TO MODIFY DETAILS FORSPECIFIC CONDITIONS.FIRST FLOOR AT WOOD FRAMING NOTES:1. USE WOOD FIRST-FLOOR ALLOWABLE LOAD TABLES FROM THE STRONG-WALLCATALOG FOR THIS INSTALLATION.2. USE ALTERNATE DETAIL TO ACHIEVE MAXIMUM ON-CONCRETE ALLOWABLELOADS.3. FOR TWO-STORY STACKED STEEL STRONG-WALLS WITH WOOD FIRSTFLOOR, USE ALTERNATE DETAIL4. REGISTERED DESIGN PROFESSIONAL SHALL DESIGN FOR SHEAR TRANSFER FROMRIM JOIST TO SILL PLATE AND SILL PLATE TO FOUNDATION.REGISTERED DESIGN PROFESSIONAL ISPERMITTED TO MODIFY DETAILS FORSPECIFIC CONDITIONS.WALLWIDTH(in)MODEL NO.CONTENTS15 SSW15-2KTEACH KIT CONTAINS:(1) SHEAR TRANSFER LATE (with #14 SCREWS)(2)1"x48" THREADED RODS (ASTM A36)(6) HEAVY HEX NUTS INSTALLATIONINSTRUCTIONS18SSW18-2KT21 SSW21-2KT24 SSW24-2KT-85-7-7-Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 9176507-29-24FP23500,FP235012 7 3 6 9 V I A I N D U S T R I AT E M E C U L A , C A 9 2 5 9 0T E L E : 9 5 1 . 6 0 0 . 0 0 3 2W W W . I S E E N G I N E E R S . C O MS O C A L | N O R C A L | C O L O R A D OSTEEL STRONG WALL -FRAMING DETAILSSSW2.13239
SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSROOM 1ROOM 2ROOM 3LCP-3LCP-2LCP-1ROOM 4ROOM 5TO PANEL LCP-3DOWNLIGHTS ROOM 1TO PANEL LCP-3WALL ROOM 1TO PANEL LCP-3CEILING ROOM 1TO PANEL LCP-3CEILING ROOM 2TO PANEL LCP-3CEILING ROOM 4TO PANEL LCP-3CEILING ROOM 1TO PANEL LCP-3WALL ROOM 1TO PANEL LCP-3CEILING ROOM 2TO PANEL LCP-3WALL ROOM 2TO PANEL LCP-3CEILING ROOM 2TO PANEL LCP-3WALL ROOM 2TO PANEL LCP-3DOWNLIGHTS ROOM 5TO PANEL LCP-3CEILING ROOM 3TO PANEL LCP-3WALL ROOM 3TO PANEL "HB"1A14w1A14w1AE14wSSS 1a1a1b1a1b1cJEXISTING PANEL"HB"SLEGEND1SCALE: 1/8"=1'-0"PARTIAL REFLECTED CEILING PLAN (NORTH)LTG1.0PBLAKEY NOTES:XX3TYP4TYP5TYP7TYPPARTIAL REFLECTED CEILING PLAN(NORTH)8TYP OF 68TYP OF 69TYP OF 49TYP OF 31016315111116161413222Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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DIN Rail Enclosure-LargeR32TC-100R16TC-100LCP-1LCP-2LCP-3TYPICAL LEVITON GREENMAX LCP - TYPICAL LEVITON GREENMAX LCP - ANALOG INOPUTTYPICAL LEVITON GREENMAX LCP - POWER PACKS TRIGGERING OCC SENSORSTYPICAL LEVITON GREENMAX LCP - AUXILIARY TRIGGERING OCC SENSORSTYPICAL LEVITON GREENMAX LCP - INTERCONNECTIONS··LUMA-CAN (LC) CAT6 DATALINE WIRE: TERMINATE PEREIA/TIA 568-B (SAME AS STANDARD ETHERNET COLOR CODES) AT BOTHENDS AS STRAIGHT THROUGH CABLES. CROSS OVER CABLES WILL CAUSESYSTEM FAILURE. SEE COLOR CODE CHART FOR DETAILS. DAISYCHAIN/SEQUENTIAL CONNECTION ONLY; NO T-TAP OR BRANCHINGALLOWED. 1600 FEET MAXIMUM RUN. BUNDLING, OR COILING OF CAT6CABLES ABOVE CEILING IS NOT RECOMMENDED AS IT ADDSUNNECESSARY LENGTH TO THE LUMA-CAN NETWORK. DO NOT USECOUPLINGS ON ANY PART OF THE CAT-6 NETWORK. DISCONNECT +VBETWEEN POWER SUPPLIES. A DISCONNECT SWITCH IS PROVIDED ONFACE OF EACH POWER SUPPLY FOR THIS PURPOSE.PASS THRU RJ-45 CONNECTORS ARE NOT ALLOWED TO BE USED ON ANYCAT-6 CABLES. USE OF THESE CONNECTOR TYPES COULD REQUIRERE-TERMINATION OF ALL CONNECTORS. AN IDEAL BRAND #85-396 IS THESTANDARD; HOWEVER, AN EQUAL CONNECTOR IS ACCEPTABLE.12345LTG2.0LIGHTING CONTROLS SINGLE LINEDIAGRAMDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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LTG2.1NEW PANEL SCHEDULESLCP-1LCP-2LCP-31NEW LIGHTING PANELS2EXISTING PANEL "HB"Diamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTTERR
