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Maximum applied compressive stress f c=P/Ae=176.439 lb/in2 <br />Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 <br />lb/in2Ratio176.44/596.16=0.3 <br />PASS - Design compressive stress exceeds maximum applied compressive stress <br />Design bearing compr. stress, bottom plate For maximum compressive force F c-perp'=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2 <br />Ratio176.44/625=0.28 <br />Pass - Design bearing compr. stress, bottom plate exceeds Maximum applied compressive stress <br />Hold down force <br />Chord1 T1=1.66 Kips <br />Chord2 T2=1.66 Kips <br /> <br /> <br />Wind load deflection <br />Design shear force V δw=FWserv×WL/1000=0.686kips <br />Deflection limit Δ w_allow=H×12/360= 0.267 in <br />Induced unit shear v δW=(VδW×1000/B)/Cub=76.992 lb/ft <br /> Anchor tension force Tδ = max(0 ,(vδW /1000)×H×B/Beff- 0.6×(D + Swt×H)×B/2000 - 0.6×min((DLT- <br />ch1)/1000,(DLT-ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0.607 kips <br />Chord compression force Cδ = max(0,(vδW/1000)×H×B/Beff+0.6×(DL+Swt×H)×B/2000 + 0.6×max((DLC- <br />ch1)/1000,(DLC-ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 1.574 kips <br />Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.018 in <br />Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.008 in <br />Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.027 in <br />Shear wall deflection <br />δsww =2×(vδW /12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδW /12000)×H×12/(Ga)+ H×12×∆a /(B×12) = 0.065 <br />inRatio0.065/0.27=0.24 <br />PASS - Shear wall deflection is less than deflection limit <br />Seismic deflection <br />redundancy factor ρ=1.3 <br />Design shear force V δs=(Eq/1000)/ρ= 1.398 kips <br />Deflection limit Δ s_allow=0.025×H×12= 2.4 in <br /> <br />Induced unit shear v δs=(Vδs×1000/B)/Cub=156.902 lb/ft <br /> Anchor tension force Tδ = max(0,(v δs/1000)×H×B/Beff-(0.6-0.2×SDS)×(DL+ <br />Swt×H)×B/2000 -(0.6-0.2×SDS )× min((DLT-ch1)/1000, (DLT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= <br />2.182 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((DLC-ch1)/1000, (DLC-ch2)/1000)+max(abs(Eq-ch1)/1000, <br />abs(Eq-ch2)/1000))= 2.804 kips <br />Page 52 of 290