Laserfiche WebLink
1/4"=1'0" <br />STRUCTURAL <br />TITLE SHEET <br />S <br />REVISION(S) <br />1 <br />2 <br />3 <br />Scale: <br />Date: <br />Project #: <br />PR <br />O <br />J <br />E <br />C <br />T <br /> <br />A <br />D <br />D <br />R <br />E <br />S <br />S <br />OW <br />N <br />E <br />R <br />MI <br />D <br />- <br />C <br />I <br />T <br />I <br />E <br />S <br /> <br />E <br />N <br />G <br />I <br />N <br />E <br />E <br />R <br />I <br />N <br />G <br /> <br />R <br />E <br />S <br />E <br />R <br />V <br />E <br />S <br /> <br />I <br />T <br />S <br /> <br />C <br />O <br />P <br />Y <br />R <br />I <br />G <br />H <br />T <br />S <br /> <br />T <br />O <br /> <br />T <br />H <br />E <br />S <br />E <br /> <br />P <br />L <br />A <br />N <br />S <br /> <br />A <br />N <br />D <br /> <br />D <br />R <br />A <br />W <br />I <br />N <br />G <br />S <br />. <br /> <br />W <br />R <br />I <br />T <br />T <br />E <br />N <br /> <br />P <br />E <br />R <br />M <br />I <br />S <br />S <br />I <br />O <br />N <br /> <br />A <br />N <br />D <br /> <br />C <br />O <br />N <br />S <br />E <br />N <br />T <br /> <br />O <br />F <br /> <br />M <br />. <br />C <br />. <br />E <br />. <br /> <br />I <br />S <br /> <br />R <br />E <br />Q <br />U <br />I <br />R <br />E <br />D <br /> <br />P <br />R <br />I <br />O <br />R <br /> <br />T <br />O <br /> <br />C <br />H <br />A <br />N <br />G <br />I <br />N <br />G <br />, <br /> <br />R <br />E <br />P <br />R <br />O <br />D <br />U <br />C <br />I <br />N <br />G <br />, <br /> <br />C <br />O <br />P <br />Y <br />I <br />N <br />G <br /> <br />I <br />N <br /> <br />A <br />N <br />Y <br /> <br />F <br />O <br />R <br />M <br /> <br />O <br />R <br /> <br />M <br />A <br />N <br />N <br />E <br />R <br /> <br />W <br />H <br />A <br />T <br /> <br />S <br />O <br /> <br />E <br />V <br />E <br />R <br /> <br />O <br />R <br /> <br />A <br />S <br />S <br />I <br />G <br />N <br />I <br />N <br />G <br /> <br />T <br />O <br /> <br />A <br />N <br />Y <br /> <br />T <br />H <br />I <br />R <br />D <br /> <br />P <br />A <br />R <br />T <br />Y <br />. <br /> <br />( <br />r <br />e <br />v <br />1 <br />- <br />1 <br />- <br />1 <br />8 <br />) <br />MI <br />D <br /> <br />C <br />I <br />T <br />I <br />E <br />S <br /> <br />E <br />N <br />G <br />I <br />N <br />E <br />E <br />R <br />I <br />N <br />G <br />RE <br />S <br />I <br />D <br />E <br />N <br />T <br />I <br />A <br />L <br /> <br /> <br />C <br />O <br />M <br />M <br />E <br />R <br />C <br />I <br />A <br />L <br /> <br /> <br />I <br />N <br />D <br />U <br />S <br />T <br />R <br />I <br />A <br />L <br />97 <br />4 <br />4 <br /> <br />M <br />A <br />P <br />L <br />E <br /> <br />S <br />T <br />. <br /> <br /># <br />1 <br />0 <br />1 <br />BE <br />L <br />L <br />F <br />L <br />O <br />W <br />E <br />R <br />, <br /> <br />C <br />A <br /> <br />9 <br />0 <br />7 <br />0 <br />6 <br />PH <br />: <br /> <br />( <br />5 <br />6 <br />2 <br />) <br /> <br />8 <br />6 <br />6 <br />- <br />3 <br />6 <br />2 <br />5 <br />, <br /> <br />F <br />X <br />: <br /> <br />( <br />5 <br />6 <br />2 <br />) <br /> <br />2 <br />3 <br />2 <br />- <br />4 <br />1 <br />2 <br />1 <br />WW <br />W <br />. <br /> <br />M <br />I <br />D <br />C <br />I <br />T <br />I <br />E <br />S <br />E <br />N <br />G <br />I <br />N <br />E <br />E <br />R <br />I <br />N <br />G <br />. <br />C <br />O <br />M <br />JULY. 2024 <br />24-199 <br />13 <br />1 <br />1 <br /> <br />N <br /> <br />T <br />O <br />W <br />N <br />E <br />R <br /> <br />S <br />T <br />. <br />, <br />SA <br />N <br />T <br />A <br /> <br />A <br />N <br />A <br />, <br /> <br />C <br />A <br /> <br />9 <br />2 <br />7 <br />0 <br />6 <br />DE <br />A <br />N <br /> <br />H <br />A <br />L <br />L <br />(7 <br />1 <br />4 <br />) <br /> <br />8 <br />6 <br />4 <br />- <br />1 <br />6 <br />3 <br />2 <br />13 <br />1 <br />1 <br /> <br />N <br /> <br />T <br />O <br />W <br />N <br />E <br />R <br /> <br />S <br />T <br />. <br />, <br />SA <br />N <br />T <br />A <br /> <br />A <br />N <br />A <br />, <br /> <br />C <br />A <br /> <br />9 <br />2 <br />7 <br />0 <br />6 <br />11-01-2024 <br />SEISMIC DESIGN DATA <br />SEISMIC IMPORTANCE FACTOR =1.0 <br />SS = 1.308 S1 =0.466 <br />SITE CLASS = D Fa = 1.20 Fv =1.70 <br />SDS = 1.046 SD1 = 0.559 <br />THE REDUNDANCY FACTOR () =1.3 <br />SEISMIC DESIGN CATEGORY = D <br />SEISMIC FORCE RESISTING <br />SYSTEM(s) = -LIGHT FRAMED WALLS <br /> WITH SHEAR PANELS <br />DESIGN BASE SHEAR <br />V=0.16 W, (SD) =8.67 k,(SD) <br />=0.11 W, (ASD)=6.19 k, (ASD) <br />SEISMIC RESPONCE <br />COEFFICIENT (s), Cs =0.2 CS= <br />SDS <br />/R <br />1 \ <br />RESPONSE MODIFICATION FACTOR (s), R =6.5 <br />ANALYSIS PROCEDURE USED: <br />EQUIVALENT LATERAL-FORCE <br />PROCEDURE <br />DESING LOADS <br />ROOF LIVE LOAD =20 psf <br />ROOF DEAD LOAD =20 psf <br />STRUCTURAL OBSERVATION <br />IS REQUIRED FOR THE PROJECT AND SHALL BE PERFORMED BY THE ENGINEER OF RECORD