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Project <br />1011 <br />Job Ref. <br />Section <br />LINE-B <br />Sheet no./rev. <br /> 7 <br />Calc. by <br />N.K <br />Date <br />15/11/2024 <br />Chk'd by Date App'd by Date <br />Collector capacity <br /> <br />Collector seismic design force factor;FColl = 1 <br />Maximum shear force on wall;Vmax = max(FColl  Vs_max, Vw_max) = 1.35 kips <br />Maximum force in collector;Pcoll = 0.446 kips <br />Maximum applied tensile stress;ft = Pcoll / (2  As) = 42 lb/in2 <br />Design tensile stress;Ft' = Ft  CD  CMt  Ctt  CFt  Ci = 1380 lb/in2 <br />ft / Ft' = 0.031 <br />PASS - Design tensile stress exceeds maximum applied tensile stress <br />Maximum applied compressive stress;fc = Pcoll / (2  As) = 42 lb/in2 <br />Column stability factor;CP = 1.00 <br />Design compressive stress;Fc' = Fc  CD  CMc  Ctc  CFc  Ci  CP = 2484 lb/in2 <br />fc / Fc' = 0.017 <br />PASS - Design compressive stress exceeds maximum applied compressive stress <br />Hold down force <br />Chord 1;T1 = 2.6 kips <br />Chord 2;T2 = 2.6 kips <br />Chord 3;T3 = 2.564 kips <br />Chord 4;T4 = 2.564 kips <br />Wind load deflection <br />Design shear force;Vw = fWserv  W = 1.2 kips <br />Deflection limit;w_allow= h / 500 = 0.2 in <br />Segment 1 <br />Induced unit shear;vw = Vw  (k1 / sum(k1,k2)) / b1 = 194.59 lb/ft <br />Anchor tension force;T = max(0 kips,vw  h  b1 / b1_eff - 0.6  (D + Swt  h)  b / 2 + 0.6  <br />max(abs(W ch1),abs(W ch2))) = 1.489 kips <br />Chord compression force;C = max(0 kips,vw  h  b1 / b1_eff + 0.6  (D + Swt  h)  b / 2 + 0.6  <br />max(DC_ch1,DC_ch2) + 0.6  max(abs(W ch1),abs(W ch2))) = 3.708 kips <br />Vertical elongation at anchor;T = T / ka = 0.031 in <br />Vertical compression at chord;C = 0.04 in  C / (Ae  Fc_perp) = 0.012 in <br />Total vertical deflection ;a = (T + C)  (b1 / b1_eff) = 0.055 in <br />Page 57 of 108 <br />1011 W Second St <br />5/1/2025