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LTG3.0LIGHTING CONTROLS DATASPECIFICATION SHEETSDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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MAEWEVAN07-29-24FP23500,FP235013636
LTG3.1LIGHTING CONTROLS DATASPECIFICATION SHEETS CON'T.System No. W-L-3065SECTION A-AWL 3065Page: 1 of 21. Wall Assembly — The 1 or 2 fire-rated gypsum wallboard/stud wall assembly shall be constructed of the materials and in the manner specified inthe individual U300, U400, V400 or W400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the followingconstruction features:A. Studs — Wall framing may consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 by 4 in. (51 by 102 mm)lumber spaced 16 in. (406 mm) OC. Steel studs to be min 2-1/2 in. (64 mm) wide and spaced max 24 in. (610 mm) OC.B. Gypsum Board* — Nom 5/8 in. (16 mm) thick gypsum board, with square or tapered edges. The gypsum board type, thickness, number oflayers, fastener type and sheet orientation shall be as specified in the individual Wall and Partition Design in the UL Fire Resistance Directory.Max diam of opening is 5-1/2 in. (138 mm) when sleeve (Item 2) is employed. Max diam of opening is 4 in. (102 mm) when sleeve (Item 2) isnot employed.The F, FH Ratings of the firestop system are equal to the fire rating of the wall assembly.2. Metallic Sleeve — (Optional) - Nom 4 in. (102 mm) diam (or smaller) steel electrical metallic tubing (EMT) or Schedule 5 (or heavier) steel pipe ormin 0.016 in. thick (0.41 mm, No. 28 ga) galv steel sleeve installed flush with wall surfaces. The annular space between steel sleeve andperiphery of opening shall be min 0 in. (0 mm, point contact) to max 1 in. (25mm). When Schedule 5 steel pipe or EMT is used, sleeve may extendup to 18 in. (457 mm) beyond the wall surfaces. As an option when Schedule 5 steel pipe or EMT is used, sleeve may extend continuously beyondone wall surface. When cable bundle penetrates wall assembly at an angle of 45 degrees, no metallic sleeve is used.Reproduced by HILTI, Inc. Courtesy ofUnderwriters Laboratories, Inc.October 14, 2015APage: 2 of 23. Cables — Aggregate cross-sectional area of cable in opening to be max 45 percent of the cross-sectional area of the opening. The annularspace between the cable bundle and the periphery of the opening to be min 0 in. (point contact) to max 1 in. (25 mm). When sleeve iscontinuous on one side of wall (see Item 2), the cable fill may be 0 to 45% and the max annular space is not limited. Cables to be rigidlysupported on both sides of the wall assembly. Any combination of the following types and sizes of copper conductor cables may be used:A. Max 7/C No. 12 AWG with polyvinyl chloride (PVC) insulation and jacket.B. Max 25 pair No. 24 AWG telephone cable with PVC insulation and jacket.B1. Max 4 pr No. 22 AWG Cat 5 or Cat 6 computer cables.C. Type RG/U coaxial cable with polyethylene (PE) insulation and PVC jacket having a max outside diameter of ½ in. (13 mm).C1. Max RG 6/U coaxial cable with fluorinated ethylene insulation and jacketing.D. Multiple fiber optical communication cable jacketed with PVC and having a max OD of 5/8 in. (16 mm).E. Through Penetrating Products*— Max three copper conductor No. 8 AWG .Metal-Clad