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Project Title: <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Steel Beam File=Z:\TCA40-Q12R1Q7E-DL0A301-M1_GITTJ-F1MTD3ON--DIMPVROU-K1Calcs\steelangle.ec6. <br /> Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.13. <br /> Lic.#: KW-06005923 Licensee:SFA ENGINEERING LLC <br /> Description: Steel Angle for Pin Piles <br /> CODE REFERENCES <br /> Calculations per AISC 360-10, IBC 2015, CBC 2016; ASCE 7-10 <br /> Load Combination Set:ASCE 7-10 <br /> Material Properties <br /> Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi <br /> Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi <br /> Bending Axis: Major Axis Bending <br /> Vertical Leg Up D(1.944)Lr0 38)L(0.818) <br /> D(0.972)Lr(0.19)L(0.309) <br /> a o 0 0 <br /> �—� L6x8x7/16 <br /> Span=2.Oft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loading <br /> Uniform Load: D=0.9720, Lr=0.190, L=0.3090 klft, Tributary Width=1.0 ft <br /> Point Load: D=1.944, Lr=0.380, L=0.6180 k @ 2.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.927: 1 Maximum Shear Stress Ratio= 0.160 : 1 <br /> Section used for this span L6x6x7/16 Section used for this span L6x6x7/16 <br /> Ma:Applied 8.112 k-ft Va:Applied 5.419 k <br /> Mn/Omega:Allowable 8.752 k-ft Vn/Omega:Allowable 33.952 k <br /> Load Combination +D+0.750Lr+0.750L+H Load Combination +D+0.750Lr+0.750L+H <br /> Location of maximum on span 0.000ft Location of maximum on span 0.000 ft <br /> Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.008 in Ratio= 6,269>=600 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<600 <br /> Max Downward Total Deflection 0.033 in Ratio= 1434>=600 <br /> Max Upward Total Deflection 0.000 in Ratio= 0<600 <br /> °\ o <br />