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SAUNDERS KITCHEN ADDITION I December 3, 2019 SDA Job# 8855 I 8 I ROOF WEST WALL @ KITCHEN SEGMENTED SHEARWALL WIND SEISMIC Floor Info Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g.Roof,3RD,2ND,1ST,. 24.0 tributary width 912.0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 62.0 total width 3700.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(2ND) Tributary Area(2ND) I CDX I Sheathing type(T4.3A of SDPWS-2015) tributary width tributary area I total width total area ROOF Resisting Dead Load TrrbularyArea(NA) TributaryArea(NA) Shearwall Segment Lengths Adj.Total Length--= 29.5 ft tributary width tributary area 12 0 ft 17>5 ft �' total width total area Trfliutary Area(NA) Tributary Area(NA) EV(ROOF)= 9669 lb 13574 lb tributary width tributary area EV O= 0 lb 0 lb total width total area EV()= 01b 0 lb EV()= 0 lb 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10.0 lbs E(Wind)= 9,669 lb E(Smc)= 13,574 lb Length of Shearwall= 12.0 ft Tributary width for dead load= 2.0 ft ULT V= 127 PLF ULT.V= 11S PLF Aspect Ratio OK Length of adjoining wall= 20 ftUse alternate R factor for seismic? Na 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 I a x0.7) 308 PLF USE;,i. Floor Above: NO FLOOR ABOVE J Seismic controls shcar..fo I de Igo ASD C.TOTAL= (floor above)+(this floor)= 0 lbs + 751 lbs = 751 lbs Seismic controls-C3(ASD eq.8): ASD T.TOTAL wlo D0= (floor above)+(this floor)= 0 lbs + 223 lbs = 223 lbs Seismic controls-T2(ASD eq.10): E Unfactored-C.WL=1015 Ibs -µm -Unfactored T.WL= 11671bs 1 NO HOLDOWNS REQUIRED')} OK { Unfactored C.EQ=907!b3 s Unfactored T.EQ=907 lbs FOUNDATION I INTERIOR WALLS: OK 1 Unfactored C.DL= 880 lbs Unfactored C.LUSL--400 lbs ROOF WEST WALL @ FAMILY RM. SEGMENTED SHEARWALL WIND SEISMIC Floor info Tributary Area(ROOF) Tributary Area(ROOF) ROOF Floor Level,e.g.Roof,3RD,2ND,1ST.. 23,5 tributary width 746.0 tributary area Ft-Rr Load Direction,e.g.Left-Right,Front-Rear 62,0 total width 3700.0 total area (For Left Wall,Use Front-Rear Load Direction) Tributary Area(1ST) Tribut Area(1ST) CDX I 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 t.angth= 36.0 ft tfibutaty width tributary area 7.0 ft 1 11.0 ft I 18.0 ft I I I )width total area Tributary Area(NA) Tributary Area(NA) FV(ROOF)= 9669 lb 13574 lb tributary width tributary area EV(I= 0 lb 0 lb total width total area EVO= Olb 01b EV()= 0 lb 0 lb Height of Shearwall= 8.0 ft Weight of Shearwall= 10,0 lbs E(Wind)= 9,669 lb Z(Smc)= 13,574 lb Length of Shearwall= 7.0 ft Tributary width for dead load= 11.5 ft ULT.V= 102 PLF ULT.V= 76 PLF Aspect Ratio OK Length of adjoining wall= 2.0 ft DRAG(ASD)= 2,199 lb 1,916 lb Use alternate R factor for seismic? No R a 6.5 ASD SHEAR WALL DESIGN PER:AF&PA SDPWS-2015 DO Holdown Design? No 00= 2.5 WIND CAPACITY:1.4 x 0.93 x 460 PLF/(2 x 0.6)=499 PLF Ductile Anchor Design? No Block Shear WallSEISMIC CAPACITY:1 x 0.93 x 460 PLF 1(2 x 0J)=306 PLF USE AA Floor Above:j NO FLOOR ABOVE 1 Sersrnr;controls S1=eat Wait design ASD G.TOTAL= (floor above)+(this floor)= 0 lbs + 609 lbs = 609 lbs Seismic controls-C3(ASD eq_8): ASD T.TOTAL wlo 00= (floor above)+(this floor)= 0 lbs + 16 Ids = 16 lbs Wind controls-T1(ASP eq.7): Unfactored C.WL=814 lbs Unfactored T.WL=1415 lbs I NO HOLDOWNS REQUIRED OK Unfactored C EQ=608 lbs Unfactored T.EQ=608 lbs FOUNDATION I INTERIOR WALLS: _ OK - Unfactored Cs DL= 1389 lbs Unfactored C.LUSL=1581 lbs 1