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-,i�, <br /> Hilts PROFIS Engineering 3.0.40 <br /> hiltl.corn <br /> Company: Page: 2 <br /> Address: Specifier. <br /> Phone I Fax: [ E-Mail: <br /> Design Electrical Hardstand-Apr 4,2019 Date: 4/5/2019 <br /> Fastening point: <br /> 2 Load case/Resulting anchor forces A <br /> Load case:Design loads 3 El)4 <br /> Anchor reactions[lb] <br /> Ten Ion Lam// <br /> Tension force:(+Tension,-Compression) <br /> Anchor Tension force Shear force Shear force x Shear force y <br /> 1 0 308 268 152 <br /> 2 0 308 268 152 <br /> 3 1,421 308 268 152 <br /> 4 1,421 308 268 152 <br /> max.concrete compressive strain: 0.06[%.j 1 2 <br /> max.concrete compressive stress: 281 [psi] <br /> resulting tension force in(x!y)=(0.000/3.500): 2,841 [Ibi i) <br /> resulting compression force in(x/y)=(0.000/-4.326):2,841 [lb] �1 <br /> Oun,pre.3",en, <br /> Anchor forces are calculated based on the assumption of a rigid anchor plate. <br /> 0 Tension toad <br /> Load N.[lb] Capacity 4 Nn[lb] Utilization i3N=N./0 Nn Status <br /> Steel Strength' 1,421 18,840 8 OK <br /> Pullout Strength' N/A N/A N/A N/A <br /> Concrete Breakout Failure" 2,841 8,965 32 OK <br /> •highest loaded anchor **anchor group(anchors in tension) <br /> 3.1 Steel Strength <br /> N. =ESR value refer to ICC-ES ESR-1917 <br /> + N. z N. ACI 318-08 Eq. (0-1) <br /> Variables <br /> A...N[in•2] fw[psi] <br /> 0.24 106,000 <br /> Calculations <br /> Ni„,Pb] <br /> ._._ 25,120 - ---- <br /> Results <br /> N.[lb1 43 rt.& 4 N.[lb] N .[lbl <br /> 25,120 0.750 18,840 1,421 <br /> 0 <br /> Input data and results must be checked for conformity with the esisUng conditions and for plausibility) <br /> PROFIS Engineering(c)2003-2009 Hit AG,Ft.-9494 Schwan Hilt Is a registered Trademark of iiie AG,Schwan <br /> 04/05/19 Boeing Flightline Stall 113 F age 31 <br />