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Steel Beam <br />LIC# : KW-06011706, Build:20.24.07.24 George Kiledjian (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:M9 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <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 />Completely Unbraced <br />Allowable Strength Design Fy : Steel Yield : 46.0 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 weight NOT internally calculated and addedLoad for Span Number 1 <br />Uniform Load : W = 0.360 k/ft, Tributary Width = 1.0 ftLoad for Span Number 2 <br />Uniform Load : W = 0.360 k/ft, Tributary Width = 1.0 ft <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.101 : 1 <br />Load Combination +0.60W <br />Span # where maximum occurs Span # 1 <br />0.7167 k <br />Mn / Omega : Allowable 6.657k-ft Vn/Omega : Allowable <br />HSS3x3x5/16Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +0.60W <br />20.459 k <br />Section used for this span HSS3x3x5/16 <br />Ma : Applied <br />Maximum Shear Stress Ratio =0.035 : 1 <br />5.500 ft <br />0.675k-ft Va : Applied <br />36,061 >=240. <br />2870 <br />Ratio =60102 >=120. <br />Maximum Deflection <br />Max Downward Transient Deflection 0.038 in 1,721Ratio = >=240. <br />Max Upward Transient Deflection -0.002 in Ratio = <br />Max Downward Total Deflection 0.023 in Ratio = >=120. <br />Max Upward Total Deflection -0.001 in <br />Span: 2 : W Only <br />Span: 2 : W Only <br />Span: 2 : +0.60W <br />Span: 2 : +0.60W <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 VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length <br />Dsgn. L = 5.50 ft 1 0.000 11.12 6.66 1.00 1.00 -0.00 34.17 20.46 <br />Dsgn. L = 2.50 ft 2 0.000 11.12 6.66 1.00 1.00 -0.00 34.17 20.46 <br />+0.60W <br />Dsgn. L = 5.50 ft 1 0.101 0.035 0.51 -0.68 0.68 11.12 6.66 1.61 1.00 0.72 34.17 20.46 <br />Dsgn. L = 2.50 ft 2 0.101 0.026 -0.68 0.68 11.12 6.66 1.00 1.00 0.54 34.17 20.46 <br />+0.450W <br />Dsgn. L = 5.50 ft 1 0.076 0.026 0.39 -0.51 0.51 11.12 6.66 1.61 1.00 0.54 34.17 20.46 <br />Dsgn. L = 2.50 ft 2 0.076 0.020 -0.51 0.51 11.12 6.66 1.00 1.00 0.41 34.17 20.46 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />W Only 1 0.0383 2.442 0.0000 0.000 <br />W OnlyW Only 2 0.0116 2.500 -0.0017 0.470 <br />. <br />Load Combination Support 1 Support 2 Support 3 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 0.785 2.095 <br />Max Upward from Load Combinations 0.471 1.257 <br />Max Upward from Load Cases 0.785 2.095 <br />+0.60W 0.471 1.257 <br />HOLD- 420 W 17th <br />St3/7/2025