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SAUNDERS KITCHEN ADDITION I December 3, 2019 SDA Job# 8855 I 7 ROOF-TRIAGE WALL 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(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) Tributary Area(NA) Shearwall Segment Lengths: Aay,Total Length= 12.0 ft tributary width tributary area 12.0 ft I r I I t total width total area TributaryArea(NA) Tributary Area(NA) EV(ROOF)= 18980 lb 13574 lb tributary width tributary area EV()= 0 lb 0 lb total width total area EV()= 0 lb O lb EV()= 0 lb 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs i E(Wind)= 18,980 lb E(Smc)= 13,574 lb Length of Shearwall= 12.0 ft Tributary width for dead load= 13.0 ft ULT.V= 791 PLF ULT.v= 566 PLF Aspect Ratio OK Length of adjoining wall= 2,0 ft I DRAG(ASD)= 5,694 lb 4,751 lb Use alternate R factor for seismic? No R= 6.5 } ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 00 Holdown Design? Yes Do= 2.5 WIND CAPACITY:1.4 x 0.93 x 1020 PLF/(2 x 0.6)=1106 PLF Ductile Anchor Design? No Block Shear Wall SEISMIC CAPACITY:1 x 0.93 x 1020 PLF i(2 x 0.7)=677 PLF USE A 3X framing per IBC Floor Above: NO FLOOR ABOVE I Seamic controls.sheanu li design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 3796 lbs = 3796 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o DO= (floor above)+(this floor)= 0 lbs + 3069 lbs = 3069 lbs Wind controls-T1(ASD eq.7): LRFD T.TOTAL w/CO= (ffoorabove)+(this floor)= 0 lbs + 9746 lbs ir= 9746 lbs Seismic DO controls-T3(LRFD eq.71: Unfactored C.WL=6327 lbs Unfactored T.WL=7314 lbs I SIMPSON DESIGNED HOLDOWN:I MST48 I Unfactored C,EQ=4525 lbs Unfactored T.EQ=4525 lbs FOUNDATION 1 INTERIOR WALLS: HDU4-SDS2.5 INSTALL THROUGH Unfactored C.DL= 2200 lbs Unfactored C,LUSL=2600 lbs L W/Sirr'SS ROD I STEM&FT'G ROOF NORTH WALL SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g,Roof,3RD,2ND, 1ST., 6.0 i tributary width 162,0 i tributary area Lt-Rt Load Direction,e.g.Left-Right,Front-Rear 86.0 total width 3700.0 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) Tributary Area(NA) Sheerwall Segment Lengths: Adi.Total Length= 11.6 ft tributary width tributary area 4.0 ft I 2.5 ft 1 6.0 ft I I 1 total width total area Tributary Area(NA) Tributary Area(NA) EV(ROOF)= 18980 lb 13574 lb tributary width tributary area EV O= 0 lb 0 lb total width total area EVO= Olb 01b EV O= 0 lb 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs E(Wind)= 18,980 lb E(Smc)= 13,574 lb Length of Shearwall= 2_5 ft Tributary width for dead load= 6,0 ft ULT.v= 115 PLF ULT.v= 51 PLF Aspect Ratio OK Length of adjoining wall= 2.0 ft Use alternate R factor for seismic? No R= 6,5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 D0 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:!x 0:93 x 460 PLF I(2 x 0.7)=305.PLF USE Floor Above: NO FLOOR ABOVE Witrd coitir ore,Sin;.tiwall design ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 550 lbs = 550 lbs Wind controls-C1(ASD eq,5): ASD T.TOTAL w/o D0= (floor above)+(this floor)= 0 lbs + 329 lbs = 329 lbs Wind controls-T1(ASD eq.7): I Unfactored C.WL=916 lbs Unfactored T.WL= 1101 lbs NO HOLDOWNS REQUIRED l: OK i Unfactored C,EQ=411 lbs Unfactored T.EQ=411 lbs FOUNDATION/INTERIOR WALLS: J' 1 Unfactored C,DL= 553 lbs Unfactored C,LL/SL=488 lbs