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Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />Steel Beam <br />Project File: Everett Mail Canopy.ec6 <br />LIC# : KW-06014122, Build:20.23.08.30 PCs STRUCTURAL SOLUTIONS <br />(c) ENERCALC INC 1983-2023 <br />DESCRIPTION: North Canopy - Exterior Purlin <br />CODE REFERENCES - <br />Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set: IBC 2021 <br />Material Properties <br />Analysis Method Allowable Strength Design <br />Fy : Steel Yield: 50.0 ksi <br />Beam Bracing : Beam is Fully Braced against lateral -torsional buckling <br />E: Modulus: 29,000.0 ksi <br />Bending Axis: Major Axis Bending <br />Stem Down <br />D(0.0450) S(0.0750) <br />HSS4x4x1 /2 <br />Span = 16.0 ft <br />Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 3.0 ft <br />DESIGN SUMMARY <br />Maximum Bending Stress Ratio = 0.200: 1 <br />Section used for this span HSS4x4x1/2 <br />Ma: Applied 3.840 k-ft <br />Mn / Omega: Allowable 19.212 k-ft <br />Load Combination +D+S <br />Span # where maximum occurs <br />Maximum Deflection <br />Max Downward Transient Deflection <br />Max Upward Transient Deflection <br />Max Downward Total Deflection <br />Max Upward Total Deflection <br />Span # 1 <br />Maximum Shear Stress Ratio = <br />Section used for this span <br />Va : Applied <br />Vn/Omega : Allowable <br />Load Combination <br />Location of maximum on span <br />Span # where maximum occurs <br />0.322 in <br />Ratio = <br />596 <br />> 360 <br />Span: 1 : S Only <br />0 in <br />Ratio = <br />0 <br /><360 <br />n/a <br />0.515 in <br />Ratio = <br />373 <br />> 180 <br />Span: 1 : +D+S <br />0 in <br />Ratio = <br />0 <br /><180 <br />n/a <br />Maximum Forces & Stresses for Load Combinations <br />0.022 : 1 <br />HSS4x4x1 /2 <br />0.960 k <br />43.521 k <br />+D+S <br />0.000 ft <br />Span # 1 <br />Load Combination <br />Max <br />Stress <br />Ratios <br />Summary of MomentValues <br />ummary of Shear Valluds <br />Segment Length <br />Span # <br />M <br />V Mmax + <br />Wax - Ma Max <br />Mnx Mnx/Omega Cb Rm <br />Va Max <br />VnxVnx/Omega <br />D Only <br />Dsgn. L = 16.00 ft <br />1 <br />0.075 <br />0.008 1.44 <br />1.44 <br />32.08 <br />19.21 1.00 1.00 <br />0.36 <br />72.68 43.52 <br />+D+S <br />Dsgn. L = 16.00 ft <br />1 <br />0.200 <br />0.022 3.84 <br />3.84 <br />32.08 <br />19.21 1.00 1.00 <br />0.96 <br />72.68 43.52 <br />+D+0.750S <br />Dsgn. L = 16.00 ft <br />1 <br />0.169 <br />0.019 3.24 <br />3.24 <br />32.08 <br />19.21 1.00 1.00 <br />0.81 <br />72.68 43.52 <br />+0.60D <br />Dsgn. L = 16.00 ft <br />1 <br />0.045 <br />0.005 0.86 <br />0.86 <br />32.08 <br />19.21 1.00 1.00 <br />0.22 <br />72.68 43.52 <br />Overall Maximum Deflections <br />Load Combination <br />Span Max. "-" Defl Location in Span Load Combination <br />Max. "+" Del Location in Span <br />+D+S <br />1 <br />0.5151 <br />8.046 <br />0.0000 <br />0.000 <br />Vertical Reactions <br />Support notation : <br />Far left is #' <br />Values in KIPS <br />Load Combination <br />Support 1 <br />Support 2 <br />Max Upward from all Load Conditions <br />0.960 <br />0.960 <br />Max Upward from Load Combinations <br />0.960 <br />0.960 <br />Max Upward from Load Cases <br />0.600 <br />0.600 <br />D Only <br />0.360 <br />0.360 <br />+D+S <br />0.960 <br />0.960 <br />+D+0.750S <br />0.810 <br />0.810 <br />+0.60D <br />0.216 <br />0.216 <br />