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redundancy factor ρ=1.069 <br />Design shear force V δs=(Eq/1000)/ρ= 1.827 kips <br />Deflection limit Δ s_allow=0.025×H×12= 2.4 in <br /> <br />Induced unit shear v δs=(Vδs×1000/(Co×∑bi))/Cub=212.442 lb/ft <br /> Anchor tension force Tδ = max(0,(v δs/1000)×H-(0.6-0.2×SDS)×(DL+ Swt×H)×B/2000 - <br />(0.6-0.2×SDS )× min((DLT-ch1)/1000, (DLT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 3.586 kips <br />Chord compression force Cδ = max(0,(vδs/1000)×H+(0.6 -0.2×SDS)×(DL+Swt×H)×B/2000 + <br />(0.6-0.2×SDS )× max((DLC-ch1)/1000, (DLC-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 4.359 kips <br />Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.105 in <br />Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.023 in <br />Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.133 in <br />Shear wall elastic deflection <br />δswse =2×(Vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(v δss/12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.235 in <br />Amp. seis. deflection δsws = Cdδ×δswse /Ie = 0.94 inRatio0.94/2.4=0.39 <br />PASS - Shear wall deflection is less than deflection limit <br />Page 73 of 290