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Maximum shear force under wind loading V w_max=0.6×W/1000 =0.66 Kips <br />Shear capacity for wind loading V w=(Vn×B/2000) =6.03 Kips <br />ratio V w-max / Vw =0.11 <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 =0.74 Kips <br />Shear capacity for seismic loading V s=(Vn×B/(2.8×1000)) =4.31 Kips <br />ratio V s_max / Vs =0.17 <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=0 lb <br />Maximum applied tensile stress f t=T/Aen=0 lb/in2 <br />Design tensile stress f t*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 0/1380=0 <br />PASS - Design tensile stress exceeds maximum applied tensile stress <br />Load Combination : DL + 0.7EQ <br />Maximum compressive force in chord P=169.05 lb <br />Maximum applied compressive stress f c=P/Ae=13.8 lb/in2 <br />Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=2310.12 lb/in2 <br />13.8/2310.12=0.01 <br />PASS - Design compressive stress exceeds maximum applied tensile stress <br />Chord capacity for chord2 <br />Load Combination : 0.6DL - 0.7EQ <br />Maximum tensile force in chord T=0 lb <br />Maximum applied tensile stress f t=T/Aen=0 lb/in2 <br />Design tensile stress ft*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 0/1380=0 <br />PASS - Design tensile stress exceeds maximum applied tensile stress <br />Load Combination : DL + 0.7EQ <br />Maximum compressive force in chord P=169.05 lb <br />Maximum applied compressive stress f c=P/Ae=13.8 lb/in2 <br />Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=2310.12 lb/in2 <br />13.8/2310.12=0.01 <br />PASS - Design compressive stress exceeds maximum applied tensile stress <br />bearing compr. stress, bottom plate For (maximum compressive force) fc-perp*=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2 <br />13.8/625=0.02 <br />PASS - bearing compr. stress, bottom plate <br />Hold down force <br />Page 79 of 213