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Company: Mike Smith Engineering,Inc. Date: 2114/2014 <br /> Anchor Designer" Engineer: Mike Smith Page: 314 <br /> Software project: Tiyel tines <br /> 1 Version 2.4,5673.0 <br /> Address: P.Q.Bax 611,Lodi,CA 95241 <br /> m Phone: 209-334-2332 <br /> E-mail: I mikq@Mseng.comeaslbiz,nel <br /> ..l'34SS11�Ii3r3.+®ilE�_l_�9[&4� <br /> Anchor Tension load, Shear load x, Shear load y, Shear load combined, <br /> N..(1b) V—(lb) V..Y(lhI 4(v—)'+(V-„q)'(lb) <br /> 1 180.0 90.0 0.0 90.0 <br /> Sum 180.0 90.0 6.0 90.D <br /> Maximum concrete compression strain(°k.):0.00 <Figure 3> <br /> Maximum concrete compression stress(psi):0 <br /> Resultant tension force(lb);180 <br /> mesultant compression force(lh):0 <br /> Lc.cenblc)ty at resullant lanslon forces in x-axis,e'u.(inch);0.00 <br /> E=n of msuttanl tenslon forces.in Y-axis,e'NY(inch):0.00 Y <br /> Eccentrkdty of Tesultan1 shear to rear,in x-axis.e'vk(inch),0.004XX <br /> -p - <br /> Ecconlriclty at resultant shear forces in y-axis,e'vv(inch),0,04 <br /> 4.jtqaI_ tre WttLaf Anchorin Ta a rle...13 5.11. <br /> N..(lb) 0 ON..(lb) <br /> 5600 0.75 4200 <br /> r�AP�C414�f ak�ul.S.rnn t "n U In Tension{5nc. 5 2- <br /> Nb=k.44f.ha"(Eq.D-6) <br /> k. A. f.(psi) he(In) Nb(lb) <br /> 17.0 1.00 2500 1.500 1562 <br /> 0.75ONc6=0.750(AN./ANo)%d,NPcNPrp.NNb(Sec.D.4.1&Eq.D-3) <br /> AN.(W) AN.(int W-41V YuN Y'�P,N Nb(lb) 0 0.754No(Ib) <br /> 20.25 20.25 1.000 1.00 1.000 1562 0.65 761 <br /> 6,P–VA.n„yUtpUgt"kbps in Tension ASIC.11.5.33 <br /> 0.75¢Npn=0.7504'pA.Np(fc/2,500)"(Sec.DA.1,Eq,D-13&Code Report) <br /> KP A Np(lb) N(Psi) n 0 0.75^,(lb) <br /> 1.0 1.00 1300 2500 0.50 0.65 634 <br /> Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. <br /> Simpson Strong-Tie Company Inc, 5956 W.Las Posilas Boulevard Pleasanton,CA 94508 Phone:925.560.9000 Fax:925,647.3871 www.stronglie.cofn <br />