OR HIS DESIGNEE AS FOLLOW: <br />1 PRIOR TO POURING OF FOUNDATION (INSPECTION OF EXCAVATION, STEEL REINFORCEMENT, ANCHOR BOLTS, AND HOLD-DOWN <br />BOLTS. CALL PRIOR TO ORDER OF CONCRETE) <br />2 AT THE COMPLETION OF ROUGH FRAMING <br />3 WHERE APPLICABLE, AT ERECTION OF STEEL/CONCRETE/MASONRY COLUMNS, BEAMS AND WALLS AND INSTALLATION OF <br />MANUFACTURED WALLS( SIMPSON WALL OR HARDYFRAME) <br />4 PRIOR TO PLACEMENT OF ROOFING MATERIALS FOR NAILING OF ROOF SHEATHING. <br />CONTRACTOR TO REVIEW WITH FRAMING SUBCONTRACTOR THE STRUCTURAL DRAWINGS, THE FLOOR PLANS AND INTERIOR <br />ELEVATION SHEET AND VERIFY ALL SOFFITS, ARCHES AND SPECIAL FRAMING CONDITIONS AND REPORT TO THE ARCHITECT(s) / <br />ENGINEER(s) ANY DISCREPANCIES PRIOR TO THE START OF CONSTRUCTION. CONTRACTOR TO CONFIRM BEAM SIZES, CALL OUTS, <br />SHEAR WALL LOCATIONS. BRING TO THE ARCHITECT(s) / ENGINEER(s) ATTENTION ANY DISCREPANCIES FOUND PRIOR TO START OF <br />CONSTRUCITON. CONTRACTOR TO SCHEDULE FRAMING WALK-THROUGH WITH ARCHITECT(s) / ENGINEER(s) AFTER FRAMING IS <br />CONSIDERED COMPLETED AND SHALL NOT COVER WALLS WITH INSULATION OR DRYWALL UNTIL ARCHITECT(s) / ENGINEER(s) HAVE <br />SIGNED OFF WITH A STRUCTURAL OBSERVATION FORM. <br />SPECIAL INSPECTION <br />Shall be performed by special licensed inspector per sec. 1704 C.B.C. at the following times: <br />ITEM REMARK REQUIRED NOT <br />APPLICABLE <br />SOIL COMPLIANCE PRIOR TO FOUNDATION <br />INSPECTION X <br />STRUCTURAL CONCRETE OVER 2500PSI OR <br />STRUCTURAL GRADE BEAM & CAISSONS <br />@3000PSI MINIMUM <br />CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS <br />REQUIRED FOR ALL CONCRETE DESIGNED WITH F'C <br />GREATER THAN 2500PSI <br />X <br />FIELD WELDING FIELD WELDING MUST BE DONE BY WELDERS CERTIFIED <br />BY THE GOVERNING AGENCY <br />X <br />IF USED <br />EXPANSION ANCHORS USE IN INTERIOR FOOTINGS ONLY <br />SIMP. SET-XP EPOXY FOR BOLTS DRILLED INTO CONCRETE INSTALL PER ICC <br />ESR-2508 OR LARR 25744 <br />X <br />IF USED <br />ANCHORS IN DRY-PACK FOR BOLTS DRILLED INTO CONCRETE INSTALL PER <br />LARR 24968 X <br />MANUFACTURED WALLS (SIMPSON STEEL <br />WALL, HARDY FRAMES <br />A LICENSED FABRICATOR IS REQUIRED BY THE <br />GOVERNING AGENCY. CONTINUOUS INSPECTION BY A <br />DEPUTY INSPECTOR IS REQUIRED FOR ALL <br />MANUFACTURED WALLS <br />X <br />IF USED <br />STRUCTURAL NOTES <br />UNLESS OTHERWISE NOTED THE FOLLOWING SHALL APPLY <br />1 SOIL BEARING VALUE IS ASSUMED 1,500 psf PER TABLE 1806.2 UNLESS A SOILS REPORT STATES OTHERWISE <br />2 AT