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Anchor tension force Tδ = max(0,(vδs/1000)*H*B/Beff-(0.6-0.2*SDS)*(DL+ <br />Swt*H)*B/2000 -(0.6-0.2*SDS )* min((DT-ch1)/1000, (DT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 1.57 <br />kips <br />Chord compression force Cδ = max(0,(vδs/1000)*H*B/Beff+(0.6- <br />0.2*SDS)*(DL+Swt*H)*B/2000 + (0.6-0.2*SDS )* max((Dc-ch1)/1000, (Dc-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq- <br />ch2)/1000))= 2.75 kips <br />Vertical elongation at anchor ∆T = Tδ× 1000/Ka= 0.046 in <br />Vertical compression at chord ∆C = 0.04×Cδ*1000/(Ae×Fc -perp)= 0.014 in <br />Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.062 in <br />Shear wall elastic deflection δswse <br />=2×(vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(vδss/12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.194 in <br />Amp. seis. deflection δsws = Cdδ*δswse /Ie = 0.776 in 0.78/2.4=0.32 <br />PASS - Shear wall deflection is less than deflection limit <br />Page 44 of 213