2110 HEWITT AVE 2024-02-12 - Laserfiche WebLink

HOWIE BARGREEN May 10, 2022 SDA Job# 7673 8 FRONT FRAME I B4-OSCBF ISEE FRAME&CONNECTION CALCULATIONS Floor Info Tributary Area(ROOF) 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) Tributary Area(2ND) tributary width tributary area total width total area ROOF Resisting Dead Load Tributary Area(NA) 2 Tributary Area(NA) #OF FRAMES 1.00 o tributary width a tributary area I ao total width 9 total area o Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 15239 lb 77935 lb Z tributary width w tributary area IV()= 0 lb 0 lb total width " total area EV O= O lb 0 1b EV()= 01b 0 1b I(Wind)= 15,239 lb I(Smc)= 77,935 lb ULT.V= 7,620 lb ULT.V= 38,967 lb<-rho=1.3,00=0 29,975 lb<-rho=1.0,00=0 R= 3.3 Do= 2.0 SINGLE'X'BRACE: TENSION&COMPRESSION w/OMEGA NOT=97,418#PER BASEPLATE SHEAR w/OMEGA NOT=38,967#PER BASEPLATE L — CLEARSTORY WALL ABOVE€STEEL BEAM I Al 5-WSW (SEGMENTED WALL Floor Info Tributary Area(ROOF) 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) Tributary Area(2ND) CDX Sheathing type(T4.3A of SDPWS-2015) tributary width tributary area total width total area ROOF Resisting Dead Load Tributary Area(NA) 2 Tributary Area(NA) Shearwall Segment Lengths: Adj.Total Length= 44.0 ft o tributary width as tributary area 26.0 ft I 18.0 ft I ao total width total area o Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 15239 lb 51957 lb z tributary width vr LT, tributary area IV()= 0 lb 0 lb total width rn total area EV()= 0 1b 0 1b IV()= 0 lb 0 lb Height of Shearwall= 1.3 ft Weight of Shearwall= 10.0 lbs I(Wind)= 15,239 lb I(Smc)= 51,957 lb Length of Shearwall= 18.0 ft Tributary width for dead load= 2.0 ft ULT.V= 173 PLF ULT.V= 590 PLF Aspect Ratio OK Length of adjoining wall= 2.0 ft 104 lb 413 lb 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 1020 PLF/(2 x 0.6)=1106 PLF Ductile Anchor Design? No Block Shear Wall ULT.SEISMIC CAPACITY:1 x 0.93 x 1020 PLF/(2 x 0.7)=677 PLF USE NO FLOOR ABOVE Seismic controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 604 lbs = 604 lbs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o DO= (floor above)+(this floor)= 0 lbs + 224 lbs = 224 lbs Seismic controls-T2(ASD eq.10): Unfactored C.WL=216 lbs Unfactored T.WL=495 lbs NO HOLDOWNS REQUIRED OK Unfactored C.EQ=738 lbs Unfactored T.EQ=738 lbs FOUNDATION/INTERIOR WALLS: OK Unfactored C.DL= 633 lbs Unfactored C.LL/SL=550 lbs