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

u } 4TH AVE W DUPLEX July 5, 2023 SDA Job# 9676 nor Main Left/Right Marriage Right 1 A15-WSW (SEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g.Roof,4TH,3RD,2ND 10 tributary width 1.0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2.0, total area (For Lett Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Trfbtstary Area(2NDj I COX Sheathing type(T4.3A of SDPWS-2015) MO tributary width 700,0 tributary area . 60.0 total width 1424.0,total area [2ND/FL Resisting Dead Load t7 Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adl:Total Length= 20.0 ft -4 tributary width a tributary area 10,5 ft I 9,5 ft i 1 I. Ia total width 9 total area oTributary Area(NA) s 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 = Olb 0Ib �-e O EV O= 0 lb 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs' E(Wind)= 22,376 lb E(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=' 8,5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No Do= 2,55 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 1(2 x 0.7)=478 PLF USE AM Holdown Above: Roof Left/Right Marriage Right Lind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 2893 lbs + 2638 lbs = 5531 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o 00= (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 I SIMPSON DESIGNED HOLDOWN:I MST72 Unfactored C.EQ=4647 lbs Unfactored T EQ=4647 lbs FOUNDATION I INTERIOR WALLS: Ft l(:) -SO .5 Unfactored C DL= 2460 lbs Unfactored C LUSL 1966 lbs FACTORED T.EQ:-(,6*DL)+(.7*Eh)+(.7*Ev)=-(6*2460)+(.7*4647)+(.7"542)=2975 LBS 1 Main Right 1 R15-WSW. 'SEGMENTED 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) COX Sheathing type(T4.3A of SDPWS-2015) 17.0 tributary width 480.0 tributary area 60.0 total width 1424.0 total area 2ND/FL Resisting Dead Load Tributary Area(NA) z Tributary Area(NA) Shearwall Segment'Lengittis: Adj.Totaft ength= 21.0 ft o tributary width ¢ tributary area 14.5 ft I 8.5 ft 1 I I I total width 9 total area o 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= 01b 01b EV()= 0 lb 0 lb Height of Shearwall= 8.0 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=r 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No Do= 2.5 ULT.WIND CAPACITY:1 A 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)=306 PLF USE Holdown Above: 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 n0= (floor above)+(this floor)= 724 lbs + 1296 lbs = 2174 lbs Wind controls-T1(ASD eq.7): Unfactored C.WL=3785 lbs Unfactored T.WL=4291 lbs I' SIMPSON DESIGNED HOLDOWN: Ir OS14 7 Unfactored C.EQ=2328 lbs Unfactored T.EQ=2328 lbs. FOUNDATION/INTERIOR WALLS: S STHD1O/RBI I Unfactored C.DL= 925 lbs Unfactored C.LUSL=744 lbs 1 /