ROOF DIAPHRAGM USE 15/32" CD-CC PLY. OR O.S.B. EQ. P.I. 32/16 W / 8d NAILS @ 6" O.C. EDGES & 12" O.C FIELD NO BLKG. REQ <br />(U.N.O) <br />3 AT FLOOR DIAPHRAGM USE T & G 5/8" CD-CC PLY. OR O.S.B. EQ. W / 10d NAILS @ 6" O.C EDGES & 12" O.C. FIELD (U.N.O) <br />*4 AT SHEAR WALL TYPE 4&5 USE 3X NOMINAL FRAMING AT ALL PLYWOOD EDGES WHERE NAILING IS @ 2" O.C. OR LESS <br />5 BOLT HOLES SHALL BE 1/16" (MAX) OVERSIZED AT THE CONNECTOR OF THE HOLDOWN. INSPECTOR TO VERIFY. <br />6 HOLDOWN CONNECTORS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE WALL FRAMING. <br />7 HOLDOWN ANCHOR BOLTS SHALL BE CONNECTED TO WOOD POSTS (4X MIN.) <br />8 CONNECTIONS AND FASTENERS SHALL COMPLY WITH TABLE 2304.10.2 (SEE DETAIL) <br />9 AT SHEAR VALUE GREATER THAN 350 PLF USE MIN 3x FRAMING AT ALL PLYWOOD EDGES AND MIN OF 1/2" FROM PANEL EDGE AND <br />NOT LESS THAN 3/8" FROM THE EDGE OF CONNECTING MEMBERS <br />10 FOR THE NAILING. 2-2X MEMBERS JOINED W/ 16d NAILS @ 3" O.C. MAY BE USED IN-LIEU OF 3X MEMBER. <br />11 PROVIDE DBL F/J OR LINE OF FULL HT 2X BLOCKINGS UNDER 2ND FLOOR WALLS <br />12 FOR ALL PLYWOOD NAILING USE COMMON NAILS STAGGER (WHERE APPLICABLE) AND BLOCK ALL EDGES FOR ALL SHEARWALLS <br />13 ANCHOR BOLTS TO SILL MUST START MIN 3 " AND MAX 12" FROM SILL END MIN 2 ANCHOR BOLTS PER SHEAR PANNEL <br />14 <br />15 <br />SAME SIZE A307 THREADED ROD W/HILTI HIT-RE500-SD ADHESIVE ANCHOR MAY BE USED IN LIEU OFANCHOR BOLTS MIN 5"INTO <br />CONCRETE W/ MIN EDGE DIST. 1 3/4 IN.) INSTALL PER LARR-25700 ESR-2322 OR APPROVED EQUAL. (SPECIAL INSPECTION IS <br />REQUIRED). <br />16 <br />IN LIEU OF ANCHOR BOLT HOLD DOWN BOLTS SIMP. SET XP EPOXY MAY BE USED INSTALL PER ICC ESR-2508 OR LARR-25744 MIN <br />EMBEDMENT INTO CONC. 9-1 <br />2" FOR 5 <br />8 BOLTS 11-1 <br />4" FOR 3 <br />4"BOLTS AND 13-1 <br />8" FOR 7 <br />8" BOLTS (SPECIAL INSPECTION IS REQUIRED ) <br />17 PROVIDE 2 LAYERS OF GRADE "D" PAPER AT EXTERIOR SHEARWALL SHEATHING. MAX STUD SPACING 16" O.C <br />18 ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX. <br />19 3"X3"X0.229 PLATE WASHERS WITH SLOTTED CUT HOLE PER 2308.3.1.1 ARE REQUIRED FOR ALL HOLD DOWNS CONNECTION TO WOOD <br />POSTS &SILL PLATE. <br />FOUNDATION NOTES <br />UNLESS OTHERWISE NOTED THE FOLLOWING SHALL APPLY <br />1 ANCHOR BOLTS FOR WALLS SHALL BE 5/8 Ø X 12" LONG EMBEDED 9" MIN INTO FIRST POUR OF ALL CONTINUOUS CONCRETE <br />FOOTINGS AND SPACED AT 48"O.C MAX WITH PLATE WASHERS 3" X 3" X 0.229" U.N.O. <br />2 ANCHOR BOLTS SHALL START MIN 4-1/2 " AND MAX 12" OF SILL END