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Project <br />1011 <br />Job Ref. <br />Section <br />LINE-B <br />Sheet no./rev. <br /> 8 <br />Calc. by <br />N.K <br />Date <br />15/11/2024 <br />Chk'd by Date App'd by Date <br />Segment 1 deflection – Eqn. 4.3-1;sww1 = 2  vw  h3 / (3  E  Ae  b1) + vw  h / (Ga) + h  a / b1 = 0.217 in <br />sww1 / w_allow = 1.083 <br />PASS - Shear wall deflection is less than deflection limit <br />Segment 2 <br />Induced unit shear;vw = Vw  (k2 / sum(k1,k2)) / b2 = 194.59 lb/ft <br />Anchor tension force;T = max(0 kips,vw  h  b2 / b2_eff - 0.6  (D + Swt  h)  b / 2 + 0.6  <br />max(abs(W ch3),abs(W ch4))) = 1.462 kips <br />Chord compression force;C = max(0 kips,vw  h  b2 / b2_eff + 0.6  (D + Swt  h)  b / 2 + 0.6  <br />max(DC_ch3,DC_ch4) + 0.6  max(abs(W ch3),abs(W ch4))) = 3.681 kips <br />Vertical elongation at anchor;T = T / ka = 0.030 in <br />Vertical compression at chord;C = 0.04 in  C / (Ae  Fc_perp) = 0.012 in <br />Total vertical deflection ;a = (T + C)  (b2 / b2_eff) = 0.054 in <br />Segment 2 deflection – Eqn. 4.3-1;sww2 = 2  vw  h3 / (3  E  Ae  b2) + vw  h / (Ga) + h  a / b2 = 0.214 in <br />sww2 / w_allow = 1.072 <br />PASS - Shear wall deflection is less than deflection limit <br />Seismic deflection <br />Design shear force;Vs = Eq = 1.928 kips <br />Deflection limit;s_allow= 0.025  h = 2.5 in <br />Deflection ampification factor;Cd = 4 <br />Seismic importance factor;Ie = 1 <br />Segment 1 <br />Induced unit shear;vs = Vs  (k1 / sum(k1,k2)) / b1 = 312.65 lb/ft <br />Anchor tension force;T = max(0 kips,vs  h  b1 / b1_eff - (0.6 - 0.2  SDS)  (D + Swt  h)  b / 2 + <br />max(abs(Eq_ch1),abs(Eq_ch2))) = 3.290 kips <br />Chord compression force;C = max(0 kips,vs  h  b1 / b1_eff + (0.6 - 0.2  SDS)  (D + Swt  h)  b / 2 <br />+ (0.6 - 0.2  SDS)  max(DC_ch1,DC_ch2) + max(abs(Eq_ch1),abs(Eq_ch2))) = <br />4.743 kips <br />Vertical elongation at anchor;T = T / ka = 0.068 in <br />Vertical compression at chord;C = 0.04 in  C / (Ae  Fc_perp) = 0.016 in <br />Total vertical deflection ;a = (T + C)  (b1 / b1_eff) = 0.107 in <br />Segment 1 deflection – Eqn. 4.3-1;swse1 = 2  vs  h3 / (3  E  Ae  b1) + vs  h / (Ga) + h  a / b1 = 0.398 in <br />Amp. seis. deflection – ASCE7 Eqn. 12.8-15;sws1 = Cd  swse1 / Ie = 1.593 in <br />sws1 / s_allow = 0.637 <br />PASS - Shear wall deflection is less than deflection limit <br />Segment 2 <br />Induced unit shear;vs = Vs  (k2 / sum(k1,k2)) / b2 = 312.65 lb/ft <br />Anchor tension force;T = max(0 kips,vs  h  b2 / b2_eff - (0.6 - 0.2  SDS)  (D + Swt  h)  b / 2 + <br />max(abs(Eq_ch3),abs(Eq_ch4))) = 3.238 kips <br />Chord compression force;C = max(0 kips,vs  h  b2 / b2_eff + (0.6 - 0.2  SDS)  (D + Swt  h)  b / 2 <br />+ (0.6 - 0.2  SDS)  max(DC_ch3,DC_ch4) + max(abs(Eq_ch3),abs(Eq_ch4))) = <br />4.691 kips <br />Vertical elongation at anchor;T = T / ka = 0.066 in <br />Page 58 of 108 <br />1011 W Second St <br />5/1/2025