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Steel Beam <br />LIC# : KW-06013959, Build:20.24.08.01 Lovelace Engineering, Inc.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:TRASH ENCLOSURE ROOF FRAMING <br />Lovelace Engineering, Inc. <br />10509 Vista Sorrento Pkwy, Ste. 102 <br />San Diego, CA 92121 <br />Project File: J24373 - VERTICAL.ec6 <br />Project Title:BETTER BUZZ SANTA ANA <br />Engineer:L <br />Pro ect ID:J24373 <br />Project Descr: <br />CODE REFERENCE <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 />Completely Unbraced <br />llowable Strength Design Fy : Steel Yield : 46.0 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 wei ht calculated and added to loadin <br />Uniform Load : D = 0.0050, Lr = 0.020 ksf, Tributar Width = 4.50 ft, TRASH ENCLOSURE ROOF <br />Design OKDESIGN SUMMARY <br />Maximum Bending Stress Ratio =0.306 : 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />0.7925 k <br />Mn / Omega : Allowable 8.424k-ft Vn/Omega : Allowable <br />HSS4x4x3/16Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +D+L <br />20.003 k <br />Section used for this span HSS4x4x3/16 <br />Ma : Applied <br />Maximum Shear Stress Ratio =0.040 : 1 <br />0.000 ft <br />2.576k-ft Va : Applied <br />0 <360 <br />357 <br />Ratio =0 <180 <br />Maximum Deflection <br />Max Downward Transient Deflection 0.322 in 483Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.437 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <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 Only <br />Dsgn. L = 13.00 ft 1 0.080 0.010 0.67 0.67 14.07 8.42 1.14 1.00 0.21 33.41 20.00 <br />+D+Lr <br />Dsgn. L = 13.00 ft 1 0.306 0.040 2.58 2.58 14.07 8.42 1.14 1.00 0.79 33.41 20.00 <br />+D+0.750Lr <br />Dsgn. L = 13.00 ft 1 0.249 0.032 2.10 2.10 14.07 8.42 1.14 1.00 0.65 33.41 20.00 <br />+0.60D <br />Dsgn. L = 13.00 ft 1 0.048 0.006 0.40 0.40 14.07 8.42 1.14 1.00 0.12 33.41 20.00 <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+D+Lr 1 0.4370 6.537 0.0000 0.000 <br />Load Combination Support 1 Support 2 <br />Vertical Reactions Support notation : Far left is #Values in KIPS <br />Max Upward from all Load Conditions 0.792 0.792 <br />Max Upward from Load Combinations 0.792 0.792 <br />Max Upward from Load Cases 0.585 0.585 <br />D Only 0.207 0.207 <br />+D+Lr 0.792 0.792 <br />+D+0.750Lr 0.646 0.646 <br />+0.60D 0.124 0.124 <br />Lr Only 0.585 0.585 <br />V-14