1621 S Diamond St & Unit# 2 - Plan

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ROOF LEVEL SHEAR WALLS - LINE 3 Total shr wall length, SL =4 =4 Tributary width, TW =(6.5) / 2 =3.3 Tributary length, TL =14.5 =14.5 Tributary area, TA =TW * TL =47 Seismic shear, VSR=(RDL*TA + 2*WDL*TW*THR)*Cs =182.758 lb Vs=VSR / SL =45.7 plf Wind shear, Vw =(WP * TW * THR) / SL =53.3 plf Therefore V = max(VSR, Vw) =53.3 plf; Use shear wall Type 1 w/ allow =280 plf 6.5 ft shr wall panel: Mot = V * HR * (shr wall panel) =7144 Hold-down, Use HDU2 = 2306 lbMr= (WDL*HR)*(shr wall panel)2 / 2=2535 Uplift = [(Mot)*0.7 - (Mr)*(0.6-0.14SDS)] / [1.2 *(shr wall panel)] =493.39 ROOF LEVEL SHEAR WALLS - LINE A Total shr wall length, SL =5 =5 Tributary width, TW =(21.5) / 2 =11 Tributary length, TL =23.5 =23.5 Tributary area, TA =TW * TL =253 Seismic shear, VSR=(RDL*TA + 2*WDL*TW*THR)*Cs =851.8 lb Vs=VSR / SL =170.4 plf Wind shear, Vw =(WP * TW * THR) / SL =141.0 plf Therefore V = max(VSR, Vw) =170.4 plf; Use shear wall Type 1 w/ allow =280 plf 5 ft shr wall panel: Mot = V * HR * (shr wall panel) =6814 Hold-down, Use HDU2 = 2306 lbMr= (WDL*HR)*(shr wall panel)2 / 2=1500 Uplift = [(Mot)*0.7 - (Mr)*(0.6-0.14SDS)] / [1.2 *(shr wall panel)] =681.36 ROOF LEVEL SHEAR WALLS - LINE B Total shr wall length, SL =10.5 =10.5 Tributary width, TW =(21.5+14.5) / 2 =18 Tributary length, TL =30 =30.0 Tributary area, TA =TW * TL =540 Seismic shear, VSR=(RDL*TA + 2*WDL*TW*THR)*Cs =1725.3 lb Vs=VSR / SL =164.3 plf Wind shear, Vw =(WP * TW * THR) / SL =112.5 plf Therefore V = max(VSR, Vw) =164.3 plf; Use shear wall Type 1 w/ allow =280 plf 10.5 ft shr wall panel: Mot = V * HR * (shr wall panel) =13803 Hold-down, Use HDU2 = 2306 lbMr= (WDL*HR)*(shr wall panel)2 / 2=6615 Uplift = [(Mot)*0.7 - (Mr)*(0.6-0.14SDS)] / [1.2 *(shr wall panel)] =528.14 1621 S Diamond St & Unit# 24/24/2025