4929 SOUND AVE 2025-09-19 - Laserfiche WebLink

d . CHAN RESIDENCE June 7, 2022 SDA Job# 9557 9 A15-WSW SEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g.Roof,4TH,3RD,2ND 1 0 tributary width 1 0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 2 - total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) • I CDX Sheathing type(T4.3A of SDPWS-2015) 0 C tributary width 0.0 tributary area 2.0 total width 2.0 total area ROOF Resisting Dead Load Tributary Area(NA) z V' Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 24.0 ft o tributary width ¢ tributary area 1- 9.5 ft 5.5 ft 9.0 ft I I ao total width 9 total area o Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 4587 lb 1343 lb Z tributary width W tributary area IV O= 0 lb 0 lb 3 total width "' total area EVO= 0Ib 0lb EV()= 0 lb 0 lb Height of Shearwall= 10.0 ft Weight of Shearwall= 10.0 lbs E(Wind)= 4,587 lb Z(Smc)= 1,343 lb Length of Shearwall=r 5.5 ft Tributary width for dead load= 16.5 ft ULT. v= 96 PLF ULT. v= 28 PLF Aspect Ratio OK Length of adjoining wall= 5.0 ft R= 6.5 t ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No 00= 2.5 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE Holdown Above: NC FLOOR ABOVE Wind controls sh arwalI design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 612 lbs = 612 lbs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o f20= (floor above)+(this floor)= 0 lbs + 397 lbs = 397 lbs Wind controls-T1(ASD eq.7): Unfactored C.WL=956 lbs Unfactored T.WL=3355 lbs NO HOLDOWNS REQUIRED OK i Unfactored C.EQ=280 lbs Unfactored T.EQ=280 lbs FOUNDATION/INTERIOR WALLS: I OK I Unfactored C.DL= 2693 lbs Unfactored C.LUSL=3197 lbs UPPER RIGHT I A15-WSW 1SEGMENTED WALL I-- Floor Info I Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g.Roof,4TH,3RD,2ND 1.0 tributary width 1.0 tributary area I Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) I CDX Sheathing type(T4.3A of SDPWS-2015) 0.0 tributary width 0.0 tributary area 2.0 total width 2.0 total area I ROOF Resisting Dead Load 0 Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 26.0 ft o tributary width a tributary area I 12.5 ft I 3.5 ft I 11.0 ft I I gtotal width total area o Tributary Area(NA) 2 Tributary Area(NA) EV(ROOF)= 4587 lb 1343 lb Z tributary width w tributary area EV()= 0 lb 0 lb }' total width ' total area EV()= 0Ib 0Ib !V 0)= 0 lb 0 lb Height of Shearwall= 'J 0 ft Weight of Shearwall= 10 0 lbs 3 E(Wind)= 4,587 lb E(Smc)= 1,343 lb Length of Shearwall= 3 5 ft Tributary width for dead load= 16 5 ft ULT.v= 88 PLF ULT. V= 26 PLF Aspect Ratio OK Length of adjoining wall= _ 5 0 ft R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No Do= 2.5 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE Holdown Above: NO FLOOR ABO'✓E Wind controls shear✓✓ail design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 543 lbs = 543 lbs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o O0= (floor above)+(this floor)= 0 lbs + 377 ibs = 377 lbs Wind controls-T1(ASD eq.7): Unfactored C.WL=884 lbs Unfactored T.WL=2973 lbs NO HOLDOWNS REQUIRED 1 OK Unfactored C.EQ=259 lbs Unfactored T.EQ=259 lbs FOUNDATION/INTERIOR WALLS: I OK I Unfactored C.DL= 2346 lbs Unfactored C.LL/SL=2784 lbs 1