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Steel Beam <br />STORAGE RACK ENGINEERING, INC.Lic. # : KW-06008597 <br />DESCRIPTION:ROLL UP DOOR BEAM TS <br />Title Block Line 1 <br />You can change this area <br />using the "Settings" menu item <br />and then using the "Printing & <br />Title Block" selection. <br />Title Block Line 6 <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 <br />File: AXIOM MATERIALS INC 23-1019-4 COLUMN AND BEAM.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Printed: 24 OCT 2023, 12:54PM <br />Project Descr: <br />CODE REFERENCES <br />Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set : IBC 2018 <br />Material Properties <br />Analysis Method : <br />ksi <br />Bending Axis :Major Axis Bending <br />Completely Unbraced <br />Allowable Strength 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 loading <br />Uniform Load : D = 0.0160 ksf, Tributary Width = 8.0 ft <br />Point Load : D = 0.190 k @ 5.0 ft <br />.Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.193 : 1 <br />Load Combination +D+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.000 ft <br />0.8082 k <br />Mn / Omega : Allowable 11.702 k-ft Vn/Omega : Allowable <br />HSS3-1/2x3-1/2x3/8Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +D+H <br />30.758 k <br />Section used for this span HSS3-1/2x3-1/2x3/8 <br />Ma : Applied <br />Maximum Shear Stress Ratio =0.026 : 1 <br />0.000 ft <br />2.258 k-ft Va : Applied <br />0 <360 <br />577 <br />Ratio =0 <240 <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 0.208 in Ratio =>=240 <br />Max Upward Total Deflection 0.000 in <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 />+D+H <br />Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 <br />+D+L+H <br />Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 <br />+D+Lr+H <br />Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 <br />+D+S+H <br />Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 <br />+D+0.750Lr+0.750L+H <br />Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 <br />+D+0.750L+0.750S+H <br />Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 <br />+D+0.60W+H <br />Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 <br />+D+0.70E+H <br />Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 <br />+D+0.750Lr+0.750L+0.450W+H <br />Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 <br />+D+0.750L+0.750S+0.450W+H <br />Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 <br />+D+0.750L+0.750S+0.5250E+H Page 41 of 68 <br />2331 S Pullman St <br />2/18/2025