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I�III�TI <br /> Hilti PROFIS Engineering 3.0.40 <br /> www.hiltl.com • <br /> Company: Page: 2 <br /> Address: Specifier. <br /> Phone I Fax: <br /> Design: Work Shed column A2 Date: 4/3/2019 <br /> Fastening point: <br /> 2 Load case/Resulting anchor forces <br /> Load case:Design loads <br /> Anchor reactions[Ib] <br /> Tension force:(+Tension,-Compression) 0 3 0 4 <br /> Anchor Tension force Shear force Shear force x Shear force y <br /> 1 2,000 2,340 1,400 •1,875 <br /> 2 2,000 2,340 1,400 -1,875 Tension <br /> 3 2,000 2,340 1.400 -1,875 <br /> 4 2,000 2,340 1,400 -1,875 01 0 2 <br /> max.concrete compressive strain: - o] <br /> max.concrete compressive stress: -[psi] <br /> resulting tension force in(xly)=(0.000/0.000): 8,000[lb] <br /> resulting compression force in(xiy)=(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 Nu,[lb] Capacity N,[lb] Utilization PH=N J+Nn Status <br /> Steel Strength' 2,000 14,529 14 OK <br /> Pullout Strength' 2,000 12,361 17 OK <br /> Concrete Breakout Failure" 8,000 29,518 28 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„4 f„t, ACI 318-14 Eq.(17.4.1.2) <br /> 0 N„2 N,,, ACI 318-14 Table 17.3.1.1 <br /> Variables <br /> Ai*a[in.1 f,,,[psi] <br /> 0.33 58,000 <br /> Calculations <br /> N„[Ib] <br /> 19,372 <br /> Results <br /> Nam,[Ib1 +aeu $ N«[ib] _. .No[lb] <br /> 19,372 0.750 14,529 2,000 <br /> I.._. • <br /> nput data and resuxs must be checked for conformity with the existing conditions and for plausibility? <br /> PROFIS Engineering(c)2003-2009 HIM AG,Ft.•4494 Sehaan Hfltl Is a registered Trademark at Hld AG,Schaan <br /> 2 <br /> 04/05/19 Boeing Flightline Stall 113 Page 90 <br />