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Shear wall height H = 8 ft <br /> <br /> <br /> <br />Length (ft) Type H/B Concept <br />11.7 Wall 0.68 Shear Wall <br />5 Opening <br />9.2 Wall 0.87 Shear Wall <br />2 Opening <br />2.9 Wall 2.76 Shear Wall <br />Shear capacity adjustment factor – cl.4.3.5.6 <br />Sum of perforated shear wall segment lengths ∑bi=11.7+9.2+2.9×(2×2.9)/8=23 ft <br />Total area of wall Awall=30.8×8=246.4 ft 2 <br />Total full height sheathed area A fhs=11.7×8+9.2×8+2.9×8=190.4 ft2 <br />Shear capacity adjustment factor (eqn. 4.3 -6) Co = min(Awall/(3×Ao + Afhs), 1.0)= 0.923 <br />Perforated shear wall capacity <br />Maximum shear force under wind loading V w_max=0.6×WL/1000 =0.895 Kips <br />Shear capacity for wind loading V w=(Vn×Co×∑bi/2000) =9.277 Kips <br />ratio V w-max / Vw =0.096 <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 =1.532 Kips <br />Shear capacity for seismic loading V s=(Vn×Co×∑bi/(2.8×1000)) =6.626 Kips <br />ratio V s_max / Vs =0.231 <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 lbs <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 <br />Ratio0/1380=0 <br />PASS - Design tensile stress exceeds maximum applied tensile stress <br />Load Combination : DL + 0.7EQ <br />Maximum compressive force in chord P=995.484 lbs <br />Maximum applied compressive stress f c=P/Ae=81.264 lb/in2 <br />Page 78 of 290