WITH MIN 2 BOLTS PER WALL. <br />3 FOR INTERIOR NON BEARING WALLS SIMP. PDPWL 300 OR APPROVED EQ. @ 24"O.C MAY BE USED IN 4" MIN CONCRETE SLAB AND <br />MUST BE INSTALLED PER MNFG SPECS IN CONFORMANCE WITH ICC ER-4546. <br />4 HD'S SHALL BE TIED AND INSTALLED IN PLACE AND INSPECTED PRIOR TO POURING OF CONCRETE. ALL SIMPSON ANCHORS TO BE <br />INSTALLED PER MNFG SPECS AND IN CONFORMANCE WITH THE LATEST ICC REPORTS. <br />5 THE CONCRETE COMPRESSIVE STRENGTH OF ALL FOOTINGS AND SLABS SHALL BE A MINIMUM OF F'C=2500 PSI <br />6 ALL CONTINUOUS CONCRETE FOOTINGS SHALL BE REINFORCED WITH #4 BARS GRADE 60 CONFORMING TO ASTM A-615 ON TOP AND <br />BOTTOM OF FOOTINGS. <br />7 INTERIOR SLABS SHALL HAVE MESH REINFORCING CONFORMING TO ASTM A-165 U.N.O. <br />8 MINIMUM SPLICE FOR REINFORCING STEEL SHALL BE 30 BAR DIAMETER OR 2 FEET <br />9 SEE 1ST FLOOR SHEARWALL SCHEDULE FOR BOLT SIZES AND MINIMUM SPACING <br />10 ALL SURFACE WATER SHALL DRAIN AWAY FROM BUILDING AND WALLS AT 2% MINIMUM <br />11 SAME SIZE HILTI EXPANSION BOLTS 7" INTO FIRST POUR CONC. MAY BE USED IN LIEU OF ANCHOR BOLTS. MIN CONC. EDGE DIST. = 2" <br />12 <br />SAME SIZE BOLTS 5" MIN. INTO CONC. MAY BE USED W/SIMP. SET XP EPOXY PER ICC ESR-2508 OR RR-25744 WITH MIN CONC. EDGE <br />DIST 1-3 <br />4" ( SPECIAL INSPECTION IS REQUIRED ) <br />13 <br />FOR HOLD DOWN BOLTS SIMP. SET XP EPOXY MAY BE USED INSTALL PER ICC ESR-2508 OR LARR-25744. MIN EMBEDMENT INTO CONC. <br />9-1 <br />2" FOR 5 <br />8 BOLTS 11-1 <br />4" FOR 3 <br />4"BOLTS AND 13-1 <br />8" FOR 7 <br />8" BOLTS. ( SPECIAL INSPECTION IS REQUIRED ) <br />14 CONCRETE DRIVEWAYS & OTHER LARGE CONC. SLABS SHOULD HAVE CRACK CONTROL JOINTS @ ± 10' O.C.. SMALL SLABS SHOULD <br />HAVE CRACK CONTROL JOINTS @ ± 5' O.C. <br />15 ALL FOUNDATION EXCAVATION ARE TO BEAR IN LIKE MATERIAL <br />16 ALL SHEAR AND ANCHOR BOLTS WITH NON-STANDARD SPACING ARE TO BE TIED IN PLACE AT FOOTING INSPECTION <br />17 SATURATE THE SOIL 18" DEEP BEFORE PLACING THE CONCRETE SLAB <br />18 IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, CONSULT W/SOILS ENGINEER AND/OR ENGINEER OF RECORD. <br />19 IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION REPORT MAY BE REQUIRED. <br />ROOF DIAPHRAGM <br />USE 15/32 CDX APA RATED W/ 8d COMMON NAILS @ 6:6:12 OR <br />O.S.B. EQ. (TYP.) P.I. 32/16 SEE DETAIL 70/SD3 <br />SHEET INDEX <br />THE GOVERNING CODES FOR THIS PROJECT ARE: <br />FLOOR DIAPHRAGM <br />USE 5/8" MIN. PLY. CD T&G W/ 10d COMMON NAILS @ 6:6:12 <br />OR O.S.B. EQ. (TYP.) P.I. 32/16 SEE DETAIL 70/SD3 <br />FLOOR SLAB <br />CONCRETE FOOTINGS <br />USE MIN 2500 PSI AT 28 DAYS WITH 2 -#4 BARS TOP & BOTTOM <br />RISK CATEGORY =II <br />FLOOR LIVE LOAD =40 psf <br />FLOOR DEAD LOAD =12 psf <br />BALCONY LIVE LOAD =60 psf <br />WIND DESIGN DATA <br />BASID WIND SPEED (mph) =110 <br />RISK CATEGORY =II <br />WIND EXPOSURE =C <br />INTERNAL PRESSURE <br />COEFFICIENT = <br />+0.18 <br />-0.18 <br />FULL LEGEND IS SHOWN FOR REFERENCE ONLY. ONLY <br />APPLICABLE CALLED OUT PADS ON FOUNDATION PLAN <br />APPLY. <br />FULL LEGEND IS SHOWN FOR REFERENCE ONLY. ONLY <br />APPLICABLE CALLED OUT POSTS ON FLOOR FRAMNG <br />AND/OR ROOF FRAMING PLAN APPLY. <br />SHEAR WALL SCHEDULE PER 2021 SDPWS TABLE 4.3A <br />S.W. <br />TYPE SHEAR PANEL DESCRIPTION <br />SHEAR VALUE <br /># / FT <br />REDUCED SHEAR <br />VALUE (# / FT) <br />TOP PLATETO <br />BLK'G <br />OR JOIST <br />SILL PLATE CONNECTION TO <br />FLR BELOW OR FOUNDATION <br />HEIGHT / WIDTH REDUCED <br />HEIGHT / WIDTH <br />15/32" CD, CC PLWD (4PLYS) OR O.S.B. EQ. W/ 8d <br />COMMON NAILS @ 6"O.C. @ BNDRY/EDGES & 12"O.C. <br />FIELD (FOR BACKING ONLY) <br />N/A N/A SIMP. A35 <br />@32" O.C. <br />16d Common Nails @ 4"O.C. for <br />wood or 5/8" dia x 12" A.B. @ 48" <br />O.C. W/3"X3"X0.229" Steel plate <br />washer. <br />7/8" STUCCO OVER PAPER-BACKED LATH W/11 <br />GAUGE 1-1/2" LONG, 7/16" DIAM HEAD NAIL FURRED <br />MIN 1/4" @ 6" O.C @TOP & BOTTOM PLATES, EDGE <br />OF SW & AT ALL STUDS <br />90 <br />UNBLOCKED <br />90 <br />BLOCKED <br />SIMP. A35 <br />@32" O.C. <br />16d Common Nails @ 4"O.C. for <br />wood or 5/8" dia x 12" A.B. @ 48" <br />O.C. 9" min. into conc. and <br />W/3"X3"X0.229" Steel plate <br />washer.1 1/2 : 1 2 : 1 <br />15/32" STRUCTURAL I (4PLY) CD, CC-A.P.A. RATED <br />PLYWD. OR O.S.B. EQ. W/ 8d COMMON NAILS AT <br />6"O.C. @ EDGES & BOUNDARY AND 12" O.C. ON <br />FIELD <br />280 160 SIMP. A35 <br />@16" O.C. <br />16d Common Nails @ 4"O.C. for <br />wood or 5/8" dia x 12" A.B. @ 48" <br />O.C. 9" min. into conc. and <br />W/3"X3"X0.229" Steel plate <br />washer.2:1 3 1/2 : 1 <br />15/32" STRUCTURAL I (4PLY) CD, CC-A.P.A. RATED <br />PLYWD. OR O.S.B. EQ. W/ 10d COMMON NAILS AT <br />6"O.C. @ EDGES & BOUNDARY AND 12" O.C. ON <br />FIELD <br />340 199 SIMP. A35 <br />@12" O.C. <br />16d Common Nails @ 3"O.C. <br />staggered for wood or 5/8" dia x <br />12" A.B. @ 32" O.C. 9"min. into <br />conc. and W/3"X3"X0.229" Steel <br />plate washer.2:1 3 1/2:1 <br />15/32" STRUCTURAL I (4PLY) CD, CC-A.P.A. RATED <br />PLYWD OR