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Steel Beam <br />LIC# : KW-06012497, Build:20.23.2.14 Engtegrity, Inc.(c) ENERCALC INC 1983-2022 <br />DESCRIPTION:Handrail <br />Project File: Sturgeon.ec6 <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 : IBC 2021 <br />Material Properties <br />Analysis Method : <br />ksi <br />Bending Axis :Major Axis Bending <br />Beam is Fully Braced against lateral-torsional buckling <br />Allowable Strength Design Fy : Steel Yield :35.0 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 added <br />Load(s) for Span Number 1 <br />Point Load : L = 0.20 k @ 4.750 ft <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.498 : 1 <br />Load Combination L Only <br />Span # where maximum occurs Span # 1 <br />0.1230 k <br />Mn / Omega : Allowable 0.735 k-ft Vn/Omega : Allowable <br />Pipe1-1/2 StdSection used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination L Only <br />4.716 k <br />Section used for this span Pipe1-1/2 Std <br />Ma : Applied <br />Maximum Shear Stress Ratio =0.026 : 1 <br />4.750 ft <br />0.366 k-ft Va : Applied <br />0 <360 <br />237 <br />Ratio =695 >=180 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.000 in 0Ratio =<360 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.481 in Ratio =>=180 <br />Max Upward Total Deflection -0.104 in <br />Span: 2 : L Only <br />Span: 2 : L Only <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 = 9.50 ft 1 0.000 1.23 0.74 1.00 1.00 -0.00 7.88 4.72 <br />Dsgn. L = 6.00 ft 2 0.000 1.23 0.74 1.00 1.00 -0.00 7.88 4.72 <br />L Only <br />Dsgn. L = 9.50 ft 1 0.498 0.026 0.37 -0.22 0.37 1.23 0.74 1.00 1.00 0.12 7.88 4.72 <br />Dsgn. L = 6.00 ft 2 0.297 0.008 -0.22 0.22 1.23 0.74 1.00 1.00 0.04 7.88 4.72 <br />+0.750L <br />Dsgn. L = 9.50 ft 1 0.373 0.020 0.27 -0.16 0.27 1.23 0.74 1.00 1.00 0.09 7.88 4.72 <br />Dsgn. L = 6.00 ft 2 0.223 0.006 -0.16 0.16 1.23 0.74 1.00 1.00 0.03 7.88 4.72 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />L Only 1 0.4812 4.522 0.0000 0.000 <br />L Only20.0000 4.522 -0.1036 2.544 <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 0.077 0.159 <br />Max Upward from Load Combinations 0.058 0.120 <br />Max Upward from Load Cases 0.077 0.159 <br />Max Downward from all Load Conditions (Resisting Uplift -0.036 <br />Page 26