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Maximum applied tensile stress f t=T/Aen=89.28 lb/in2 <br />Design tensile stress f t*=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 89.28/1380=0.06 <br />PASS - Design tensile stress exceeds maximum applied tensile stress <br />Load Combination : DL + 0.7EQ <br />Maximum compressive force in chord P=1454 lb <br />Maximum applied compressive stress f c=P/Ae=118.69 lb/in2 <br />Design compressive stress f c*=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2 <br />118.69/596.16=0.2 <br />PASS - Design compressive stress exceeds maximum applied tensile stress <br />bearing compr. stress, bottom plate For (maxi mum compressive force) fc-perp*=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2 <br />118.69/625=0.19 <br />PASS - bearing compr. stress, bottom plate <br />Hold down force <br />Chord1 T1=0.9 Kips <br />Chord2 T2=0.9 Kips <br /> <br /> <br />Wind load deflection <br />Design shear force V δw=FWserv×W=0.54kips <br />Deflection limit Δw_allow=H×12/360= 0.267 in <br />Induced unit shear v δW=VδW/(CO×∑bi)/Cu=108.68lb/ft <br /> Anchor tension force Tδ = max(0 ,(v δW /1000)×H×B/Beff- 0.6×(D + Swt×H)×B/2000 - 0.6*min((DT-ch1)/1000,(DT- <br />ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0.35 kips <br />Chord compression force Cδ = max(0,(vδW/1000)×H×B/Beff+0.6×(D+Swt×H)×B/2000 + 0.6×max((Dc -ch1)/1000,(Dc- <br />ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 1.39 kips <br />Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.01 in <br />Vertical compression at chord ∆C = 0.04×Cδ*1000/(Ae×Fc -perp)= 0.007 in <br />Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.018 in <br />Shear wall deflection δsww <br />=2×(vδW/12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(vδW/12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.087 in <br />0.09/0.27=0.33 <br />PASS - Shear wall deflection is less than deflection limit <br />Seismic deflection <br />Design shear force V δs=Eq/1000= 1.15 kips <br />Deflection limit Δ s_allow=0.025×H×12= 2.4 in <br /> <br />Induced unit shear v δs=Vδs/CO×∑bi/Cub=231.46 lb/ft <br />Page 60 of 213