O.S.B. EQ. W/ 10d COMMON NAILS AT 3" <br />O.C. @ EDGES & BOUNDARY AND 8" O.C. ON FIELD. <br />USE 3X NOMINAL FRAMING @ SILL PLATE & PLWD <br />EDGES <br />665 379 SIMP. A35 <br />@6" O.C. <br />1/4" x6" SDS screews @ 6"O.C. <br />staggered (Use 3x Blk'g) or 5/8" dia <br />x 12" A.B. @ 24" O.C. 9"min. into <br />conc. and W/3"X3"X0.229" Steel <br />plate washer.2:1 3 1/2:1 <br />15/32" (4PLY) STRUCTURAL I PLWD OR O.S.B. EQ. W/ <br />10d COMMON NAILS AT 3" O.C. @ EDGES & <br />BOUNDARY AND 8" O.C. ON FIELD. USE 3X NOMINAL <br />FRAMING @ SILL PLATE & PLWD EDGES <br />1330 758 <br />SIMP. A35 <br />@6" O.C. <br />EA. SIDE <br />1/4" x6" SDS screws @ 3"O.C. <br />staggered (Use 3x Blk'g) or 5/8" dia <br />x 12" A.B. @ 12" O.C. 9"min. into <br />conc. and W/3"X3"X0.229" Steel <br />plate washer.2:1 3 1/2:1 <br />15/32" (MIN. 4PLY) STRUCTURAL I PLWD OR O.S.B. <br />EQ. W/ 10d COMMON NAILS AT 2" O.C. @ EDGES & <br />BOUNDARY AND 8" O.C. ON FIELD. USE 3X NOMINAL <br />FRAMING @ SILL PLATE & PLWD EDGES <br />870 496 SIMP. A35 <br />@5" O.C. <br />1/4" x6" SDS screws @ 4"O.C. <br />staggered (Use 3x Blk'g) or 5/8" dia <br />x 12" A.B. @ 12" O.C. 9"min. into <br />conc. and W/3"X3"X0.229" Steel <br />plate washer.2:1 3 1/2:1 <br />15/32" (MIN. 4PLY) STRUCTURAL I PLWD OR O.S.B. <br />EQ. W/ 10d COMMON NAILS AT 2" O.C. @ EDGES & <br />BOUNDARY AND 8" O.C. ON FIELD. USE 3X NOMINAL <br />FRAMING @ SILL PLATE & PLWD EDGES <br />1740 992 <br />SIMP. A35 <br />@5" O.C. <br />EA. SIDE <br />1/2" x6" Lag Bolts @ 3"O.C. (Use <br />3x Blk'g) or 5/8" dia x 12" A.B. @ 6" <br />O.C. 9"min. into conc. and <br />W/3"X3"X0.229" Steel plate <br />washer.2:1 3 1/2:1 <br />USE MANUFACTURED WALL OR APPROVED EQUAL <br />BY ICC. INSTALL PER MANUFACTURE(S) <br />RECOMENDATIONS FOR HOLD DOWN AND ANCHOR <br />BOLTS. <br />± 1000 <br />PER MFG. <br />CATALOGUE <br />PER MFG. <br />CATALOG <br />USE MANUFACTURE TEMPLATE <br />PER MFG. RECOMENDATION <br />-Anchor bolts shall be connected to sill plate w/ 3-inch by 3-inch by 0.229 inch plate washer (per table 2303.3.11) <br />* All framing members receiving edge nailing from abutting panels shall not be less than a single 3-inch nominal <br />member, or two 2-inch nominal members fastened together w/16d face nails @ 3" o.c. wood structual panel joint and <br />sill plate nailing shall be staggereed in all cases. <br />* Use 3x sill plate for shear walls with a design load of over 350 plf. <br />* Special inspection is required for wood diaphrams and shear wall with nailing at 4" on