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

' 4TH AVE W DUPLEX October 10, 2022 1 SDA Job# 9676 10 Roof Right ( A15-WSW 'SEGMENTED WALL -- Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF 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 Wag,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 Lu Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths" Ad.Total Len0ur= 20 1 ft a tributary width a tributary area 3 5 ft J 12 5 ft I 4 5 ft 1 I 1 o total width 9 total area o Tributary Area(NA) 2- Tributary Area(NA) FV(ROOF)= 10634 lb 4564 lb —z- tributary width 'al tributary area TV 0= 0 lb 0 lb total width total area TV()= 0lb 01b TV()= 0 lb 0 lb Height of Shearwall= 8 0 ft Weight of Shearwall= 10 0 lbs F_(Wind)= 10,634 lb F(Smc)= 4,584 lb Length of Shearwall= 3 5 ft Tributary width for dead load= 17 0 fi ULT. v= 161 PLF ULT. v= SO 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 1(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 / 1 Holdown Above: NO FLOOR ABOVE Wind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 772 lbs = 772 lbs Wind controls-C 1(ASD eq,5): ASD T.TOTAL w/o Q0= (floor above)+(this floor)= 0 lbs + 724 lbs = 724 lbs Wind controls-T1(ASO eq.7)- Unfactored C WL= 1287 lbs Unfactored T WL= 1794 lbs Unfactored C EQ=639 lbs Unfactored T EQ=639 lbs i FTAO: See Attached Unfactored C DL= 586 lbs Unfactored C LLISL=744 lbs — Main Front I A15-WSW 'SEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 2ND Floor Level,e.g.Roof,4TH,3RD,2ND 1.0 tributary width t0 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(T4.3A of SDPWS-2015) 1 0 tributary width 476.0 tributary area 2.0 total width 1394,0 total area t 2ND/FL Resisting Dead Load 0 Tributary Area(NA) z ,Tributary Area(NA) Shearwall Se ment L_e lhs Adj Total Length v 12.5 ft_ n tributary width a (tributary area 12.5 ft - 04 ...._ total width 9 total area o Tributary Area(NA) s- Tributary Area(NA) TV(ROOF)= 7433 lb 4584 lb Z tributary width w jtributary area TV(2ND FLOOR)= 6169 lb 8400 lb total width Itotat area TV O= O lb 0 1b TV()= 0 lb 0 lb Height of Shearwall= 8 0 ft Weight of Shearwall= 10 0 lbs T(Wind)= 13,602 lb E(Smc)= 12,984 lb Length cf Shearwall= 12 5 ft Tributary width for dead load= 7 0 ft ULT. v= 544 PLF ULT. V= 413 PLF Aspect Ratio OK Length of adjoining wall= 0 0 ft R= 6.5 ASD SHEAR WALL DESIGN PEP:AF&PA SDPWS-2015 LRFD 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 � Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 720 PLF/(2 x 0.7)=478 PLF USE l ` \ Holdown Above:E Roof Front Seismic controls shearwall design ASD C, TOTAL= (floor above)+(this floor)= 1569 lbs i 2612 lbs - 4161 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o D0= (floor above)+(this floor)= 1333 lbs + 1997 lbs = 3330 lbs Wind controls-Ti(ASD eq.7): . Unfactored C WL=6968 lbs Unfactored T W_=7070 lbs i SIMPSON DESIGNED HOLDOWN: (_ TMT60 1 Unfactored C EQ=4916 lbs Unfactored T EQ=4916 lbs l FOUNDATION/INTERIOR WALLS: _ STHD14/RJ Unfactored C DL= 1520 lbs Unfactored C LL/SL= 150 lbs ///