9227 4TH AVE W 2024-08-12 - Laserfiche WebLink

' 4TH AVE W DUPLEX October 10, 2022 SDA Job# 9676 12 Main Left I .A15-WSW iSEGMENTED WALL Floor info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,a g.Roof,4TH,3RD,2ND tributary width tributary area Ft-Rr_ Load Direction,e.g.Left-Right,Front-Rear total width total area (For Left Wall,Use Front-Rear Load Direction) Tributay Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) 4 0 tributary width 32.0 ' ] tributary area 60.0 total width 1424 0 total area 2ND/FL 1 Resisting Dead Load Tributary Area(NA) z I Tributary Area(NA) Shearwall Se merit Len th5 Adj Total Length- 7 0 ft o __tributary width a tributary area 7 0 ft I oa total width total area o Tributary Area(NA) 2 =Tributary Area(NA) EV(ROOF)= 10634 lb 4584 lb Z tributary width el tributary area EV(2ND FLOOR)= 11742 lb 8400 lb -,_ total width total area EV O= 0 1b 0 1b EV()= 0 lb 0 lb Height of Shearwall= 8 0 ft Weight of Shearwall= 10.0 lbs E(Wind)= 22,376 lb E(Smc)= 12,984 lb Length of Sheanvall= 7 0 ft Tributary width for dead load= 2 0 ft ULT. v= 112 PLF ULT. v= 27 PLF Aspect Ratio OK Length of adjoining wall= 0 0 ft R= 65 ASS 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 L Holdown Above: NO FLOOR ABOVE Wind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 537 lbs = 537 lbs Wind controls-CI(ASD eq,5): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 lbs + 318 lbs = 318 lbs Wind controls-T1(ASO eq 7): Unfactored C.WL=895 lbs Unfactored T WL= 895 lbs i NO HOLDOWNS REQUIRED i OK Unfactored C EQ=216 lbs Unfactored T EQ=216 lbs i FOUNDATION/INTERIOR WALLS: i OK Unfactored C DL= 364 lbs Unfactored C LL/SL=0 lbs Main Left/Right Marriage Left I A15-WSW (SEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g.Roof,4TH,3RD,2ND 11.0 tributary width 230.0 i tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 56.0 total width 1460.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) C CDX 1 Sheathing type(T4.3A of SDPWS-2015) 14.0 tributary width 240.0 tributary area 60.0 total width 1424.0 total area 2ND/FL Resisting Dead Load o Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 20.0 ft o tributary width ¢ tributary area 120 0 ft 1 I ] I I o total width 9 total area o Tributary Area(NA) - i Tributary Area(NA) EV(ROOF)= 10634 lb 4584 lb z tributary width 12 _tributary area EV(2ND FLOOR)= 11742 lb 8400 lb 3 total width )_"'_„ total area EV()= 01b Olb EV O= 0 lb C lb Height of Shearwall= 8..0 ft Weight of Shearwall= 10 0 lbs F-(Wind)= 22,376 lb E(Smc)= 12,984 lb Length of Shearwall= 20.0 ft Tributary width for dead load= 2.0 ft ULT.v= 241 PLF ULT.v= 107 PLF Aspect Ratio OK Length of adjoining wall= 0 0 ft R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No Cc= 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 I(2 x 0.7)=305 PLF USE L ' a Holdown Above: Roof Left/Right Marriage Left Wind controls shearwall design ASD C TOTAL= (floor above)+(this floor)= 637 lbs + 1159 lbs = 1795 lbs Wind controls-01(ASD eq,it) ASD T.TOTAL w/o 00= (floor above)+(this floor)= 500 lbs + 535 lbs = 1035 lbs Wind controls-T1(ASO eq.7): Unfactored C WL=2992 lbs Unfactored T WL=3095 lbs SIMPSON DESIGNED HOLDOWN: r-r� y u144 Unfactored C ED= 1222 lbs Unfactored T EC)= 1222 lbs L FOUNDATION/INTERIOR WALLS: � S t.Hb8/RJ 3 Unfactored C.DL:: 1370 lbs Unfactored C LL/SL= 150 lbs /3 /1