4020 HOYT AVE 2025-10-06 - Laserfiche WebLink

LUCAS PROPERTIES November 17, 2021 SDA Job# 9411 11 main right A15-WSW SEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g.Roof,4TH,3RD,2ND 7767tributary width 1.0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2.0 total area (For Left Wail,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) L.CDX I Sheathing type(T4.3A of SDPWS-2015) 1.0 tributary width 1A tributary area 2.0 total width 2.0 total area 2Nf3/FL Resisting Dead Load Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 20.0 ft o tributary width a E�Jtributary area 20.0 ft 0.0 ft o total width O total area o Tributary Area(NA) Tributary Area(NA) FV(ROOF)= 1620 lb 1123 lb Z tributary width tributary area FV(2ND FLOOR)= 2176 lb 693 lb 3 total width ' total area 7V()= Olb 011) FV()= 0 lb 0 lb Height of Shearwall= 8.5 R Weight of Shearwall= 10.0 lbs F(Wind)= 3,796 lb F(Smc)= 1,816 lb Length of Shearwall= 20.0 ft Tributary width for dead load= 5.5 It ULT.v= 95 PLF ULT.v= 45 PLF Aspect Ratio OK Length of adjoining wail= 4.3 ft R= 6.5 ASD SHEAR WALL DESIGN PER:AFBPA SDPWS-2015 LRFD Holdown Design? No 00= 2.5 ULT.WIND CAPACITY:1A x 0.93 x 460 PLF I(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear Wall ULT.SEISMIC CAPACITY:i x 0.93 x 460 PLF 1(2 x 0.7)=305 PLF USE A Holdown Above:F upper right Ind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 435 Ibs + 519 lbs - 953 Ibs Seismic controls-C3(ASD eq.6): ASD T_TOTAL W/o 00= (floor above)+(this floor)= -324 Ibs + -807 Ibs = -1131 lbs Wind controls-T1(ASD eq.7): Unfactored C.WL=1091 lbs Unfactored T.WL=2832 lbs NO HOLDOWNS REQUIRED OK € Unfactored C.EQ=583 lbs Unfactored T.EQ=583 lbs FOUNDATION/INTERIOR WALLS: 3 Unfactored C.DL= 4717 lbs Unfactored C.LUSL=2700 Ibs not used A15-WSW SEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g.Roof,4TH,3RD,2ND 0.0 tributary width 0.0 tributary area 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) CDX Sheathing type(T4.3A of SDPWS-2015) 0.0 tributary width 0.0 tributary area 2.0 total width 2.0 total area Resisting Dead Load Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 15.5 It o tributary width q tributary area 8.0 ft 9.5 ft b total width o total area a Tributary Area(NA) Tributary Area(NA) TV(ROOF)= 1620 Ib 1123 Ib Z tributary width w tributary area FV(2ND FLOOR)= 2176 Ib 693 Ib total width ' total area 7-V()= 0lb 0lb FV()= 0 lb 0 lb Height of Shearwall= 0.0 ft Weight of Shearwall= 10.0 lbs 3 E(Wind)= 3,796 lb F(Smc)= 1,816 lb Length of Shearwall= 0.0 ft Tributary width for dead load= 2.5 ft ULT.v= 0 PLF ULT,v= 0 PLF #DIVIO! Length of adjoining wall= 4.0 ft R= 6.6 ASD SMEAR WALL DESIGN PER:AFSPA SDPWS-2015 LRFD Holdown Design? No 00= 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)=306 PLF USE Holdown Above: upper right Wind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= #DIV/o! + #DIVI01 = #DIV/01 *DNro? ASD T.TOTAL w/o 00= (floor above)+(this floor)= #DIV/0! + #DIVIO! _ #DIV/O! #DIV101 Unfactored C.WL=284 lbs; nfa Uctored 7.WL=2025 lbs #DIV/0!r #DIV10! Unfactored C.EQ=197 lbs Unfactored T.EQ=197 lbs Unfactored C.DL= #DIV10! Unfactored C.LLJSL=#DIV/0!