4020 HOYT AVE 2025-10-06 - Laserfiche WebLink

LUCAS PROPERTIES November 17, 2021 SDA Job# 9411 10 main rear' A15-WSW SEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g.Roof,4TH,3RD,2ND 1.0 tributary width 1.0 Itributaryarea Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 2.0 Itotal width 2-0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) 1.0 tributary width 1.0 Itriburtary area 2-0 total width 2.0 total area 2ND/FL Resisting Dead Load Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 8.3 ft o tributary width q tributary area 6.5 ft 1 2.8 ft total width O total area o Tributary Area(NA) Tributary Area(NA) FV(ROOF)= 3712 lb 1123 lb z tributary width W tributary area 7V(2ND FLOOR)= 3647 lb 693 Itr 3 tofaf width ' total area EV(}= Ulb 01b xv()= 0 lb 0 lb Height of Shearwall= 8.5 ft Weight of Shearwall= 10.0 Its Z(Wind)= 7,359 lb E(S-c)= 1,816 lb Length of Shearwall= 2,a ft Tributary width for dead load= 2.5 ft ULT.v= 444 PLF ULT,v= 110 PLF Aspect Ratio OK Length of adjoining wall= 4.3 ft R= 6.5 ASO SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No Qo= 2.5 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF 1(2 x 0.6)=499 PLF Ductile Anchor Design?r--N.--1 Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF 1(2 x 0.7)=305 PLF USE Holdown Above: upper from&rear W)nd controls shearwall design ASD C-TOTAL= (floor above)+(this floor)= 600 lbs + 2267 Ibs = 2867 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 310 lbs + 1878 lbs - 2189 Ibs Wind controls-Tt(ASD eq.7): Unfactored C.WL=4778 lbs Unfactored T.WL=5129 lbs SIMPSON DESIGNED HOLDOWN: CS14 g Unfactored C.EQ=12351bs Unfactored T.EQ=1235 lb s FOUNDATION I INTERIOR WALLS: LSTFit714/i Unfactored C.DL= 1481 lbs Unfactored C.LUSL=544 Ibs main left A15-WSW SEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g.Roof,4TH,3RD,2ND 1.0 tributary width 1.0 Itributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 20 total width 20 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) 1.0 tributary width 1.0 tributary area 2.0 Jtcital width 2.0 total area 2ND/FL Resisting Dead Load Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 20.o ft z tributary width a tributary area 20.0 ft a0 total width total area o Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 1620 lb 1123 lb z tributary width w tributary area E1/(2ND FLOOR)= 2176 lb 693 lb total width total area YV()= 0lb 0lb 7V()= 0 lb 0 lb Height of Shearwall= 8.5 ft Weight of Shearwall= IM0 lbs F(Wind)= 3,796 lb £(Smc)= 1,816 lb Length of Shearwall=F 20.0 ft Tributary width for dead load= 2.3 ft ULT,v= 95 PLF ULT. v= 45 PLF Aspect Ratio OK Length of adjoining wall= 4.3 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 1(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF 1(2 x 0.7)=305 PLF USE Holdown Above: Upper let Wind controls shearwalf design ASD C.TOTAL= (floor above)+(this floor)= 709 lbs + 484 lbs = 1193 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL W/o 00= (floor above)+(this floor)= 480 lbs + -474 lbs = 6 lbs Wind controls-T1(ASD eq.7): Unfactored C.WL=1989 lbs Unfactored T.WL=2795 lbs € NO HOLDOWNS REQUIRED �OK � € Unfactored C.EQ=744 Ibs Unfactored T.EQ=744 lbs FOUNDATION!1NTERIOR WALLS C 's Unfactored C.DL= 2784 lbs Unfactored C.LLrSL= 1250 lbs