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WIND <br />' 1 <br />FLOOR <br />'PER PLAN <br />'. <br />T® SHEAR WALL TRANSFER <br />DBL JOISTS OR P <br />(0 JOIST PARALEL <br />1-1191.. <br />(0 JOISTS R :i <br />WALL) <br />,g dY d <br />CULAR TO SHEAR WALL) <br />DOUBLE <br />INTERIOR LL T <br />JOIST BLOCKING <br />INTERIOR STRAP TIE <br />SHEAR O FLOOR BEAM) <br />SHEAR WALL ACROSS UPPER FLOOR` <br />10 ��- ) <br />(�) <br />Design Build 5ervi, c3, Inc (36 ) 393-S,659 - Shear Wall Schedule <br />Rev 9a - 1 6 2021 <br />--- - -- - -- END STUDS PLATE NAILING <br />A35%RBC 1/2°' A-B. <br />SHEATHING NAILING (MIN) 12d <br />*TOP PL. SPACING <br />UNBLOCKED ®LOCKED <br />G1-7 1/2" Sheetrock _ _5d Wallboard @7" o.c. 1 2Xi 1 Rove ® 14`° <br />3'-6"o.c. 1f2" a 6' <br />100 125 <br />GI-4 <br />1/2" Sheetrock <br />5d Wallboard @4" o.c. <br />1 2X4 <br />1 Row 0 11" <br />3'-0"o.c. <br />1/2" @ 6' <br />125 <br />150 <br />G1-4+ <br />5/81" Sheetrock <br />_ 6d Wallboard @ 4" o.c. <br />1) 2X4 <br />1 Row 0 g" <br />2'-6"o.c. <br />1 2" @ 6' <br />145 <br />175 <br />G2-7 <br />1 /2" Sheetrock <br />5d Wallboard_ 0 7" o.c. <br />1 2X4 <br />1 Row 0 7" <br />V-9"o.c. <br />1 /2" 6' <br />200 <br />250 <br />0-9-4 <br />2" Sheetrock Wallboard @ 4" ox. 2� 2X4 i-2X6 1 Row 0 5" <br />1'-�-5"a.c. 1 2'° 0 4' <br />250 300 <br />LRP <br />16" LATERAL RESTRAINT PANEL - Max Ratio 6:1 w/rain. 4x Header <br />600 L5 TOTAL <br />REF <br />2'-0" or wider LATERAL RESTRAINT PANEL <br />515 Lb/ ft. <br />APA <br />TT-100 <br />Based on APA T20011-56 & Draft 156 dated June 17, 1994- higher values are allowed based on H.D. design. <br />__- <br />ALL WALLS BLOCKED <br />----� <br />Edge Nailing- - <br />HF Spacing <br />HF TYP HF WIND_ <br />S1-­6_ <br />7/16"_OSB 6d o.c. or 16g Staple 04" 2-2X4/1-2X6 1 Row @7" <br />2'-0"o.c. 1/2" ® 6' <br />215 300 <br />51-4 <br />7/16" OSS <br />6d @4"ox. or 16q Staple @25' <br />2 2X4/2X6 <br />1 Row 05" <br />1'-5"o.c. <br />1/2" 0 4' <br />310 <br />434 <br />S'I- <br />7 16" 051 6d 3"o,c.--_i 2-2X6 3-2X4 1 Row 04" <br />1'-O"o.c. 5/6" 4 1.7' <br />40 560 <br />51--2 <br />7 15" OSB 10d 02"o.c. 1=DF 2-4x4 2 Row 02.5" <br />8"o.c. 5/8„ 0 2.5'** <br />1 544 763 <br />S2-6 <br />7/16" OSB _ 6d "o.c. or 16 eta le 04" 3-2x4 2-2x6 1 Row 03" <br />12"o.c. 5/8" 0 1.5' <br />4.30 600 <br />S2-- 4 <br />7/16" OSB 6d 04"o.c, or 16g staple 02.5" 4-2x4 3-2x6 2 Row @5" <br />6"o.c. 5/8" 0 2.7'** <br />620 666 <br />52�3 <br />7 16" OSB 8d 03"o.c. 4-241-ry4x4 2 Row @3.5" <br />6"o.c. 5/6" 0 2'1* <br />800 1120 <br />S2-2�7/16" <br />OSB 10d- 2"o.c. - - - - - _ 1ZDF#2-44 2 Row 02" <br />4"o.c. 5/$'° 0 1.3'** <br />1088 1 1525 <br />Hold <br />Down Schedule -- Simoson or Enual <br />Tension <br />- -- <br />Wind <br />Seismic Cracked <br />A35 <br />A35 - Detail 4 in Sirnpson Catalog <br />600 <br />600 lb 0 1.6 <br />H1 <br />H1 -- Truss to top plate lateral <br />415 <br />415 <br />lb 0 1.6 <br />L SDTH6 <br />LSDTH3/LSDTH13RJ-6" wall @0.5"tl-12'Y f. outside corner <br />1690 <br />1220 <br />lb ® 1.6 <br />LSDTH6 <br />LSDTH6 LSDTH6RJ-6" wall .5"-12"+ f. outside corner <br />2230 <br />1610 <br />lb @ 1.6 <br />LSOTH6 <br />LSDTH6/LSDTH6RJ-6" wall 012"+ from corner <br />3115 <br />2250 <br />lb 0 1.6 <br />STHD10 <br />STHD10/STHD10RJ-6" wall @0.5"=-15"+ f. outside corner - <br />2050 <br />1435 <br />lb 0 1.6 <br />STH010 <br />STHD10/STHD10RJ-6" wall 00.5"-15"-P f. outside corner <br />3145 _ <br />2175 <br />lb 0 1.6 <br />STH010 <br />STHD10/STHDIORJ-6" wall 15"+ f. outside corner <br />4755 <br />3400 Ilb <br />0 1.6 <br />STHD14 <br />STH014/STH014RJ-6" wail .5"--21"+ f. outside corner <br />3200 <br />2685 <br />lb 0 1.6 <br />STHD14 <br />STHD14/STHDI4RJ--6" wall 00.5"-21"+ f. outside_ corner <br />4165 <br />3500 <br />lb 0 1.6 <br />STHD14 <br />STHD14/STHD14RJ-6" wall 021"+ from corner - - <br />5345 <br />3615 <br />lb 0 1.6 <br />HDU5 <br />HDU5 w/ 5/6" SSTB24 6" Wall Min 5" from Endwall <br />4470 <br />3325 <br />lb A.B./DF <br />HDU5 <br />HDU5 w/ 5/6" SSTB24 6" Wall Min 42' from Endwall <br />- <br />5025 <br />3740 <br />lb A.B./DF <br />HDUB <br />HDUB wZ 7 6" SST826 6" Wall Min 5" from Endwall <br />7615 <br />6395 <br />lb A.9./DF <br />HDU6 HOU8 wl 7/6" SSTB26 6" Wall Min 50" from Endwall <br />7670 <br />7670 lb w-4.5DF <br />ST24 ST 6224 to lout - MST37 _w/ rim -- - - _ <br />2540 <br />2540 lb 01.60 <br />36 ST 6236 to joist -- MST 48 w/ rim <br />- <br />3695 <br />3695 lb 0 1.60 <br />ST60 MST60 0 rim - <br />4630 <br />4630 lb 01.60 <br />ST72 IST72 no rim <br />6730 <br />6730 lb 01.60 <br />NOTES: Based on 2018 IBC and Industry Standards assume HF for wood material <br />u.n.o. <br />xa-x wall is sheeted an one side. x2--x is sheeted both sides. Hold-downs are bused on 2011 Simpson HemFir Values UN9. Toenail use Q rim to top plate requires 207 <br />more nails than plate nailing values given @ top plate. Toenails @ GI-7/4 only. Nails to be: 8D 0.13l12.5" In,D 0.148xY 12D 0.1480.25 160 0.135'0.5" <br />Per AFPA SGP66 H: W ratio 2:1 max for sh etrock walla. All sheetrock wall sections w/H: W ratio of 1.5:1 to be <br />blocked. Sheetrock walls not allowed in seismic zone E. <br />Anchor bolts for Hold downs are to be A307 bolts or threaded rod with 2 nuts (jammed). Min. Embedment length <br />to be 12' in the footing. Simpson <br />SSTB bolts can be <br />subsitut;ed per the catalog call -outs. Rebor is to be ;within 2' above and to the side of the head of the belt and Simpson Sirup Hold --downs. <br />Gypsum Wall Nailing is for all supporting members & wall to be unblocked unless noted otherwise. All 1:1S8/Plywd <br />walls to be blocked and have Agin <br />field nailing 0 12" ox, if <br />panels are over s6' thick or stud spacing less than 24' o.c.. <br />OA35 0 top plate only required if Ram Joist is flush :vitro Sheathing or @ interior wail & cannot be toe -nailed. <br />" 3x Atudsill Required. 