9227 4TH AVE W 2024-08-12 - Laserfiche WebLink

• . ' 4TH AVE W DUPLEX October 10, 2022 SDA Job# 9676 8 Roof Front ( A15-WSW 1SEGMENTED WALL Floor Info Tributary Area(ROOF) i 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(2ND) j Tributary Area(2ND) [ CDX Sheathing type(T4.3A of SDPWS-2015) tributary width tributary area total width total area ROOF Resisting Dead Load 0Tributary Area(NA) z Tributary Area(NA) - [ Shearwall Se meet Lengths; Am.Total t ength= 19 2 ft o tributary width q tributary area 6 3 ft 1-7-3 ft 6 0 ft 1 total width o total area o Tributary Area(NA) i Tributary Area(NA) EV(ROOF)= 7433 lb 4584 lb z tributary width W tributary area EV()= 0 lb 0 lb § total width '" total area EV O= O lb O lb EV()_ 0 lb 0 lb Height of Shearwall= 13 5 fl Weight of Shearwall= 10 0 lbs E(Wind)_�7,433 lb E(Smc)= 4,584 lb Length of Shearwall= 6 0 ft Tributary width for dead load= 2.0 ft ULT. V= 194 PLF ULT. V= 119 PLF Aspect Ratio OK Length of adjoining wall= 0 0 ft Re 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No Do= 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 1 Seismic controls shearwall design ASO C TOTAL= (floor above)+(this floor)= 0 lbs + 1569 lbs = 1569 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o D0= (floor above)+(this floor)= 0 lbs + 1333 lbs = 1333 lbs Wind controls-Ti(ASD eq 7): Unfactored C WL=2615 lbs Unfactored T WI.=2717 lbs lr Unfactored C EQ= 1613 lbs Unfactored T.EQ= 1613 lbs FTAO: See Attached Unfactored C DL= 495 lbs Unfactored C.LUSL= 150 lbs Roof Rear ( A15-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 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(2ND) I Tributary Area(2ND) CDX I Sheathing type(T4.3A of SDPWS-2015) tributary width tributary area total width total area 0 Tributary Resisting Dead Load Area(NA) z Area(NA) Shearwall Segment Lengths: Ad( Total Length= 44 O ft o tributary width a Tributarytributary area 190 ft ( 250 ft 1 1 i 1 o total width total area o Tributary Area(NA) -2 I Tributary Area(NA) EV(ROOF). 7433 lb 4584 lb z tributary width w tributary area EV()= 0 lb 0 lb total width in total area EV()= Olb Olb EV t)= 0 lb 0 lb Height of Shearwall=' 13 5 ft Weight of Shearwall= 10.0 lbs E(Wind)= 7,433 lb Z(Smc)= 4,584 lb Length of Shearwall= 19 0 ft Tributary width for dead load= 2 0 ft ULT. v= 84 PLF ULT. V= 52 PLF Aspect Ratio OK Length of adjoining wall= R= 65 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 LRFD Holdown Design? No Qo= 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 Seismic controls shearwall design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 733 lbs = 733 lbs Seismic controls-C3(ASD eq.8): ASD T.TOTAL w/o f20= {floor above)+(this floor)= 0 lbs + -62 lbs = -62 lbs Wind controls-T1(ASD eq 7): Unfactored C.WL= 1140 lbs Unfactored T WL= 1464 lbs NO HOLDOWNS REQUIRED (—�K —11 Unfactored C.EQ e 703 lbs Unfactored T EQ=703 lbs FOUNDATION/INTERIOR WALLS: ( OK I Unfactored C DL= 1568 lbs Unfactored C LUSL=475 lbs