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<br /> <br />Length Type H/B Concept <br />6.9 Wall 1.16 ShearWall <br />3 Opening <br />3.1 Wall 2.58 ShearWall <br />Shear capacity adjustment factor – cl.4.3.5.6 <br />Sum of perforated shear wall segment lengths ∑bi=9.3 ft <br />Total area of wall A=104 ft 2 <br />Total full height sheathed area A fhs=80 ft2 <br />Shear capacity adjustment factor (eqn. 4.3 -6) Co = min(Awall/(3×Ao + Afhs), 1.0)= 0.896551724137931 <br />Perforated shear wall capacity <br />Maximum shear force under wind loading V w_max=0.6×W/1000 =1.68 Kips <br />Shear capacity for wind loading V w=(Vn×CO*∑bi/2000) =3.64 Kips <br />ratio V w-max / Vw =0.46 <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 =1.574 Kips <br />Shear capacity for seismic loading V s=(Vn×CO*∑bi/(2.8×1000)) =2.6 Kips <br />ratio V s_max / Vs =0.61 <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=830.68 lb <br />Maximum applied tensile stress f t=T/Aen=82.57 lb/in2 <br />Design tensile stress ft*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 82.57/1380+0.06 <br />PASS - Design tensile stress exceeds maximum applied tensile stress <br />Load Combination : DL + 0.6WL <br />Maximum compressive force in chord P=1764.98 lb <br />Maximum applied compressive stress f c=P/Ae=144.08 lb/in2 <br />Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2 <br />144.08/596.16=0.24 <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=830.68 lb <br />Page 42 of 213