5611 COLBY AVE 2024-02-09 - Laserfiche WebLink

BALANGUE ADDITION April 6, 2023 SDA Job# 9328 9 ROOF-REAR ADDITION BED G I A15-WSW ISEGMENTEDWALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF I Floor Level,e.g.Roof,4TH,3RD,2ND 12.3 tributary width 175.5 tributary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 80.5 total width 3734.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(NA) Tributary Area(NA) 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 Lengths: Adj.Total Length= 17.0 ft o tributary width Q tributary area 17.0 ft total width total area o Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 11494 Ib 10802 Ib Z tributary width w tributary area EV()= 0 Ib 0 Ib 3 total width Itotal area EV()= 0 Ib 0 Ib EV()= 0 Ib 0 Ib Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs E(Wind)= 11,494 Ib E(Smc)= 10,802 Ib Length of Shearwall= 17.0 ft Tributary width for dead load= 2.0 ft ULT.V= 103 PLF ULT.V= 30 PLF Aspect Ratio OK Length of adjoining wall= 2.0 ft R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No 00= 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 A, Holdown Above:1 NO FLOOR ABOVE Wind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 496 lbs = 496 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 lbs + -128 lbs = -128 lbs Wind controls-T1(ASD eq.7): Unfactored C.WL=826 lbs Unfactored T.WL=942 lbs NO HOLDOWNS REQUIRED I Unfactored C.EQ=239 lbs Unfactored T.EQ=239 lbs FOUNDATION/INTERIOR WALLS: OK Unfactored C.DL= 1155 lbs Unfactored C.LL/SL=525 lbs ROOF-LEFT I A15-WSW ISEGMENTEDWALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF I Floor Level,e.g.Roof,4TH,3RD,2ND 1.0 tributary width 351.0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 3.0 total width 3734.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(NA) Tributary Area(NA) 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 Lengths: Adj.Total Length= 9.1ft K tributary width ¢ tributary area 6.0 ft 3.5 ft ao total width O total area o Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 8267 Ib 10802 Ib Z tributary width w tributary area EV()= 0 Ib 0 Ib 3 total width Itotal area EV()= 0 Ib 0 Ib EV()= 0 Ib 0 Ib Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs 3 F(Wind)= 8,267 Ib E(Smc)= 10,802 Ib Length of Shearwall= 3.5 ft Tributary width for dead load= 13.0 ft ULT.V= 304 PLF ULT.V= 112 PLF Aspect Ratio OK Length of adjoining wall= 2.0 ft R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No 40= 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 1 Holdown Above: NO FLOOR ABOVE Wind controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 1460 lbs = 1460 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 lbs + 1002 lbs = 1002 lbs Wind controls-T1(ASD eq.7): Unfactored C.WL=2433 lbs Unfactored T.WL=2701 lbs SIMPSON DESIGNED HOLDOWN:I Unfactored C.EQ=896 lbs Unfactored T.EQ=896 lbs FOUNDATION/INTERIOR WALLS: 11 LSTHD8/RJ Unfactored C.DL= 1031 lbs Unfactored C.LL/SL=1219 lbs