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Steel Beam <br />LIC# : KW-06014491, Build:20.24.06.04 Melqart Inc (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Fence Beam <br />Project File: St Andrew Site Upgrades.ec6 <br />Project Title:Saint Andrew Accessibility Upgrades <br />Engineer:NN <br />Project ID:24-7734 <br />Project Descr: <br />CODE REFERENCES <br />Calculations per AISC 360-16, IBC 2021, ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />Material Properties <br />Analysis Method : <br />ksi <br />Bending Axis :Minor Axis Bending <br />Completely Unbraced <br />Load Resistance Factor 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 calculated and added to loading <br />Uniform Load : W = 0.0520 k/ft, Tributary Width = 1.0 ft <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.047 : 1 <br />Load Combination +1.20D+W <br />Span # where maximum occurs Span # 1 <br />0.2660 k <br />Mn * Phi : Allowable 11.213 k-ft Vn * Phi : Allowable <br />HSS3x3x3/8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +1.20D+W <br />33.862 k <br />Section used for this span HSS3x3x3/8 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.008 : 1 <br />0.000 ft <br />0.532 k-ft Vu : Applied <br />0 <240.0 <br />2626 <br />Ratio =0 <180 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.044 in 2,185Ratio =>=240. <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.037 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />Span: 1 : W Only <br />n/a <br />Span: 1 : +D+0.60W <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios <br />M V max Mu -max Mu +Rm VnyMu Max Phi*Mny Cb VuMaxMny Phi*VnySegment Length <br />+1.40D <br />Dsgn. L = 8.00 ft 1 0.012 0.002 0.14 0.14 12.46 11.21 1.14 1.00 0.07 37.62 33.86 <br />+1.20D <br />Dsgn. L = 8.00 ft 1 0.010 0.002 0.12 0.12 12.46 11.21 1.14 1.00 0.06 37.62 33.86 <br />+1.20D+0.50W <br />Dsgn. L = 8.00 ft 1 0.029 0.005 0.32 0.32 12.46 11.21 1.14 1.00 0.16 37.62 33.86 <br />+1.20D+W <br />Dsgn. L = 8.00 ft 1 0.047 0.008 0.53 0.53 12.46 11.21 1.14 1.00 0.27 37.62 33.86 <br />+0.90D+W <br />Dsgn. L = 8.00 ft 1 0.045 0.007 0.50 0.50 12.46 11.21 1.14 1.00 0.25 37.62 33.86 <br />+0.90D <br />Dsgn. L = 8.00 ft 1 0.008 0.001 0.09 0.09 12.46 11.21 1.14 1.00 0.04 37.62 33.86 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />W Only 1 0.0439 4.023 0.0000 0.000 <br />. <br />Load Combination Support 1 Support 2 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 0.208 0.208 <br />Max Upward from Load Combinations 0.173 0.173 <br />Max Upward from Load Cases 0.208 0.208 <br />P1.32 <br />1700 E St Andrew Pl - <br />ADA Upgrades12/2/2024