2309 PINE ST 2025-08-21 - Laserfiche WebLink

PINE STREET HOUSE February 15, 2020 SDA Job# 8910 8 LEFT SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g.Roof,3RD,2ND,1ST.. 1 0 'tributary width 1 0 tributary area NMI 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 J Sheathing type(T4.3A of SDPWS-2015) 1.0 tributary width 1 0 tributary area 2.0 total width 2.0 total area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall S rl1ent Lengths: Adj.Total Length a 30 3 ft Mtributary width 1.0 tributary area 145ft I 123ft 40ft I I I total width 2.0 total area Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 8797 lb 3918 lb (4 tributary width tributary area EV()= 0 lb 0 lb i 'tributary width total area EV O= 0 lb 0 lb EV()= 0 lb 0 lb Height of Shearwall= 9 0 ft Weight of Shearwall= 10 0 lbs E(Wind)= 8,797 lb E(Smc)= 3,918 lb Length of Shearwall= 4 0 ft Tributary width for dead load= 3 0 ft ULT. V= 145 PLF ULT. V= 65 PLF Aspccl Ral.ic OK Length of adjoining wall= alleir Use alternate R factor for seismic? No R= 6 5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 D0 Holdown Design? No Do=aa WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? No 1 Block Shear Wall SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF, USE / 1 Floor Above: NO FLOOR ABOVE 'v'f'ii Cptirrclis 3llc o' a:Citts:g£i ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 784 lbs = 784 lbs Wind controls-C1(ASD eq,5): ASD T. TOTAL w/o D0= (floor above)+(this floor)= 0 lbs + 360 lbs = 360 lbs Wind controls-T1(ASD eq.7): Unfactored C WL=1306 lbs Unfactored T WL= 1478 lbs NO HOLDOWNS REQUIRED 1 OK j Unfactored C.EQ=582 lbs Unfactored T EQ=582 lbs j FOUNDATION/INTERIOR WALLS: I OK I i Unfactored C DL= 878 lbs Unfactored C.LUSL=488 lbs RIGHT SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g.Roof,3RD,2ND,1ST.. 1 0 tributary width 1.0 tributary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 2.0 total width 2 O total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(NA) Tributary Area(NA) CDX Sheathing type(T4.3A of SDPWS-2015) 1 0 tributary width 1 0 tributary area 2 0 total width 2 0 total area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall Segment Lengths: Adj Total Length= 37 7 ft 1.0 tributary width Mtributary area I 377 ft I 00ft I 00ft I J I 2.0 total width total area Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 6424 lb 3918 lb 1.0 tributary width 1.0 tributary area EV()= 0 lb 0 lb 2.0 total width 2 0 total area EV()= O lb O lb EV()= 0 lb 0 lb Height of Shearwall= 9.0 ft Weight of Shearwall= 10 0 lbs E(Wind)= 6,424 lb E(Smc)= 3,918 lb Length of Shearwall= 37 7ft Tributary width for dead load= 3 0 ft ULT. v= 85 PLF ULT. v= 52 PLF Aspect Ratio OK Length of adjoining wall= 4 5 ft Use alternate R factor for seismic? No R= 6.5 ASD SHEAR WALL DESIGN PER:AFBPA SDPWS-2015 DO Holdown Design? No Do= 2.5 WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? No A Block Shear Wall SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE Floor Above: NO FLOOR ABOVE Wind controls s/i arwa!I design ASD C.TOTAL= (Floor above)+(this floor)= 0 lbs + 691 lbs = 691 lbs Seismic controls-C3(ASD eq 8): ASD T.TOTAL w/o D0= (floor above)+(this floor)= 0 lbs + -1060 lbs = -1060 lbs Wind controls-T1(ASD eq.7): Unfactored C.WL=767 lbs Unfactored T.WL= 1384 lbs ' NO HOLDOWNS REQUIRED I OK i Unfactored C.EQ=468 lbs Unfactored T.EQ=468 lbs i FOUNDATION/INTERIOR WALLS: I OK 1 Unfactored C DL= 3150 lbs Unfactored C.LL/SL= 1750 lbs