1329 W McFadden Ave, Unit 2 - Plan

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Roof/Ceiling dead load, RDL = 16 psf Floor dead load, FDL = 0.0 psf Wall dead load, WDL = 15 psf Ω = 3.0 (May use 2.0 for flexible diaphragm, footnote b) Base shear coefficient, Cs =SDS=1.036 Wind pressure, WP = psf Tributary Height at Roof, THR = 4.5 ft Roof level shear wall height, HR =9 ft Tributary Height at 2nd Flr, TH2 = 4.5 ft 2nd level shear wall hegith, H2 =0 ft Total shr wall length, SL = 6 = Tributary width, TW = = 6.0 Tributary length, TL = = 64.0 Tributary area, TA = = 384 Seismic shear, VSR= lb Vs= plf Wind shear, Vw = plf Therefore V = max(VSR, Vw) = plf; 1 plf 6 ft shr wall panel: Mot = V * HR * (shr wall panel) = Mr= WDL*HR *shr wall anel 2 / 2= Uplift = [(Mot)*0.7 - (Mr)*(0.6-0.14SDS)] / [1.2 *(shr wall panel)] = Total shr wall length, SL = 10 = Tributary width, TW = = 12.0 Tributary length, TL = = 64.0 Tributary area, TA = = 768 Seismic shear, VSR= lb Vs= plf Wind shear, Vw = plf Therefore V = max(VSR, Vw) = plf; 1 plf 10 ft shr wall panel: Mot = V * HR * (shr wall panel) = Mr= WDL*HR *shr wall anel 2 / 2= Uplift = [(Mot)*0.7 - (Mr)*(0.6-0.14SDS)] / [1.2 *(shr wall panel)] = 816.27 2430 Hold-down, Use HDU2 = 2306 lb 9975 184.7 Use shear wall Type 1108.36 184.7 280 0.159 16.40 VSR / SL = (12) / 2 TW * TL 64 6 ROOF LEVEL SHEAR WALLS - LINE 1 (RDL*TA + 2*WDL*TW*THR)*Cs = ROOF LEVEL SHEAR WALLS - LINE 2 (RDL*TA + 2*WDL*TW*THR)*Cs = Use shear wall Type w/ allow = VSR / SL = 280 10 (12+12) / 2 64 TW * TL 2216.72 73.8 w/ allow = Hold-down, Use HDU2 = 2306 lb6750 907.86 221.7 (WP * TW * THR) / SL = 88.6 221.7 (WP * TW * THR) / SL = 19950 1329 W McFadden Ave, Unit 24/24/2025