4703 GREELY ST 2025-09-30 - Laserfiche WebLink

CARLISLE PROPERTIES February 22, 2022----7 SDA Job# 9476 8 UPPER FRONT I A15-WSW ISEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g Roof,4TH,3RD,2ND 20 0 tributary width 20 o tributary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 56.0 total width 560 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) tributary width tributary area total width total area ROOF Resisting Dead Load Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Len thS: Adl Total L-angin= 11 5 ft c tributary width Q tributary area 5 8 ft 1 5 8 It 0 total width total area o Tributary Area(NA) I Tributary Area(NA) EV(ROOF)= 4132 lb 84 lb tributary width W tributary area EV()= 0 lb 0 lb 3 total width ^ total area EV()= 0 lb 0 lb FV()= 0 lb 0 lb Height of Shearwall= 8 0 ft Weight of Shearwall= 10 0 Ibs E(Wind)= 4,132 lb E(Smc)= 84 lb Length of Shearwall=1 5 8 ft Tributary width for dead load= 5 5 ft ULT.v= 128 PLF ULT.v= 3 PLF Aspect Ratio OK Length of adjoining wall= 4 0 ft, R= 65 ASD SHEAR WALL DESIGN PER:AFBPA SDPWS-2015 LRFD Holdown Design?F—No-7 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)=306 PLF USE A, Holdown Above: NO FLOOR ABOVE Wind controls shearvall design ASD C.TOTAL= (floor above)+(this floor)= 0 Ibs + 616 Ibs = 616 Ibs Wind controls-C1(ASD eq.5): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 Ibs + 357 Ibs = 357 lbs Wind controls-T1(ASD eq 7): Unfactored C.WL= 1027 Ibs Unfactored T.WL= 1716 Ibs NO HOLDOWNS REQUIRED OK Unfactored C EQ=21 Ibs Unfactored T EQ=21 Ibs FOUNDATION/INTERIOR WALLS: OK Unfactored C DL= 1121 Ibs Unfactored C LUSL=949 Ibs UPPER REAR INTERIOR Al -WSW SEGMENTED WALL Floor Into Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g Roof,4TH,31RD,2ND 1 0 tributary width :0 tributary area Lt-Rt Load Direction,e.g.Left-Right.Front-Rear 20 total width 2 0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) COX Sheathing type(T4.3A of SDPWS-2015) tributary width tributary area total width total area ROOF Resisting Dead Load I Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Len thS: Adj.Total Length= 27 0 ft o tributary width Q tributary area 27 0 ft a total width total area ' o Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 4132 lb 84 lb z tributary width W tributary area EV()= 0 lb 0 Ib 3 total width "' total area EV()= 0 lb 0 Ib EV()= 0 lb 0 lb Height of Shearwall= 6 0 ft Weight of Shearwall= 10 0 Ibs E(1Nnd)= 4,132 lb E(Smc)= 84 lb Length of Shearwall= 27 0 ft Tributary width for dead load= 12 0 ft ULT.v= 77 PLF ULT.v= 2 PLF Aspect Ratio OK Length of adjoining wall= 4 0 ft R= 6.5 ASD SHEAR WALL DESIGN PER:AFBPA SDPWS-2015 LRFD Holdown Design? No 00= 25 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 ABOVE Wind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 0 Ibs + 367 Ibs = 367 Ibs Wind controls-C1(ASD eq,5): ASD T TOTAL w/o f20= (floor above)+(this floor)= 0 Ibs + -74 Ibs = -74 Ibs Wind controls-T1(ASD eq 7): Unfactored C WL=612lbs Unfactored T WL=4427 Ibs NO HOLDOWNS REQUIRED OK Unfactored C EQ=12 Ibs Unfactored T EQ=12 Ibs FOUNDATION/INTERIOR WALLS: J OK—� Unfactored C DL= 4550 Ibs Unfactored C LUSL= 5250 Ibs