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Project <br />1011 <br />Job Ref. <br />Section <br />LINE-1 <br />Sheet no./rev. <br /> 3 <br />Calc. by <br />N.K <br />Date <br />19/12/2023 <br />Chk'd by Date App'd by Date <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 />Perforated wall length;b1 = 8.833 ft <br />Shear wall aspect ratio;h / b1 = 0.943 <br />Perforated wall length;b2 = 4.867 ft <br />Shear wall aspect ratio;h / b2 = 1.712 <br />Shear capacity adjustment factor – cl.4.3.5.6 <br />Sum of perforated shear wall segment lengths;bi = b1 + b2 = 13.7 ft <br />Total area of wall;Awall = b  h = 147.5 ft2 <br />Total area of openings;Ao = wo1  ho1 = 12 ft2 <br />Total full height sheathed area;Afhs = h  (b1 + b2) = 114.17 ft2 <br />Shear capacity adjustment factor (eqn. 4.3-6);Co = min(Awall / (3  Ao + Afhs), 1.0) = 0.982 <br />Perforated shear wall capacity <br />Maximum shear force under wind loading;Vw_max = 0.6  W = 1.02 kips <br />Shear capacity for wind loading;Vw = vw  Co  bi / 2.0 = 5.881 kips <br />Vw_max / Vw = 0.173 <br />PASS - Shear capacity for wind load exceeds maximum shear force <br />Maximum shear force under seismic loading;Vs_max = 0.7  Eq = 1.35 kips <br />Shear capacity for seismic loading;Vs = vs  Co  bi / 2.8 = 4.2 kips <br />Vs_max / Vs = 0.321 <br />PASS - Shear capacity for seismic load exceeds maximum shear force <br />Chord capacity for chords 1 and 2 <br />Load combination 6 <br />Page 39 of 108 <br />1011 W Second St <br />5/1/2025