2309 PINE ST 2025-08-21 - Laserfiche WebLink

• PINE STREET HOUSE I February 15, 2020 SDA Job# 8910 1 7 . FRONT SEGMENTED SHEARWALL WIND SEISMIC ' 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 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) r CDX Sheathing type(T4.3A of SDPWS-2015) tributary width tributary area total width total area ROOF Resisting Dead Load Tributary Area(NA) Tributary Area(NA) Shearwall Segment Lengths: Adj,Total Length= 10.4 ft tributary width tributary area I 3,0 ft I 4.0 ft I 4.0 ft } I I total width total area Tributary Area(NA) Tributary Area(NA) IV(ROOF)= 6424 lb 3918 lb Htributary width tributary area IV()= 0 lb 0 lb total width total area IV O= O lb 0 1b IV O= 0 lb 0 lb Height of Shearwall= 9.0 ft Weight of Shearwall= 10.0 lbs I(Wind)= 6,424 lb E(Smc)= 3,918 lb Length of Shearwall= 3 0 ft Tributary width for dead load= 185 ft ULT.v= 310 PLF ULT. V= 189 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:AF&PA 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 Block Shear Wall SEISMIC CAPACITY:1 x 0.93 x 460 PLF/(2 x 0.7)=305 PLF USE A Floor Above:[ NO FLOOR ABOVE t•4/)1lc controls sheart•`all design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 1672 lbs = 1672 lbs Wind controls-C1(ASD eq,5): ASD T. TOTAL w/o D0= (floor above)+(this floor)= 0 lbs + 935 lbs = 935 lbs Wind controls-T1(ASD eq,7): Unfactored C.WL=2786 lbs Unfactored T.WL=3764 lbs I SIMPSON DESIGNED HOLDOWN: CS14 Unfactored C.EQ=1699 lbs Unfactored T.EQ=1699 lbs ) FOUNDATION/INTERIOR WALLS: I LSTHDB/RJ J Unfactored C DL= 2205 lbs Unfactored C,LL/SL=2775 lbs I REAR SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) 1 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 2.0 total area (For Left Wall.Use Front-Rear Load Direction) Tributary Area(NA) Tributary Area(NA) CDX Sheathing type(T4.3A of SDPWS-2015) 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= 22 0 ft tributary width tributary area 9.5 ft I 5.8 ft 1 4 8 ft I 3 0 ft I I total width total area Tributary Area(NA) Tributary Area(NA) IV(ROOF)= 6424 lb 3918 lb tributary width tributary area IV()= 0 lb 0 lb total width total area IV()= 0lb 0lb IV O= 0 lb 0 lb Height of Shearwall= 9 0 ft Weight of Shearwall= 10.0 lbs I(Wind)= 8,424 lb I(Smc)= 3,918 lb Length of Shearwall= 3 0 ft Tributary width for dead load= 18.5 ft ULT.v= 146 PLF ULT. v= 89 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:AF&PA SDPWS-2015 DO Holdown Design? No Go= 2.5 WIND CAPACITY:1.4 x 0.93 x 460 PLF 1(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 blond controls strea,wal(design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 815 lbs = 815 lbs Seismic controls-C3(ASD eq.8): ASD T. TOTAL w/o 00= (floor above)+(this floor)= 0 lbs + 52 lbs = 52 lbs Wind controls-T1(ASD eq 7): Unfactored C.WL=1314 lbs Unfactored T.WL=2291 lbs i NO HOLDOWNS REQUIRED ( OK I Unfactored C.EQ=801 lbs Unfactored T.EQ=801 lbs FOUNDATION/INTERIOR WALLS: I _OK_ J Unfactored C.DL= 2205 lbs Unfactored C,LUSL=2775 lbs