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N11`TI <br /> Hilt] PROFIS Engineering 3.0.40 <br /> www.hlltl.com • <br /> Company: Page: 2 <br /> Address: Specifier. <br /> Phone I Fax: E-Mail: <br /> Design: Work Shed column Al Date: 4/3/2019 <br /> Fastening point: <br /> 2 Load case/Resulting anchor forces <br /> Load case:Design loads <br /> Anchor reactions[lb] <br /> Tension force:(+Tension,-Compression) 0 3 O 4 <br /> Anchor Tension force Shear force Shear force x Shear force y <br /> lox <br /> 1— 50 250 0 250 <br /> 2 50 250 0 250 Tension <br /> 3 50 250 0 250 <br /> 4 50 250 0 250 O 1 0 2 <br /> max.concrete compressive strain: -[96.]max.concrete compressive stress: -[psi] <br /> resulting tension force in(x/y)=(0.000/0.000): 200(lb] <br /> resulting compression force in(x/y)=(0.000/0.000):0[lb] <br /> Anchor forces are calculated based on the assumption of a rigid anchor plate. <br /> 3 Tension load • <br /> Load N„a(ib] Capacity¢Nn[lb] Utilization ftN a NJ+Nn Status <br /> Steel Strength' 50 14,529 1 OK <br /> Pullout Strength' 50 10,987 1 OK <br /> Concrete Breakout Failure" 200 21,378 1 OK <br /> Concrete Side-Face Blowout,direction" N/A N/A N/A N/A <br /> •highest loaded anchor "anchor group(anchors in tension) <br /> 3.1 Steel Strength <br /> N. =A.s.N fa ACI 318-14 Eq.(17.4.1.2) <br /> Nsa 2 N ACI 318-14 Table 17.3.1.1 <br /> Variables <br /> Asa N 6n•21 f sa[psi] <br /> 0.33 58.000 <br /> Calculations <br /> N.[lb] <br /> 19,372 <br /> Results <br /> N�a f ib] steel $ N (Its] Nyk[lb] <br /> 19,372 0.750 14,529 50 <br /> Input data and results must be dallied for conformity with the existing conditions and for plausibility! <br /> PROFIS Engineering(c)2003-2009 HMI AG,FL•9494 Schoen lull is a registered Trademark of Hitt'AG,Schrum <br /> 2 <br /> 04/05/19 Boeing Flightline Stall 113 Page 70 <br />