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General Beam Analysis <br />LIC# : KW-06019350, Build:20.22.12.28 Motive Energy Inc.(c) ENERCALC INC 1983-2022 <br />DESCRIPTION:D.1 Metal Roof (D + W) - Maximum Mid-Span Postive Moment <br />Project File: Motive Commercial Metal Roof Calcs.ec6 <br />Project Title:G.A. Osborne Supply <br />Engineer:Elie Sayegh, PE <br />Project ID: <br />Project Descr:1-Story Steel Portal Frame Structure <br />General Beam Properties <br />Elastic Modulus ksi40.0 <br />0.10Span #1 in^4Area =in^2 Moment of Inertia =Span Length =0.507.750 ft <br />0.10Span #2 in^4Area =in^2 Moment of Inertia =Span Length =0.507.750 ft <br />.Service loads entered. Load Factors will be applied for calculations.Applied Loads <br />Beam self weight calculated and added to loads <br />Loads on all spans... <br />Uniform Load on ALL spans : D = 0.0080 k/ft, Tributary Width = 2.0 ft <br />Load(s) for Span Number 2 <br />Point Load : D = 0.1260, W = 0.3030 k @ 2.168 ft, (Downward Point Load (Zone 1)) <br />Point Load : D = 0.1260, W = 0.3030 k @ 5.499 ft, (Point Load 4) <br />.DESIGN SUMMARY <br />Maximum Bending = <br />Load Combination +D+0.60W <br />Span # where maximum occurs Span # 2 <br />Location of maximum on span 5.485 ft <br />0.4357 k <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1 <br />Load Combination +D+0.60W <br />Maximum Shear = <br />7.750 ft <br />0.643 k-ft <br />Maximum Deflection <br />Max Downward Transient Deflection 1370.527 in 0 <br />Max Upward Transient Deflection -604.533 in 0 <br />Max Downward Total Deflection 1525.612 in 0 <br />Max Upward Total Deflection -503.036 in 0 <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios <br />M V Mmax -Mmax +Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length <br />Overall MAXimum Envelope <br />Dsgn. L = 7.75 ft 1 0.02 -0.49 0.49 0.44 <br />Dsgn. L = 7.75 ft 2 0.64 -0.49 0.64 0.44 <br />D Only <br />Dsgn. L = 7.75 ft 1 0.02 -0.27 0.27 0.22 <br />Dsgn. L = 7.75 ft 2 0.30 -0.27 0.30 0.22 <br />+D+0.60W <br />Dsgn. L = 7.75 ft 1 -0.49 0.49 0.44 <br />Dsgn. L = 7.75 ft 2 0.64 -0.49 0.64 0.44 <br />+D+0.450W <br />Dsgn. L = 7.75 ft 1 0.00 -0.43 0.43 0.38 <br />Dsgn. L = 7.75 ft 2 0.56 -0.43 0.56 0.38 <br />+0.60D+0.60W <br />Dsgn. L = 7.75 ft 1 -0.38 0.38 0.35 <br />Dsgn. L = 7.75 ft 2 0.52 -0.38 0.52 0.35 <br />+0.60D <br />Dsgn. L = 7.75 ft 1 0.01 -0.16 0.16 0.13 <br />Dsgn. L = 7.75 ft 2 0.18 -0.16 0.18 0.13 <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />W Only10.0000 0.000 -604.5330 4.531 <br />+D+0.60W 2 ###.####4.173 0.0000 4.531 <br />P- 15 <br />1901 N Fairview St & Bldg A, B, <br />C, F & 1919 N Fairview St Bldg E <br />4/11/2024