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i <br /> Steel Beam Project File:Evans Residence Calculations.ec6 j <br /> LIC#:KW-06015057,Build:20.22.12.28 SFA ENGINEERING LLC (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: Steel Angle <br /> CODE REFERENCES <br /> Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combination Set: IBC 2018 <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(1.055)L(0.240)S(0.30) <br /> D(0.7030)L(0.160)S(0.20) <br /> L6x6x3/8 <br /> Span=1.50 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight NOT internally calculated and added <br /> Uniform Load : D=0.7030, L=0.160, S=0.20 k/ft, Tributary Width=1.0 ft <br /> Point Load: D= 1.055, L=0.240, S=0.30 k @ 1.50 ft <br /> DESIGN SUMMARY Desi•n OK <br /> Maximum Bending Stress Ratio = 0.492: 1 Maximum Shear Stress Ratio= 0.100 : 1 <br /> Section used for this span L6x6x3/8 Section used for this span L6x6x3/8 <br /> Ma:Applied 3.285 k-ft Va:Applied 2.920 k <br /> Mn/Omega:Allowable 6.670 k-ft Vn/Omega:Allowable 29.102 k <br /> Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S <br /> 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 0.002 in Ratio= 20,091 >=600. <br /> Max Upward Transient Deflection 0.000 in Ratio= 0 <600.0 Span:1 :S Only <br /> Max Downward Total Deflection 0.009 in Ratio= 4129 >=600. Span:1 :+D+0.750L+0.750S <br /> Max Upward Total Deflection 0.000 in Ratio= 0 <600.0 <br /> Vertical Reactions Support notation:Far left is#' Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> Max Upward from all Load Conditions 2.920 <br /> Max Upward from Load Combinations 2.920 <br /> Max Upward from Load Cases 2.110 <br /> D Only 2.110 <br /> +D+L 2.590 <br /> +D+S 2.710 <br /> +D+0.750L 2.470 <br /> +D+0.750L+0.7505 2.920 <br /> +0.60D 1.266 <br /> L Only 0.480 <br /> S Only 0.600 <br />