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www.hilti.com <br />Hilti PROFIS Engineering 3.1.15 <br />Input data and results must be checked for conformity with the existing conditions and for plausibility! <br />PROFIS Engineering ( c ) 2003-2025 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan <br />5 <br />Company: <br />Address: <br />Phone I Fax: <br />Design: <br />Fastening point: <br /> | <br />CABINET ANCHORAGE <br />Page: <br />Specifier: <br />E-Mail: <br />Date: <br />5 <br />6/9/2025 <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 318-19 Eq. (17.7.3.1b) <br />f Vcpg ³ Vua ACI 318-19 Table 17.5.2 <br />ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) <br />ANc0 = 9 h2 <br />ef ACI 318-19 Eq. (17.6.2.1.4) <br />y ec,N = (1 <br />1 + 2 e' <br />N <br />3 hef <br />)£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) <br />y ed,N = 0.7 + 0.3 (ca,min <br />1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) <br />y cp,N = MAX(ca,min <br />cac <br />, 1.5hef <br />cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) <br />Nb = kc l a √f' <br />c h1.5 <br />ef ACI 318-19 Eq. (17.6.2.2.1) <br />Variables <br />kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] <br />2 3.250 0.000 0.000 ∞ <br />y c,N cac [in.]kc l a f' <br />c [psi] <br />1.000 11.500 21 1.000 2,500 <br />Calculations <br />ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb] <br />380.25 95.06 1.000 1.000 1.000 1.000 6,152 <br />Results <br />Vcpg [lb]f concrete f seismic f nonductile f Vcpg [lb]Vua [lb] <br />49,216 0.700 1.000 1.000 34,451 2,343 <br />5 Combined tension and shear loads, per ACI 318-19 section 17.8 <br />bN bV z Utilization bN,V [%]Status <br />0.606 0.088 5/3 46 OK <br />bNV = bz <br />N + bz <br />V <= 1 <br />AT&T <br />CLU3418 <br />12 of 39