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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.2 Metal Roof (D + W) - Maximum Support Negative 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 />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 1 <br />Point Load : D = 0.1260, W = 0.3030 k @ 2.168 ft, (Point Load 1) <br />Point Load : D = 0.1260, W = 0.3030 k @ 5.499 ft, (Point Load 2) <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 # 1 <br />Location of maximum on span 7.750 ft <br />0.4827 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 />0.849 k-ft <br />Maximum Deflection <br />Max Downward Transient Deflection 818.778 in 0 <br />Max Upward Transient Deflection 12.425 in 7 <br />Max Downward Total Deflection 968.727 in 0 <br />Max Upward Total Deflection 4.345 in 21 <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 0.53 -0.85 0.85 0.48 <br />Dsgn. L = 7.75 ft 2 0.54 -0.85 0.85 0.48 <br />D Only <br />Dsgn. L = 7.75 ft 1 0.25 -0.42 0.42 0.24 <br />Dsgn. L = 7.75 ft 2 0.26 -0.42 0.42 0.24 <br />+D+0.60W <br />Dsgn. L = 7.75 ft 1 0.53 -0.85 0.85 0.48 <br />Dsgn. L = 7.75 ft 2 0.54 -0.85 0.85 0.48 <br />+D+0.450W <br />Dsgn. L = 7.75 ft 1 0.46 -0.74 0.74 0.42 <br />Dsgn. L = 7.75 ft 2 0.47 -0.74 0.74 0.42 <br />+0.60D+0.60W <br />Dsgn. L = 7.75 ft 1 0.43 -0.68 0.68 0.39 <br />Dsgn. L = 7.75 ft 2 0.43 -0.68 0.68 0.39 <br />+0.60D <br />Dsgn. L = 7.75 ft 1 0.15 -0.25 0.25 0.15 <br />P- 18 <br />1901 N Fairview St & Bldg A, B, <br />C, F & 1919 N Fairview St Bldg E <br />4/11/2024