3x wall plates are required if sheeting is spliced on the plate. If spliced on rim double rim required for 1 1/2' nail penetration. Note mudsill shear <br />can be different than the wall above, see calculation summary --,beat- <br />All walls with shears over 350Yj/ft require 3x :studs or blocking at panel joints. Double studs can be substituted <br />:when nailed together at shear wall <br />nailing with lod nails. <br />All anchor bolt spacing between 3501/ft and 6004/ft has been reduced by 50% to allow use of 2x plate. If 3x <br />plate is used halt spacing con be <br />doubled in these cases. <br />ALL ANCHOR BOLTS ON SHEAR WALL LINES TO HAVE 3"X3`X0.220" WASHERS 2308.3.1.1, <br />21" From Mudslll <br />edge on side with <br />OSB/PlyNood if shear Over 200 PL F per Sl)M 4.3.6.4.3.. unless hold-downs provided <br />at wall ends per <br />exception. <br />La 0 i <br />_Il <br />PLATE NAIL PER -- <br />COL 3 <br />16d TOE NAILING <br />0 RIM TO TOE' <br />PLATES 0 12" O.C. <br />SHEATHING ON <br />IST FACE PER <br />COL.1 OF SHEAR <br />WALL SCHEDULE <br />AND NOTE 2 <br />ROOF SHEATHING, 10d � <br />TO TRUSSES 0 10" O.C. <br />ROOF TRUSSES <br />(2) ROWS 10d <br />NA IS 0 6" O.C. 3/4" PLYWOOD <br />TO IFOP PLATE 2X6 OR 2X8 BLOCK <br />- <br />W/ 12d NAILS 0 6" <br />--_ --- _-- °`2X4 HAILERS <br />10d NAILS 0 6" O.C. <br />TO BTM CHORD <br />-10d NAILS 0 6" O.C. <br />PLYWOOD TO 214 <br />NAILER <br />SHEAR MALL PER PLAN <br />TERNATE <br />TRUSS DIAPHRAM <br />(INT. SHEAR WALL TO PARALLEL ROOF TRUSSES) <br />- - VARIES -- <br />- - - - NAIL THRU ROOF SHEATI--iING <br />TO 2X4 BLOCKS (TYR) <br />-- 2X4 BRACE <br />(3) 12d(TYP) 2X4 BLOCKS ABOVE <br />SHEAR WALL <br />�,-,MFG'D TRUSSES <br />0 24" O.Cv <br />45 ® MAX A35 CLIPS PER <br />SHEAR WALL SCHED. <br />INTERI SHEAR ALL DBL TOP PLATE <br />E TRUSS DIAPHRAM <br />1 SHEAR MALL TO PERPENDICI�LAR ROOF ������; <br />�- <br />,2 x RAFTERS <br />OR TRUSS TOP <br />CHORD <br />-3-16D TOENAIL EACH TRUSS <br />2 x CEILING JOISTS <br />OR TRUSS BOTTOM <br />CHORD <br />SIMPSON'S H1 <br />SEISMIC TIES <br />48" O.C. U.N.O. <br />SHEATHING ON <br />----2NO FACE PER <br />COL. 1 OF SHEAR <br />WiAL.L. SCHEDULE (TYP.) <br />IF REQUIRED <br />16d NAILING TO BOTTOM <br />PLATE PER COL, 5 OF <br />SHEAR WALL SCHEDULE <br />TSRM _- - - (TYP.) Ill. <br />ALT RIM <br />_ DETAIL <br />A35 PER COL 6 WHERE - <br />SHEATHING DISCONTINUOUS. <br />SEE DETAIL A FOR <br />CONTINUOUS RECUIRMENTS. - SIMPSON A35 <br />t� FRAMING ANCHOR <br />iI PER COL. 6 OF <br />-BLOCKING AT ALL SHEAR WALL SCHEDULE <br />PANEL EDGES % MID.) <br />l� <br />.I <br />PANEL PLATE NAILING <br />PER COL. 5 OF SHEAR <br />WALL SCHEDULE (TYP.) <br />ALT RIM <br />DOUBLE RIM WHERE DETAIL <br />'DOUBLE ROW OF - <br />PLATE NAILS <br />_ MAX j- PER SHEAR SCSI SIMPSON A35 <br />FOOTNOTE (SDPWfS 4.3.5.1) FRAMING ANCHOR <br />PER COL. 6 OF <br />'n. SHEAR WALL, SCHEDULE <br />CRAWL SPACE <br />F.,(TYP.) <br />.. <br />EDGE NAILING AT <br />PLYWOOD EDGES <br />+ WIIWUA3:11112- <br />2 - 2 x TOR PLATES <br />PLATE NAILING <br />EXTENT OF 16" MIN.L. *'VARIES (SEE PLAN) <br />HEADER <br />- - <br />2X4 TOP PLATE OR PONY WALL ABOVE <br />GARAGE DOOR HDR. MIN. 3x11.25 <br />(SEE FRMG. PLAN FOR SIDE) <br />NAIL O.S.D._ TO HDR. -/8d 0 3°' O.C. <br />>- <br />OR 15g STPLS 0 15O.C. TYP. <br />ROWS <br />2-2x4 STUDS MIN <br />16D <br />3" LIaC. <br />LSTA24 VERTICAL STRAP <br />®PPUSITE OF SHEETING (MSTA49 <br />W/ PONY MALL) <br />® <br />NAIL a AI,L PLTS. HDRS,ex <br />6 <br />l <br />STUDS W 8d 0 3" O.C. TV. <br />OR W/15g STAPLES 0 2.5" O.C. TYP, <br />2- 4 AT ANY O.S.B. MAIL JOINT W/16D <br />g 3 o.c. IN MIDDLE 24 OF PANEL <br />7/16" O.S,B. (5/8- T1-11 0 TLRP) <br />STHD14 OR PLAN NOTE CALL -OUT. <br />® <br />INSTALL PER MANE. RECOMMENDATION <br />CONTINUO _ - <br />w/STEM 12" w/2 4 MIN <br />2-2X4 PLATES, NAIL SHTG. <br />TO EA. PLATE - SEE 'NOTE BELOW <br />AT OPEHIN l0 R _- . <br />- <br />ANCHRLAC BOLTS W/ x WASHER <br />MIN 7 MBEDMENT (1�5 8 A2 AB FAIN) <br />Note: Where Panel i <br />on a rim <br />joist the sheeting must lap the rim <br />which could take the place of the second plate. Lag bolts are to <br />replace anchor bolts into 4x 0 <br />RIM. The STHO14's are to be <br />replaced with STHDI4RJ's or added to with MST 60's at a pony <br />wall. MST 60's are to replace <br />STHD14's at a second floor <br />application. <br />LATERAL RESTRAINT PANEL OUP" <br />7LRP SIMILAR (REF: <br />. <br />Blocking at All Panel Edges Req'd <br />46" 46" <br />Full Panel Width Full Panel Width <br />\-2 x 4 (lain. plate) 'Shooting To Be Continuous <br />Over Rim Joist or Vertical <br />2-2x Continuous or Strapped Rile LSTA12 to Full Ht. Wall Studs <br />0 32 o.c. UNO on Plan <br />Perforated Shear Wall Similar. No Horizontal Straps or docking required. <br />Wall to be sheeted then openings cut and all edges nailed per schedule. <br />AFPA SOPWS Section 403.5.3 <br />k <br />ii <br />y <br />i <br />I"" <br />l <br />li <br />ti <br /># <br />l4 <br />x <br />f <br />� <br />' <br />1 <br />LL1 <br />I j NOT TO SCALE <br />W,t 5 1 <br />