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Roof/Ceiling dead load, RDL =18 psf <br />Floor dead load, FDL =0.0 psf <br />Wall dead load, WDL =15 psf <br />Ω = 3.0 (May use 2.0 for flexible diaphragm, footnote b) <br />Base shear coefficient, Cs =0.164 SDS=1.063 <br />Wind pressure, WP =16.40 psf <br />Tributary Height at Roof, THR =4 ft Roof level shear wall height, HR =8 ft <br />Tributary Height at 2nd Flr, TH2 =4 ft 2nd level shear wall hegith, H2 =0 ft <br />ROOF LEVEL SHEAR WALLS - LINE 1 <br />Total shr wall length, SL =4 4 =8 <br />Tributary width, TW =(27) / 2 =13.5 <br />Tributary length, TL =22.5 =22.5 <br />Tributary area, TA =TW * TL =304 <br />Seismic shear, VSR=(RDL*TA + 2*WDL*TW*THR)*Cs =1159.3 lb <br />Vs=VSR / SL =144.9 plf <br />Wind shear, Vw =(WP * TW * THR) / SL =110.7 plf <br />Therefore V = max(VSR, Vw) =144.9 plf; <br />Use shear wall Type 1 w/ allow =280 plf <br />4 ft shr wall panel: <br />Hold-down, Use <br />HDU2 = 2306 lb <br />Mot = V * HR * (shr wall panel) =4637 <br />Mr= (WDL*HR)*(shr wall panel)2 / 2=960 <br />Uplift = [(Mot)*0.7 - (Mr)*(0.6-0.14SDS)] / [1.2 *(shr wall panel)] =586.03 <br />4 ft shr wall panel: <br />Hold-down, Use <br />HDU2 = 2306 lb <br />Mot = V * HR * (shr wall panel) =4637 <br />Mr= (WDL*HR)*(shr wall panel)2 / 2=960 <br />Uplift = [(Mot)*0.7 - (Mr)*(0.6-0.14SDS)] / [1.2 *(shr wall panel)] =586.03 <br />ROOF LEVEL SHEAR WALLS - LINE 2 <br /> Total shr wall length, SL =7 =7 <br />Tributary width, TW =(27) / 2 =13.5 <br />Tributary length, TL =22.5 =22.5 <br />Tributary area, TA =TW * TL =304 <br />Seismic shear, VSR=(RDL*TA + 2*WDL*TW*THR)*Cs =1159.3 lb <br />Vs=VSR / SL =165.6 plf <br />Wind shear, Vw =(WP * TW * THR) / SL =126.5 plf <br />Therefore V = max(VSR, Vw) =165.6 plf; <br />Use shear wall Type 1 w/ allow =280 plf <br />7 ft shr wall panel: <br />Mot = V * HR * (shr wall panel) =9274 Hold-down, Use <br />HDU2 = 2306 lbMr= (WDL*HR)*(shr wall panel)2 / 2=2940 <br />Uplift = [(Mot)*0.7 - (Mr)*(0.6-0.14SDS)] / [1.2 *(shr wall panel)] =614.96