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ROOF LEVEL SHEAR WALLS - LINE A <br /> Total shr wall length, SL =4.4 =4.4 <br />Tributary width, TW =(22.5) / 2 =11 <br />Tributary length, TL =27 =27.0 <br />Tributary area, TA =TW * TL =304 <br />Seismic shear, VSR=(RDL*TA + 2*WDL*TW*THR)*Cs =1115.1 lb <br />Vs=VSR / SL =253.4 plf <br />Wind shear, Vw =(WP * TW * THR) / SL =167.7 plf <br />Therefore V = max(VSR, Vw) =253.4 plf; <br />Use shear wall Type 1 w/ allow =280 plf <br />4.4 ft shr wall panel: <br />Mot = V * HR * (shr wall panel) =8921 Hold-down, Use <br />HDU2 = 2306 lbMr= (WDL*HR)*(shr wall panel)2 / 2=1162 <br />Uplift = [(Mot)*0.7 - (Mr)*(0.6-0.14SDS)] / [1.2 *(shr wall panel)] =1083.5 <br />ROOF LEVEL SHEAR WALLS - LINE B <br /> Total shr wall length, SL =4 =4 <br />Tributary width, TW =(22.5) / 2 =11 <br />Tributary length, TL =27 =27.0 <br />Tributary area, TA =TW * TL =304 <br />Seismic shear, VSR=(RDL*TA + 2*WDL*TW*THR)*Cs =1115.1 lb <br />Vs=VSR / SL =278.8 plf <br />Wind shear, Vw =(WP * TW * THR) / SL =184.5 plf <br />Therefore V = max(VSR, Vw) =278.8 plf; <br />Use shear wall Type 1 w/ allow =280 plf <br />4 ft shr wall panel: <br />Mot = V * HR * (shr wall panel) =8921 Hold-down, Use <br />HDU2 = 2306 lbMr= (WDL*HR)*(shr wall panel)2 / 2=960 <br />Uplift = [(Mot)*0.7 - (Mr)*(0.6-0.14SDS)] / [1.2 *(shr wall panel)] =1210.8