4020 HOYT AVE 2025-10-06 - Laserfiche WebLink

LUCAS PROPERTIES November 17, 2021 SDA Job# 9411 8 upper front&rear A15-WSW ISEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g.Roof,4TH,31RD,2ND --1-707 tributary width 1.0 tributary area Lt Rt 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(r4.3A of SDPWS-2015) tributary width tributary area total width total area ROOF Resisting Dead Load Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 13.0 ft tributary width 0 tributary area 6.5 ft 1 6.5 It total width 9 total area Q Tributary Area(NA) Tributary Area(NA) F1/(ROOF)= 3712 lb 1123 Ib z tributary width W Etributary area EV()= 0 lb 0 lb total width ' total area ZV()= 0lb 0lb FV()= 0 lb 0 lb Height of Shearwall= 7.Oftl Weight of Shearwall= 10.01 E(Wind)= 3,712 lb E(Smc)= 1,123 lb Length of Shearwall=1 6.5 ft Tributary width for dead load= 3.0 ft ULT. v= 143 PLF ULT, v= 43 PLF Aspect Ratio OK Length of adjoining wall= 4.0 It R= 6.5 ASD SMEAR WALL DESIGN PER:AF&PA SDPW&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? No Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF 1(2 x 0.7)=305 PLF USE A, Holdown Above: NO FLOOR ABOVE lend controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs; + 600lbs = 600lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL W10 i20= (floor above)+(this floor)= 0 lbs + 310 lbs - 310 lbs Wind controls-T1(ASD eq.7); Unfactored C WL=999 lbs Unfactored T.WL= 1350 lbs NO HOLDOWNS REQUIRED �oK� Unfactored C.EQ=302 lbs. Unfactored T.EQ=302 lbs FOUNDATION/INTERIOR WALLS: OK Unfactored C.DL= 834 lbs, Unfactored C.LL/SL=544 lbs Upper left A15-WSW ISEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g.Roof,4TH,3RD,2ND 1.0 tributary width 1.o tributary area U-Rt Load Direction,e.g.Left-Right,Front-Rear 2.o 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 ROof Resisting Dead Load (9 Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 11.0 ft o ::::::Jtributary width c tributary area F-5-5-T-1 5.s ft total width O total area o Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 3712 lb 1123 lb Z tributary width tributary area FV()= O lb 0 Ib total width " total area 7V()= 0 lb 0 lb EV O= 0 lb 0 lb Height of Shearwall= 7.0 It Weight of Shearwall= 10.0 lbs X(Wind)= 3,712 lb I(Smc)= 1,123 lb Length of Shearwall= 5.5 Tributary width for dead load= 8.0 ft ULT,v= 169 PLF ULT.v= 51 PLF Aspect Ratio Ott Length of adjoining wall= 3.5 ft R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? Na Qo= 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 Al Holdown Above: NO FLOOR ABOVE end controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 709 lbs = 709 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/0 C20= (floor above)+(this floor)= 0 lbs + 480 lbs = 480 lbs Wind controls-T1(ASD eq.7): Y Unfactored C.WL=1181 lbs Unfactored T.WL= 1987 lbs NO HOLDOWNS REQUIRED Unfactored C.EQ=357 lbs Unfactored T.EQ=357 lbs; FOUNDATION/INTERIOR WALLS: OK Unfactored C.DL= 1188 lbs Unfactored C.LL/SL= 1250 lbs