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Steel Beam <br />LIC# : KW-06013139, Build:20.23.10.02 Nick Engineering Inc. (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:DESIGN OF ROOF BEAM (RB-2) <br />Project File: CALC.ec6 <br />CODE REFERENCES <br />Calculations per AISC 360-16, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Analysis Method : <br />ksi <br />Bending Axis : Major Axis Bending <br />Beam is Fully Braced against lateral-torsional buckling <br />llowable Strength Design Fy : Steel Yield : 36.0 ksi <br />Beam Bracing :E: Modulus : 29,000.0 <br />Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Beam self wei ht calculated and added to loadin <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 18.0 ft, (ROOF) <br />Uniform Load : D = 0.0060, Lr = 0.010 ksf, Tributary Width = 5.0 ft, (CEILING) <br />Point Load : D = 1.714, Lr = 2.192 k @ 19.50 ft, (RB-1) <br />Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.818 : 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />12.882 k <br />Mn / Omega : Allowable 98.623k-ft Vn/Omega : Allowable <br />W10x45Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +D+L <br />50.904 k <br />Section used for this span W10x45 <br />Ma : Applied <br />Maximum Shear Stress Ratio =0.253 : 1 <br />26.500 ft <br />80.675k-ft Va : Applied <br />0 <360 <br />222 <br />Ratio =0 <180 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.782 in 406Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 1.434 in Ratio = >=180 <br />Max Upward Total Deflection 0 in <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />Maximum Forces & Stresses for Load Combinations <br />Span # <br />Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios <br />M V Mmax -Mmax + Rm VnMa Ma Mnx/Omega Cb Va MaMn Vnx/OmegaSegment Length <br />D Only <br />Dsgn. L = 26.50 ft 1 0.371 0.115 36.60 36.60 164.70 98.62 1.00 1.00 5.84 76.36 50.90 <br />+D+Lr <br />Dsgn. L = 26.50 ft 1 0.818 0.253 80.67 80.67 164.70 98.62 1.00 1.00 12.88 76.36 50.90 <br />+D+0.750Lr <br />Dsgn. L = 26.50 ft 1 0.706 0.218 69.66 69.66 164.70 98.62 1.00 1.00 11.12 76.36 50.90 <br />+0.60D <br />Dsgn. L = 26.50 ft 1 0.223 0.069 21.96 21.96 164.70 98.62 1.00 1.00 3.50 76.36 50.90 <br />6