center or less. <br />* Studs shall be connected to sill/sole plates with 2-16d end nails or 4-16d toe nials. <br />Δ The sill plate is permitted to be a 2-inch nominal member if the sill plate is anchored by two times the number of <br />bolts required by deign and 0.229-inch by 3-inch by 3-inch plate washers are used. <br />Ω Where panels applied on both faces of a wall, panel joints shall be offset to fall on different framing members, or <br />framing shall 3-inch nominal or thicker at adjoining panel edges and nails on each side shall be staggered. <br />* * x This type of shear wall is not required based on lateral analysis it is provided as an additional shearwall to <br />increase the lateral performance of the structure (conservative measure) <br />X <br />1 <br />2 <br />3 <br />4 <br />4 <br />4 <br />5 <br />5 <br />5 <br />6 <br />20 ALL SIMPON STRONG TIE HARDWARE MUST BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS <br />NOTE: ALL PADS SHALL BE MIN. 24" DEEP UNLESS SPECIFIED <br />OTHERWISE ON DETAILS A <br />B <br />C <br />D <br />USE 4" CONC. SLAB. W/ #4 BARS @ 16" O.C. EACH WAY OVER <br />2" SAND OVER 10 MIL. VISQUEEN OVER 4" MIN.THICK BASE OF <br />1 <br />2" OR LARGER CLEAN AGGREGATE <br />REPORT NUMBERS <br />UNLESS OTHERWISE NOTED THE FOLLOWING SHALL APPLY <br />PRODUCTS INTERNATION CODE COUNCIL CITY AGENCY <br />HOLDOWNS ESR-2330 LA RR 25720 <br />ANCHOR BOLTS W/ SIMPSON SET-XP <br />EPOXY ESR-2508 LA RR 25744 <br />ANCHOR BOLTS W/SIMPSON SET-XP <br />EPOXY (UNREINFORCED MANSONRY <br />WALLS) <br />ESR-2508 LA RR 25744 <br />ANCHOR BOLTS W/ SIMPSON <br />SET-EPOXY ESR-1772 LA RR 25279 <br />HANGERS ESR-2552 LA RR 25807, LA RR 25800, LA RR 25803 <br />STRAPS ESR-2105 LA RR 25713 <br />LTT-HTT LA RR 25818-IAPMO <br />COLUMN CAPS ESR-2604 LA RR 25714 <br />HARDY FRAME ESR-2089 LA RR 25759 <br />PARALLAM ESR-1387 LA RR 25202 <br />SDS SIMP. WOOD SCREWS ESR-2236 LA RR 25711 <br />PDPAWL ESR-2138 LA RR 25469 <br />ESR-1161BEARING PLATES (BP), ANCHOR <br />PLATE (FAP), TENSION TIE (HTT22) <br />LATERAL TIE PLATE (LTP4) <br />LA RR 25293 <br />ER-130, ICC-ES AC155 <br />SIMPSON STRONG WALLS ESR-2652 <br />ESR-1679SIMPSON STEEL STRONG WALLS <br />A34 / A35 ESR-3096 - ER 112 <br />ESR-2330 <br />ESR-2508 <br />ESR-2508 <br />ESR-2611SSTB-SB <br />SAME SIZE SIMPSON WEDGE ANCHOR MAY BE USED IN LIEU OF ANCHOR BOLTS MIN 7"INTO CONCRETE and FULLY GROUTED CMU <br />MASONRY OR MIN EDGE DIST. 6 1/2 IN.) INSTALL PER ICC ESR-1396 AND LARR-24682. <br />1311 N Towner <br />12/12/2024