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2 <br /> Project:Seahurst Ave, Everett, WA <br /> 1.1 Seismic Design <br /> Criteria Basic Seismic-Force-Resisting System Diaphragms/Shear Walls <br /> Medium Building Height H = 25 ft <br /> Seimic Use Group 11 <br /> Importance Factor le = 1.0 <br /> Site Class D <br /> Seismic Design Category D <br /> Response Factor R = 6.5 (light frame wood building) <br /> Mapped Acceleration Ss - 1.314 <br /> S1 = 0.458 < 0.6 <br /> Design Acceleration SD, = 0.876 <br /> SD1 - NA <br /> Seismic Response Coefficient CS = SDs/ (R/1) <br /> 0.876/(6.5/1.0) = 0.135 <br /> Building Weight <br /> The weight of the walls is applied by adding 5 psf to the roof DL and 10 psf to the floor DL . <br /> With the flat roof snow load 38 psf, 20% of the snow load is added to the roof DL (ASCE 12.7.2.4) <br /> 3rd level W = (15+ 5 + 0.2 x 38) x 1,200 sqft = 33,120 Ibs <br /> 2nd level W = (20 + 10) x 1,700 sgft = 51,000 Ibs <br /> 1 st level W = (20 + 10) x 1,700 sgft = 51,000 ibs <br /> Total Building Weight W - 135,120 ibs <br /> Base Shear VBase = CS x W = 0.135 x 135,120 - 18,240 Ibs <br /> Design Shear: To convert from strength level to ASD, Base Shear is multiplied by 0.7 <br /> Vdesign = 0.7 x 18,240 = 12,770 lbs <br /> Vertical Distribution: F. - C x x V = Cvx x 12,770 <br /> Cvx = (wx x hxk)/ (wi x hill) with k= 1.0 for T< 0.5 sec <br /> Level Wx hx wxhx wxhx/7wihi Fx LLLIR VxFR LF/H VxLR <br /> (lb) (ft) (lb-ft) (%) (Ibs) (ft) (plf) (ft) (plf) <br /> 3rd 33,120 24 794,000 40 5,100 40 130 36 140 <br /> 2nd 51,000 16 816,000 40 5,100 40 130 46 110 <br /> 1st 51,000 8 408,000 20 2,570 40 65 46 55 <br /> 135,120 --- 2,018,000 100 12,770 <br /> tecinstruct LLC <br />