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Shear wall height H = 8 ft <br />Shear wall aspect ratio H / B = 0.898 <br />Pass - shear wall aspect ratio is less than Maximum shear wall aspect ratio <br />Segmented shear wall capacity <br />Maximum shear force under wind loading V w_max=0.6×WL/1000 =0.915 Kips <br />Shear capacity for wind loading V w=(Vn×B/2000) =3.894 Kips <br />ratio V w-max / Vw =0.235 <br />PASS - Shear capacity for wind load exceeds maximum shear force <br />Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =1.273 Kips <br />Shear capacity for seismic loading V s=(Vn×B/(2.8×1000)) =2.781 Kips <br />ratio V s_max / Vs =0.458 <br />PASS - Shear capacity for seismic load exceeds maximum shear force <br />Chord capacity for chord1 <br />Load Combination : 0.6DL - 0.7EQ <br />Maximum tensile force in chord T=1660.067 lbs <br />Maximum applied tensile stress f t=T/Aen=164.984 lb/in2 <br />Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 <br />Ratio164.98/1380=0.12 <br />PASS - Design tensile stress exceeds maximum applied tensile stress <br />Load Combination : DL + 0.7EQ <br />Maximum compressive force in chord P=2161.372 lbs <br />Maximum applied compressive stress f c=P/Ae=176.439 lb/in2 <br />Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2 <br />Ratio176.44/596.16=0.3 <br />PASS - Design compressive stress exceeds maximum applied compressive stress <br />Chord capacity for chord2 <br />Load Combination : 0.6DL - 0.7EQ <br />Maximum tensile force in chord T=1660.067 lbs <br />Maximum applied tensile stress f t=T/Aen=164.984 lb/in2 <br />Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 <br />Ratio164.98/1380=0.12 <br />PASS - Design tensile stress exceeds maximum applied tensile stress <br />Load Combination : DL + 0.7EQ <br />Maximum compressive force in chord P=2161.372 lbs <br />Page 51 of 290