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Shear wall height H = 8 ft <br /> <br /> <br /> <br />Length (ft) Type H/B Concept <br />5.5 Wall 1.45 Shear Wall <br />4 Opening <br />7.3 Wall 1.1 Shear Wall <br />Shear capacity adjustment factor – cl.4.3.5.6 <br />Sum of perforated shear wall segment lengths ∑bi=5.5+7.3=12.8 ft <br />Total area of wall Awall=16.8×8=134.4 ft 2 <br />Total full height sheathed area A fhs=5.5×8+7.3×8=102.4 ft2 <br />Shear capacity adjustment factor (eqn. 4.3 -6) Co = min(Awall/(3×Ao + Afhs), 1.0)= 0.931 <br />Perforated shear wall capacity <br />Maximum shear force under wind loading V w_max=0.6×WL/1000 =0.206 Kips <br />Shear capacity for wind loading V w=(Vn×Co×∑bi/2000) =5.208 Kips <br />ratio V w-max / Vw =0.04 <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 =0.287 Kips <br />Shear capacity for seismic loading V s=(Vn×Co×∑bi/(2.8×1000)) =3.72 Kips <br />ratio V s_max / Vs =0.077 <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=407.388 lbs <br />Maximum applied compressive stress f c=P/Ae=33.256 lb/in2 <br />Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 <br />lb/in2Ratio33.26/596.16=0.06 <br />PASS - Design compressive stress exceeds maximum applied compressive stress <br />Page 64 of 290