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

` . ' 4TH AVE W DUPLEX October 10, 2022 _ SDA Job# 9676 9 Roof Left/Right Marriage Left _-j� A15-WSW 'SEGMENTED WALL Floor Info Tributary Area(ROOF) Tubular),Area(ROOF) ROOF Floor Level,e g.Roof,4TH,3RD,2ND 11 0 tributary width 230.0 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) i Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) tributary width tributary area total width total area ROOF Resisting Dead Load iD Tributary Area(NA) z Tributary Area(NA) Shearwall Se merit Lengtll5: AO Total Length 15 8 ft a tributary width q tributary area 9 8 ft 6 0 ft r j� o 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()= 0 lb 0 lb total width " total area EV O= 0 lb 0 1b EV()= 0 lb 0 lb Height of Shearwall= 8 0 ft Weight of Shearwall= 10.0 lbs E(Wind)= 10,634 lb E(Smc)= 4,584 lb Length of Shearwail= 6 0 ft Tributary width for dead load= 2.0 ft ULT. V= 133 PLF ULT. V= 46 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 Do= 2 5 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF I(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 460 PLF I(2 x 0.7)=305 PLF USE f Holdown Above: NO FLOOR ABOVE Wind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 637 lbs = 637 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 lbs + 500 lbs = 500 lbs Wind controls-T1(ASD eq,7): Unfactored C WL= 1061 lbs Unfactored T WL= 1163 lbs NO HOLDOWNS REQUIRED f OK J Unfactored C EQ=367 lbs Unfactored T EQ=367 tbs FOUNDATION/INTERIOR WALLS: ( OK I Unfactored C DL= 330 lbs Unfactored C LLISI.= 150 lbs Roof Left/Right Marriage Right [ A15-WSW (SEGMENTED WALL Floor Info Tributary Area(ROOF) I Tributary Area(ROOF) ROOF Floor Level,e.g.Roof,4TH,3RD,2ND 1 0 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 Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) jTributary Area(2ND) CDX J 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 Semi merit Lengths: Adf Total Length= 18 8 ft o tributary wiath tributary area 9 3 ft I 9.5 ft 1 1 I O total width 9 total area . Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 10634 lb 4584 lb z tributary width w tributary area EV O= 0 lb 0 lb ' total width Lo total area EV O= 0 lb 0 lb EV O= 0 lb 0 lb Height of Shearwall= 170 ft Weight of Shearwall= 10 0 lbs 3 F(Wind)= 10,634 lb E(Smc)= 4,584 lb Length of Shearwall= 9.3 ft Tributary width for dead load= 17.0 ft ULT. v= 284 PLF ULT. V= 122 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 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)=305 PLF USE/ ' \ Holdown Above:1 NO FLOOR ABOVE I Wind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 2892 lbs = 2892 lbs Wind controls-C1(ASD eq,5) ASD T.TOTAL w/o D0= (floor above)+(this floor)= 0 lbs + 2516 Ihs = 2516 lbs Wind controls-T1(ASD eq 7): Unfactored C WL=4821 lbs Unfactored T WL=6159 lbs SIMPSON DESIGNED HOLDOWN `[ MST48 1 Unfactored C EQ=2078 lbs Unfactored I EQ=2078 lbs FOUNDATION/INTERIOR WALLS: .€ STHD14/RJ I Unfactored C DL= 1966 Os Unfactored C LUSL= 1966 lbs - �'