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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:B10 - Steel Stringer <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 :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 weight calculated and added to loading <br />Uniform Load : D = 0.010, L = 0.060 ksf, Tributary Width = 2.167 ft <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.267 : 1 <br />Load Combination +1.20D+1.60L <br />Span # where maximum occurs Span # 1 <br />3.127 k <br />Mn * Phi : Allowable 69.120 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 />102.376 k <br />Section used for this span HSS12x4x1/4 <br />Mu : Applied <br />Maximum Shear Stress Ratio =0.031 : 1 <br />0.000 ft <br />18.451 k-ft Vu : Applied <br />0 <360 <br />785 <br />Ratio =0 <240.0 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.264 in 1,072Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.361 in Ratio =>=240. <br />Max Upward Total Deflection 0 in <br />Span: 1 : L Only <br />n/a <br />Span: 1 : +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 = 23.60 ft 1 0.067 0.008 4.63 4.63 76.80 69.12 1.00 1.00 0.78 113.75 102.38 <br />+1.20D+1.60L <br />Dsgn. L = 23.60 ft 1 0.267 0.031 18.45 18.45 76.80 69.12 1.00 1.00 3.13 113.75 102.38 <br />+1.20D+L <br />Dsgn. L = 23.60 ft 1 0.188 0.022 13.02 13.02 76.80 69.12 1.00 1.00 2.21 113.75 102.38 <br />+1.20D <br />Dsgn. L = 23.60 ft 1 0.057 0.007 3.97 3.97 76.80 69.12 1.00 1.00 0.67 113.75 102.38 <br />+0.90D <br />Dsgn. L = 23.60 ft 1 0.043 0.005 2.98 2.98 76.80 69.12 1.00 1.00 0.50 113.75 102.38 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+L 1 0.3607 11.867 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 2.095 2.095 0.711 <br />Max Upward from Load Combinations 2.095 2.095 0.711 <br />Max Upward from Load Cases 1.534 1.534 0.711 <br />Max Downward from all Load Conditions (Resisting Uplift 0.711 <br />Max Downward from Load Combinations (Resisting Uplift)0.711 <br />Max Downward from Load Cases (Resisting Uplift)0.711 <br />D Only 0.560 0.560 0.711 <br />4 <br />914-918 N Bewley <br />St5/8/2025