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Project <br />1011 <br />Job Ref. <br />Section <br />LINE-2 <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 />PASS - Design compressive stress exceeds maximum applied compressive stress <br />Design bearing compr. stress, bottom plate;Fc_perp' = Fc_perp  CMc  Ctc  Ci  Cb = 625 lb/in2 <br />fc / Fc_perp' = 0.113 <br />PASS - Design bearing compressive stress exceeds maximum applied bearing compressive stress <br />Wind load deflection <br />Design shear force;Vw = fWserv  W = 1.02 kips <br />Deflection limit;w_allow= h / 500 = 0.2 in <br />Induced unit shear;vw = Vw / b = 46.15 lb/ft <br />Anchor tension force;T = max(0 kips,vw  h  b / beff - 0.6  (D + Swt  h)  b / 2) = 0.000 kips <br />Chord compression force;C = max(0 kips,vw  h  b / beff + 0.6  (D + Swt  h)  b / 2) = 2.772 kips <br />Vertical elongation at anchor;T = T / ka = 0.000 in <br />Vertical compression at chord;C = 0.04 in  C / (Ae  Fc_perp) = 0.014 in <br />Total vertical deflection ;a = (T + C)  (b / beff) = 0.015 in <br />Shear wall deflection – Eqn. 4.3-1;sww = 2  vw  h3 / (3  E  Ae  b) + vw  h / (Ga) + h  a / b = 0.03 in <br />sww / w_allow = 0.151 <br />PASS - Shear wall deflection is less than deflection limit <br />Seismic deflection <br />Design shear force;Vs = Eq = 2.193 kips <br />Deflection limit;s_allow= 0.025  h = 2.5 in <br />Induced unit shear;vs = Vs / b = 99.23 lb/ft <br />Anchor tension force;T = max(0 kips,vs  h  b / beff - (0.6 - 0.2  SDS)  (D + Swt  h)  b / 2) = <br />0.000 kips <br />Chord compression force;C = max(0 kips,vs  h  b / beff + (0.6 - 0.2  SDS)  (D + Swt  h)  b / 2) = <br />2.401 kips <br />Vertical elongation at anchor;T = T / ka = 0.000 in <br />Vertical compression at chord;C = 0.04 in  C / (Ae  Fc_perp) = 0.013 in <br />Total vertical deflection ;a = (T + C)  (b / beff) = 0.013 in <br />Shear wall elastic deflection – Eqn. 4.3-1;swse = 2  vs  h3 / (3  E  Ae  b) + vs  h / (Ga) + h  a / b = 0.058 in <br />Deflection ampification factor;Cd = 4 <br />Seismic importance factor;Ie = 1 <br />Amp. seis. deflection – ASCE7 Eqn. 12.8-15;sws = Cd  swse / Ie = 0.23 in <br />sws / s_allow = 0.092 <br />PASS - Shear wall deflection is less than deflection limit <br />Page 45 of 108 <br />1011 W Second St <br />5/1/2025