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www.hilti.us Profis Anchor 2.8.7 <br />Input data and results must be checked for agreement with the existing conditions and for plausibility! <br />PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan <br />Company: <br />Specifier: <br />Address: <br />Phone I Fax: <br />E-Mail: <br />ABS Consulting <br />T. Rich <br /> | <br />Page: <br />Project: <br />Sub-Project I Pos. No.: <br />Date: <br /> <br />4 <br />Leprino Foods Tracy <br />10/7/2020 <br /> <br />4 Shear load <br /> Load Vua [lb] Capacity f f f f Vn [lb] Utilization bbbbV = Vua/f f f f Vn Status <br /> Steel Strength* 25 4,940 1 OK <br /> Steel failure (with lever arm)* N/A N/A N/A N/A <br /> Pryout Strength**100 23,464 1 OK <br /> Concrete edge failure in direction ** N/A N/A N/A N/A <br /> * anchor having the highest loading **anchor group (relevant anchors) <br />4.1 Steel Strength <br />Vsa,eq = ESR value refer to ICC-ES ESR-1917 <br />f Vsteel ≥ Vua ACI 318-14 Table 17.3.1.1 <br />Variables <br /> <br /> Ase,V [in.2] <br /> <br /> futa [psi] <br /> <br /> aV,seis <br /> <br />0.16 106,000 0.939 <br />Calculations <br /> <br /> Vsa,eq [lb] <br /> <br />7,600 <br />Results <br /> <br /> Vsa,eq [lb] <br /> <br /> f steel <br /> <br /> f nonductile <br /> <br /> f Vsa [lb] <br /> <br /> Vua [lb] <br /> <br />7,600 0.650 1.000 4,940 25 <br />4.2 Pryout Strength <br />Vcpg = kcp [(ANc <br />ANc0) y ec,N y ed,N y c,N y cp,N Nb] ACI 318-14 Eq. (17.5.3.1b) <br />f Vcpg ≥ Vua ACI 318-14 Table 17.3.1.1 <br />ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) <br />ANc0 = 9 h2 <br />ef ACI 318-14 Eq. (17.4.2.1c) <br />y ec,N = (1 <br />1 + 2 e' <br />N <br />3 hef <br />) ≤ 1.0 ACI 318-14 Eq. (17.4.2.4) <br />y ed,N = 0.7 + 0.3 (ca,min <br />1.5hef) ≤ 1.0 ACI 318-14 Eq. (17.4.2.5b) <br />y cp,N = MAX(ca,min <br />cac <br />, 1.5hef <br />cac ) ≤ 1.0 ACI 318-14 Eq. (17.4.2.7b) <br />Nb = kc l a √f' <br />c h1.5 <br />ef ACI 318-14 Eq. (17.4.2.2a) <br />Variables <br /> <br /> kcp <br /> <br /> hef [in.] <br /> <br /> ec1,N [in.] <br /> <br /> ec2,N [in.] <br /> <br /> ca,min [in.] <br /> <br />2 4.000 0.000 0.000 ∞ <br /> <br /> y c,N <br /> <br /> cac [in.] <br /> <br /> kc <br /> <br /> l a <br /> <br /> f' <br />c [psi] <br /> <br />1.000 6.750 17 1.000 3,000 <br />Calculations <br /> <br /> ANc [in.2] <br /> <br /> ANc0 [in.2] <br /> <br /> y ec1,N <br /> <br /> y ec2,N <br /> <br /> y ed,N <br /> <br /> y cp,N <br /> <br /> Nb [lb] <br /> <br />324.00 144.00 1.000 1.000 1.000 1.000 7,449 <br />Results <br /> <br /> Vcpg [lb] <br /> <br /> f concrete <br /> <br /> f seismic <br /> <br /> f nonductile <br /> <br /> f Vcpg [lb] <br /> <br /> Vua [lb] <br /> <br />33,521 0.700 1.000 1.000 23,464 100