5611 COLBY AVE 2024-02-09 - Laserfiche WebLink

BALANGUE ADDITION April 6, 2023 SDA Job# 9328 8 ROOF MARRIAGE WALL A15-WSW ISEGMENTEDWALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF I Floor Level,e.g.Roof,4TH,3RD,2ND1.0 tributary width 1.0 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(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= 23.0 ft o tributary width ¢ tributary area 23.0 ft total width total area o Tributary Area(NA) Tributary Area(NA) FV(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= 23.0 ft Tributary width for dead load= 15.0 ft ULT.v= 250 PLF ULT.v= 235 PLF Aspect Ratio OK Length of adjoining wall= 2.0 ft 3,448 Ib 3,781 Ib R= 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No no= 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 Seismic controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 1912 lbs = 1912 lbs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 lbs + -558 lbs = -558 lbs Seismic controls-T2(ASD eq.10): Unfactored C.WL=1999 lbs Unfactored T.WL=3113 lbs NO HOLDOWNS REQUIRED I Unfactored C.EQ=1879 lbs Unfactored T.EQ=1879 lbs FOUNDATION/INTERIOR WALLS: OK Unfactored C.DL= 4118 lbs Unfactored C.LL/SL=5063 lbs ROOF-REAR ADDITION FAMILY ROOM A15-WSW SEGMENTED WALL Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g.Roof,4TH,3RD,2ND 12.3 tributary width 741.0 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 widthtributary area total width total area ROOF Resisting Dead Load Tributary Area(NA) z Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 8.8 ft K tributary width a tributary area 2.3 ft 3.5 ft 4.4 ft ao 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 Itotal width total 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= 2.3 ft Tributary width for dead load= 2.0 ft ULT.v= 198 PLF ULT.v= 243 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? Yes On= 2.5 ULT.WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? Yes 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 Seismic controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 1412 lbs = 1412 lbs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o 00= (floor above)+(this floor)= 0 lbs + 1203 lbs = 1203 lbs Seismic controls-T2(ASD eq.10): LRFD T.TOTAL w/o 00= (floor above)+(this floor)= 0 lbs + 1703 lbs = 1703 lbs Seismic controls-T2 LRFD eq.7): Unfactored C.WL=1587 lbs Unfactored T.WL=1621 lbs SIMPSON DESIGNED HOLDOWN: Unfactored C.EQ=1944 lbs Unfactored T.EQ=1944 lbs FOUNDATION/INTERIOR WALLS: JHMI Unfactored C.DL= 348 lbs Unfactored C.LL/SL=158 lbs