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Deflection amplification factor Cdδ = 4 <br />Seismic importance factor Ie = 1 <br />Chord forces from shear walls above <br />Chord WL(lb) Eq(lb) DLC.(lb) DLT.(lb) LL(lb) Lr(lb) SL(lb) RL(lb) <br />Ch1 -984 -1173 0 0 0 0 0 0 <br />Ch2 984 1173 0 0 0 0 0 0 <br />DLC :Compressive Dead point load , DLT :Tensile Dead point load <br />From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations <br />Load combination no.1 D + 0.6W <br />Load combination no.2 D + 0.7E <br />Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R) <br />Load combination no.4 D + 0.75Lf + 0.525E + 0.75S <br />Load combination no.5 0.6D + 0.6W <br />Load combination no.6 0.6D + 0.7E <br />Adjustment factors <br />Load duration factor – Table 2.3.2 CD=1.6 <br />Size factor for tension – Table 4A CFt=1.5 <br />Size factor for compression – Table 4A CFc=1.15 <br />Wet service factor for tension – Table 4A CMt=1 <br />Wet service factor for compression – Table 4A CMc=1 <br />Wet service factor for modulus of elasticity – Table 4A CME=1 <br />Temperature factor for tension – Table 2.3.3 Ctt=1 <br />Temperature factor for compression – Table 2.3.3 Ctc=1 <br />Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1 <br />Incising factor – cl.4.3.8 C i=1 <br />Buckling stiffness factor – cl.4.4.2 CT=1 <br />Bearing area factor - cl. 3.10.4 C b=1 <br />For sawn lumber c=0.8 <br />Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi <br />Critical buckling design value F cE = 0.822×Emin' /(H/d)2= 633.714 psi <br />Reference compression design value F c' = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi <br />Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc'))/(2×c)-√([(1+(FcE/Fc'))/(2×c)]2-(FcE/Fc')/c)= 0.24 <br />From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios <br />Maximum shear wall aspect ratio 3.5 <br />Shear wall length B = 8.91 ft <br />Page 50 of 290