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SIMPSON Anchor DesignerTM Company: Date: 10/31/2022 <br /> Engineer: Page: 4/5 <br /> Software Project: <br /> Version 3.0.7947.0 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,,a(Ib) V,ax(Ib) Vuay(Ib) J(Vuax)2+(Vu,y)2(Ib) <br /> 1 265.4 116.2 166.2 202.8 <br /> 2 300.0 133.8 166.2 213.4 <br /> 3 334.6 133.8 183.8 227.4 <br /> 4 300.0 116.2 183.8 217.5 <br /> Sum 1200.0 500.0 700.0 861.0 <br /> Maximum concrete compression strain(%o):0.00 <Figure 3> <br /> Maximum concrete compression stress(psi):0 <br /> Resultant tension force(Ib): 1200 04 03 <br /> Resultant compression force(Ib):0 <br /> Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.25 <br /> Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.25 Y <br /> Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.20 pi.-- <br /> Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.28 <br /> XV <br /> 01 o2 <br /> 4.Steel Strength of Anchor in Tension(Sec. 17.4.1) <br /> Nsa(Ib) 0 0Nsa(Ib) <br /> 19070 0.75 14303 <br /> 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) <br /> Nb=kcAalif,her1 5(Eq. 17.4.2.2a) <br /> kc Aa f'c(psi) her(in) Nb(Ib) <br /> 17.0 1.00 2500 2.750 3876 <br /> 0.75(bNcby=0.750(ANc/ANc,)kPec,N Wed,N'Pc,N fPcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) <br /> ANc(in2) AN.,(in2) Ca,min(in) t c,N Ted,N 11/c,N Wcp,N Nb(Ib) 0 0.750Ncbg(Ib) <br /> 272.25 68.06 - 0.891 1.000 1.00 1.000 3876 0.65 6734 <br /> 6.Pullout Strength of Anchor in Tension(Sec.17.4.31 <br /> 0.750Npn=0.750Y'c,PAaNp(r72,500)"(Sec. 17.3.1, Eq. 17.4.3.1 &Code Report) <br /> 'P.,P Aa Np(Ib) f'c(psi) n 0 0.750Nps(Ib) <br /> 1.0 1.00 3877 2500 0.50 0.65 1890 <br /> Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. <br /> 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com <br /> 35/81 <br />