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

' 4TH AVE W DUPLEX October 10, 2022 SDA Job# 9676 13 Main Left/Right Marriage Right I A15-WSW ISEGrv1ENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e g. Roof,4TH,3RD,2ND 1 0 tributary width 1.0 tributary area IIIIMM 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) I Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) 29.0 tributary width 700.0 tributary area 60.0 total width 1424 0 total area 2ND/FL Resisting Dead Load 0 TributaryArea(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adi Iota!Lei gttr= 20 0 ft o tributary width a tributary area I 10.5 ft I 9 5 ft I 1 I I o total width 9 total area d Tributary Area(NA) - Tributary Area(NA) EV(ROOF)= 10634 lb 4584 lb Z tributary width w tributary area EV(2ND FLOOR)= 11742 lb 8400 lb �' total width total area EV O= 0 lb 0 lb _ EV()= 0 lb 0 lb Height of Shearwall= 8 0 ft Weight of Shearwall= 10 0 lbs E(Wind)= 22,376 lb I.(Smc)= 12,984 lb Length of Shearwall= 9 5 ft Tributary width for dead load= 2.0 ft ULT. v= 550 PLF ULT. v= 321 PLF Aspect Ratio OK Length of adjoining wall= 0 0 ft R= 65 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 _RFD Holdown Design? No Do= 2 5 ULT.WIND CAPACITY:1.4 x 0.93 x 720 PLF!(2 x 0.6)=781 PLF Ductile Anchor Design? No A Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 720 PLF/(2 x 0.7)=478 PLF USE Z Holdown Above: Roof Left/Right Marriage Right Wind controls shearwatl design ASD C.TOTAL= (floor above)+(this floor)= 2893 lbs + 2638 tbs = 5531 lbs Wind controls-C1(ASD eq,5) ASD T TOTAL w/o DO= (floor above)+(this floor)= 2516 lbs + 2342 lbs = 4858 lbs Wind controls-T1(ASD eq 7): Unfactored C WL=9218 lbs Unfactored T WL= 10556 lbs SIMPSON DESIGNED HOLDOWN: I MST72 __, Unfactored C EQ=4647 lbs Unfactored T EQ=4647 lbs : FOUNDATION/INTERIOR WALLS: FRO_ �J$-SDS2.5J 2460 ibs ` " Unfactored C DL= Unfactored C.LLtSL= 1966 lbs Main Right I A15-WSW ISEGMENTED WALL - Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g.Roof,4TH.3RD.2ND 17 0 tributary width 510 0 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) CDX Sheathing type(T4.3A of SDPWS-2015) 17.0 tributary width 480.0 tributary area o0.0 total width 1424 0 total area 2ND/FL Resisting Dead Load WTributary Area(NA) z 1 Tributary Area(NA) Shearwall Segment Lengths: Ad)Total Lerrftrh= 21 0 ft z a tributary width q tributary area 14.5: _I 6 5 ft I 1.._._._-__....L T total width 9total area Q Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 10634 lb 4584 lb z tributary width w tributary area EV(2ND FLOOR)= 11742 lb 8400 lb 3 total width total area EVO= 01b 01b EV O 0 lb 0 lb Height of Shearwall= 8A ft Weight of Shearwall= 10.0 lbs 3 E(Wind)= 22,376 lb E(Smc)= 12,984 lb Length of Shearwall= 6 5 ft Tributary width for dead load= 2.0 ft ULT. v= 312 PLF ULT. V= 211 PLF Aspect Ratio OK Length of adjoining wall= 0.0 ft R= 65 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No Os= 2 5 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF I(2 x 0.6)=499 PLF Ductile Anchor Design? No A Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE Holdown Above:C Roof Right Seismic controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 773 lbs + 1498 lbs = 2271 lbs Wind controls-C1(ASD eq.5): ASD T.TOTAL w/o D0= (floor above)+(this floor)= 724 lbs + 1296 lbs = 2174 lbs Wind controls-T1(ASD eq 7): Unfactored C.WL=3785 lbs Unfactored T W_=4291 lbs SIMPSON DESIGNED HOLDOWN I - 14 I i Unfactored C.EQ=2328 lbs Unfactored T EQ=2328 lbs FOUNDATION/INTERIOR WALLS: ( STHD10/1RJ I Unfactored C DI... 925 lbs Unfactored C LUSL=744 lbs /y/