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Steel Beam <br />LIC# : KW-06014612, Build:20.24.08.01 MYERS, HOUGHTON PARTNERS (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:B13 - Landing Beam <br />Project File: 23-0221-00 - Revised Stairway.ec6 <br />Project Title:Illumination Foundation <br />Engineer: <br />Project ID:23-0221-00 <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 />Beam is Fully Braced against lateral-torsional buckling <br />Load Resistance Factor Design Fy : Steel Yield :50.0 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 loadingLoad(s) for Span Number 1 <br />Point Load : D = 0.1150, L = 0.6830 k @ 4.0 ft, (Landing Beam) <br />Point Load : D = 0.560, L = 1.534 k @ 4.167 ft, (Stair Stringer) <br />Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 2.750 ft, (Landing)Load(s) for Span Number 2 <br />Point Load : D = 0.1150, L = 0.6830 k @ 1.917 ft, (Landing Beam) <br />Point Load : D = 0.560, L = 1.534 k @ 2.167 ft, (Stair Stringer) <br />Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 2.750 ft, (Landing) <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.071 : 1 <br />Load Combination +1.20D+1.60L <br />Span # where maximum occurs Span # 1 <br />5.022 k <br />Mn * Phi : Allowable 96.000 k-ft Vn * Phi : Allowable <br />HSS12x4x1/4Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +1.20D+1.60L <br />142.189 k <br />Section used for this span HSS12x4x1/4 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.035 : 1 <br />6.330 ft <br />6.772 k-ft Vu : Applied <br />0 <360 <br />22436 <br />Ratio =0 <180 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.003 in 29,283Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.003 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />Span: 2 : L Only <br />n/a <br />Span: 2 : +D+L <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 VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length <br />+1.40D <br />Dsgn. L = 6.33 ft 1 0.015 0.008 0.72 -1.49 1.49 106.67 96.00 1.00 1.00 1.10 157.99 142.19 <br />Dsgn. L = 6.33 ft 2 0.015 0.008 0.68 -1.49 1.49 106.67 96.00 1.00 1.00 1.10 157.99 142.19 <br />+1.20D+1.60L <br />Dsgn. L = 6.33 ft 1 0.071 0.035 3.33 -6.77 6.77 106.67 96.00 1.00 1.00 5.02 157.99 142.19 <br />Dsgn. L = 6.33 ft 2 0.071 0.035 3.03 -6.77 6.77 106.67 96.00 1.00 1.00 5.02 157.99 142.19 <br />+1.20D+L <br />Dsgn. L = 6.33 ft 1 0.049 0.025 2.31 -4.71 4.71 106.67 96.00 1.00 1.00 3.49 157.99 142.19 <br />Dsgn. L = 6.33 ft 2 0.049 0.025 2.11 -4.71 4.71 106.67 96.00 1.00 1.00 3.49 157.99 142.19 <br />+1.20D <br />Dsgn. L = 6.33 ft 1 0.013 0.007 0.61 -1.28 1.28 106.67 96.00 1.00 1.00 0.94 157.99 142.19 <br />Dsgn. L = 6.33 ft 2 0.013 0.007 0.58 -1.28 1.28 106.67 96.00 1.00 1.00 0.94 157.99 142.19 <br />+0.90D <br />Dsgn. L = 6.33 ft 1 0.010 0.005 0.46 -0.96 0.96 106.67 96.00 1.00 1.00 0.71 157.99 142.19 <br />Dsgn. L = 6.33 ft 2 0.010 0.005 0.44 -0.96 0.96 106.67 96.00 1.00 1.00 0.71 157.99 142.19 <br />. <br />10 <br />914-918 N Bewley <br />St5/8/2025