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Project <br />1011 <br />Job Ref. <br />Section <br />LINE-B <br />Sheet no./rev. <br /> 4 <br />Calc. by <br />N.K <br />Date <br />15/11/2024 <br />Chk'd by Date App'd by Date <br />Segment 2 stiffness;k2 = 1 / (2  h3 / (3  E  Ae  b22) + h / (Ga  b2) + h  a1 / b2) = 3.406 <br />kips/in <br />Segment 2 unit shear at Cap;vdsww2 = Cap  k2 / b2 = 1021.71 plf <br />Segment 2 shear capacity ;vsww2 = vw  (1.25 - 0.125  h / b2) / 2.0 = 1021.71 plf <br />vdsww2 / vsww2 = 1.000 <br />PASS - Segment shear capacity exceeds segment unit shear at Cap <br />Maximum shear force under wind loading;Vw_max = 0.6  W = 1.2 kips <br />Shear capacity for wind loading;Vw = vsww1  b1 + min(vsww2,vdsww2)  b2 = 6.301 kips <br />Vw_max / Vw = 0.19 <br />PASS - Shear capacity for wind load exceeds maximum shear force <br />Seismic 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;vsws1 = vs  (1.25 - 0.125  h / b1) / 2.8 = 729.8 plf <br />Vertical deflction under capacity load;a_Cap = h  vsws1  (1 / ka + (0.04 in / (Ae  Fc_perp))  (b1 / b1_eff)) = 0.151 in <br />Deflection under capacity load;Cap = 2  vsws1  h3 / (3  E  Ae  b1) + vsws1  h / (Ga) + h  a_Cap / b1 = <br />0.661 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 />Segment 2 stiffness;k2 = 1 / (2  h3 / (3  E  Ae  b22) + h / (Ga  b2) + h  a1 / b2) = 3.406 <br />kips/in <br />Segment 2 unit shear at Cap;vdsws2 = Cap  k2 / b2 = 729.79 plf <br />Segment 2 shear capacity ;vsws2 = vs  (1.25 - 0.125  h / b2) / 2.8 = 729.79 plf <br />vdsws2 / vsws2 = 1.000 <br />PASS - Segment shear capacity exceeds segment unit shear at Cap <br />Maximum shear force under seismic loading;Vs_max = 0.7  Eq = 1.35 kips <br />Shear capacity for seismic loading;Vs = vsws1  b1 + min(vsws2,vdsws2)  b2 = 4.5 kips <br />Vs_max / Vs = 0.3 <br />PASS - Shear capacity for seismic load exceeds maximum shear force <br />Chord capacity for chord 1 <br />Shear wall aspect ratio;h / b1 = 2.703 <br />Load combination 6 <br />Shear force for maximum tension;V = 0.7  Eq = 1.35 kips <br />Axial force for maximum tension;P = (0.6  (D + Swt  h) - 0.7  0.2  SDS  (D + Swt  h))  b1 / 2 + 0.7  <br />Eq_ch1 = -0.253 kips <br />Maximum tensile force in chord;T = V  (k1 / sum(k1,k2))  h / b1_eff - P = 2.600 kips <br />Maximum applied tensile stress;ft = T / Aen = 164 lb/in2 <br />Design tensile stress;Ft' = Ft  CD  CMt  Ctt  CFt  Ci = 1380 lb/in2 <br />ft / Ft' = 0.119 <br />PASS - Design tensile stress exceeds maximum applied tensile stress <br />Load combination 2 <br />Shear force for maximum compression;V = 0.7  Eq = 1.35 kips <br />Page 54 of 108 <br />1011 W Second St <br />5/1/2025