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Project <br />1011 <br />Job Ref. <br />Section <br />LINE-B <br />Sheet no./rev. <br /> 3 <br />Calc. by <br />N.K <br />Date <br />15/11/2024 <br />Chk'd by Date App'd by Date <br />Load combination no.3 ;D + 0.75Lf + 0.45W + 0.75(L r 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 = 1.60 <br />Size factor for tension – Table 4A;CFt = 1.50 <br />Size factor for compression – Table 4A;CFc = 1.15 <br />Wet service factor for tension – Table 4A;CMt = 1.00 <br />W et service factor for compression – Table 4A;CMc = 1.00 <br />Wet service factor for modulus of elasticity – Table 4A <br />CME = 1.00 <br />Temperature factor for tension – Table 2.3.3;Ctt = 1.00 <br />Temperature factor for compression – Table 2.3.3 <br />Ctc = 1.00 <br />Temperature factor for modulus of elasticity – Table 2.3.3 <br />CtE = 1.00 <br />Incising factor – cl.4.3.8;Ci = 1.00 <br />Buckling stiffness factor – cl.4.4.2;CT = 1.00 <br />Bearing area factor - cl. 3.10.4 ;Cb = 1.0 <br />Adjusted modulus of elasticity;Emin' = Emin  CME  CtE  Ci  CT = 580000 psi <br />Critical buckling design value;FcE = 0.822  Emin' / (h / d)2 = 584 psi <br />Reference compression design value;Fc = Fc  CD  CMc  Ctc  CFc  Ci = 2484 psi <br />For sawn lumber;c = 0.8 <br />Column stability factor – eqn.3.7-1;CP = (1 + (FcE / Fc)) / (2  c) – ([(1 + (FcE / Fc)) / (2  c)]2 - (FcE / Fc) / c) = <br />0.22 <br />From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios <br />Maximum shear wall aspect ratio;3.5 <br />Segment 1 wall length ;b1 = 3.083 ft <br />Shear wall aspect ratio;h / b1 = 2.703 <br />Segment 2 wall length ;b2 = 3.083 ft <br />Shear wall aspect ratio;h / b2 = 2.703 <br />Segmented shear wall capacity - Equal deflection method <br />Effective segment length;b1_eff = b1 - 3 / 2  bEndPost - eanchor = 2.40 ft <br />Effective segment length;b2_eff = b2 - 3 / 2  bEndPost - eanchor = 2.40 ft <br />Wind loading: <br />Segment 1 vertical unit deflection ;a1 = h / b1  (1 / ka + (0.04 in / (Ae  Fc_perp))  (b1 / b1_eff)) = 0.067 in/kip <br />Segment 1 stiffness;k1 = 1 / (2  h3 / (3  E  Ae  b12) + h / (Ga  b1) + h  a1 / b1) = 3.406 <br />kips/in <br />Unit shear capacity, widest segment;vsww1 = vw  (1.25 - 0.125  h / b1) / 2.0 = 1021.7 plf <br />Vertical deflction under capacity load;a_Cap = h  vsww1  (1 / ka + (0.04 in / (Ae  Fc_perp))  (b1 / b1_eff)) = 0.211 in <br />Deflection under capacity load;Cap = 2  vsww1  h3 / (3  E  Ae  b1) + vsww1  h / (Ga) + h  a_Cap / b1 = <br />0.925 in <br />Segment 2 vertical unit deflection ;a1 = h / b2  (1 / ka + (0.04 in / (Ae  Fc_perp))  (b2 / b2_eff)) = 0.067 in/kip <br />Page 53 of 108 <br />1011 W Second St <br />5/1/2025