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SIMPSON Anchor DesignerTM Company: Date: _5/2/2023 <br /> Engineer: Page: 4/5; <br /> Software Project: <br /> Version 3.1.2303.1 Address: <br /> Phone: <br /> E-mail: <br /> 3.Resulting Anchor Forces <br /> Anchor Tension load, Shear load x, Shear load y, Shear load combined, <br /> N.(lb) Vuax(lb) Vuay(Ib) \!(Vuax)2+(Vuay)2(lb) <br /> 1 400.0 207.5 0.0 207.5 <br /> 2 400.0 207.5 0.0 207.5 <br /> 3 400.0 207.5 0.0 207.5 <br /> 4 400.0 207.5 0.0 207.5 <br /> Sum 1600.0 830.0 0.0 830.0 <br /> Maximum concrete compression strain(%aa):0.00 <Figure 3> <br /> Maximum concrete compression stress(psi):0 0 1 0 4 <br /> Resultant tension force(Ib):1600 <br /> Resultant compression force(lb):0 <br /> Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 <br /> Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y <br /> Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Y <br /> Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 <br /> 02 03 <br /> 4.Steel Strength of Anchor in Tension(Sec.17.4.11 <br /> Nsa(Ib) 0 ONsa(Ib) <br /> 12100 0.75 9075 <br /> 5.Concrete Breakout Strenath of Anchor in Tension(Sec.17.4.2) <br /> Nb=kc2allf chefl.5(Eq. 17.4.2.2a) <br /> kc a.a fc(psi) hey(in) Nb(Ib) <br /> 17.0 1.00 2500 2.750 3876 <br /> 0.750Ncbg=0.750(ANc/ANc")PP pN P7'ed,N PYc,N y'cp,NNb(Sec. 17.3.1 &Eq.17.4.2.1 b) <br /> ANc(in2) ANco(in2) ca,min(in) Pec,N 91ed,N Pf'c,N PYcp,N Nb(lb) 0 0.750Ncbg(lb) <br /> 203.06 68.06 - 1.000 1.000 1.00 1.000 3876 0.65 5638 <br /> 6.Pullout Strenath of Anchor in Tension(Sec.17.4.3) <br /> 0.75¢Npn=0.750PYc,a2aNp(f'c/2,500)"(Sec. 17.3.1,Eq. 17.4.3.1 &Code Report) <br /> y'c,P ,ta Np(Ib) fc(psi) n 0 0.750Npn(Ib) <br /> 1.0 1.00 3810 2500 0.50 0.65 1857 <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 Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com <br />