Cable+.AFC CABLE SYSTEMS INCF. Max 3/C (with ground)(or smaller) No. 8 AWG copper conductor cable with PVC insulation and jacketing.G. Max 3/4 in. (19 mm) diam copper ground cable with or without a PVC jacket.H. Fire Resistive Cables* - Max 1-1/4 in. (32 mm) diam single conductor or multi conductor Type MI cable. A min 1/8 in. (3 mm) separationshall be maintained between MI cables and any other types of cable.I. Max 4/C with ground 300 kcmil (or smaller) aluminum SER cable with PVC insulation and jacket.J. Through Penetrating Product* - Any cables, Metal-Clad Cable+ or Armored Cable+ currently Classified under the Through PenetratingProducts category.K. Maximum 3/C No. 8 AWG metal-clad cable.L. Maximum 5/8 diam fiber-optic cable with PVC jacket.For cable bundle penetrating the wall assembly at an angle of 45 degrees, the T, FT, FTH Ratings are 0 hr and 3/4 hr for 1 and 2 hr wallassemblies, respectively.See Through Penetrating Product (XHLY) category in the Fire Resistance Directory for names of manufacturers.4. Fill, Void or Cavity Material*— Sealant or Putty — Fill material applied within the annulus, flush with each end of the steel sleeve or wallsurface. Fill material installed symmetrically on both sides of the wall. A min 5/8 in. (16 mm) thickness of sealant is required for the 1 or 2 hr FRating . An additional 1/2 in. (13 mm) diam bead of fill material shall be applied at the interface of sleeve with gypsum board.HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP601S, CP606, FS-One Sealants or FS-ONE MAX Intumescent Sealantor orCP618 Putty5. Packing Material — (Optional, Not Shown) — Mineral wool forming material may be used as a backer for the fill material (Item 4). When used,it shall be firmly packed into annular space within the sleeve as a permanent form and recessed from end of sleeve to accommodate therequired thickness of fill material.* Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada),respectively.WL 3065A2341BHilti Firestop SystemsHilti Firestop Systems21ACCL
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SSIFIEDClassified byUnderwriters Laboratories, Inc.to UL 1479 and CAN/ULC-S115USSystem No. W-L-3065Reproduced by HILTI, Inc. Courtesy ofUnderwriters Laboratories, Inc.October 14, 2015ANSI/UL1479 (ASTM E814)CAN/ULC S115F Rating — 1 and 2 Hr (See Item 1)F Rating — 1 and 2 Hr (See Item 1)T Rating — 0 and 3/4 Hr (See item 3)FT Rating — 0 and 3/4 Hr (See item 3)L Rating At Ambient — 15 CFM/sq ftFH Rating — 1 and 2 Hr (See Item 1)L Rating At 400 F — 8 CFM/sq ftFTH Rating — 0 and 3/4 Hr (See item 3)L Rating At Ambient — 15 CFM/sq ftL Rating At 400 F — 8 CFM/sq ft1FIRE RATED PENETRATIONDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ER
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MAEWEVAN07-29-24FP23500, FP235013739
LTG3.2LIGHT FIXTURE SPECIFICATIONSHEETS2SCALE: N.T.S.COVE LIGHT CON'T.1SCALE: N.T.S.WALL SCONCE3SCALE: N.T.S.DOWN LIGHT4SCALE: N.T.S.COVE LIGHTDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTTERR
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MAEWEVAN07-29-24FP23500,FP235013839
LTG4.0LIGHTING TITLE 24ENERGY COMPLIANCEDiamond Bar Center Improvements1600 Grand Ave.Diamond Bar, CA 91765PLABSHTTT ERR
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MAEWEVAN07-29-24FP23500,FP235013939