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40 Consulting Group <br />04th Ave NE, Suite 300 <br />Seattle, Washington 98115 <br />www.dcgengr.com <br />Calc by: EM <br />Steel Beam <br />DESCRIPTION: Trash Enclosure Cross Beam - C12x20.7 <br />CODE REFERENCES <br />Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 <br />Load Combination Set: ASCE 7-16 <br />Material Properties <br />Analysis Method: Load Resistance Factor Design <br />Beam Bracing : Beam is Fully Braced against lateral -torsional buckling <br />Bending Axis : Major Axis Bending <br />Project Title: 4 Corners Trash Enclosure GD-4 <br />Engineer: EM <br />Project ID: <br />Project Descr: <br />D(0.564),S(1.542) <br />C 12x20.7 <br />Span = 11.0 ft <br />Printed: 10 SEP 2020, 3:17PM <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 <br />Fy : Steel Yield: 50.0 ksi <br />E: Modulus: 29,000.0 ksi <br />Applied Loads <br />Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Load(s) for Span Number 1 <br />Point Load : D = 0.5640, S = 1.542 k @ 5.50 ft <br />Point Load : D = 0.5640, S = 1.542 k @ 5.50 ft <br />DESIGN SUMMARY <br />- M• <br />Maximum Bending Stress Ratio = <br />0.184 : 1 Maximum Shear Stress Ratio = <br />0.036 : 1 <br />Section used for this span <br />C12x20.7 <br />Section used for this span <br />C12x20.7 <br />Mu: Applied <br />17.668 k-ft <br />Vu : Applied <br />3.281 k <br />Mn * Phi: Allowable <br />96.000 k-ft <br />Vn * Phi: Allowable <br />91.368 k <br />Load Combination +1.20D+L+1.60S+1.60H <br />Load Combination <br />+1.20D+L+1.60S+1.60H <br />Location of maximum on span <br />5.500ft <br />Location of maximum on span <br />0.000 ft <br />Span # where maximum occurs <br />Span # 1 <br />Span # where maximum occurs <br />Span # 1 <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.040 in Ratio = <br />3,327>=360 <br />Max Upward Transient Deflection <br />0.000 in Ratio = <br />0 <360 <br />Max Downward Total Deflection <br />0.056 in Ratio = <br />2357 >=180 <br />Max Upward Total Deflection <br />0.000 in Ratio = <br />0 <180 <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination <br />Max Stress Ratios <br />Summary of Moment Values <br />Summary of Shear Values <br />Segment Length <br />Span # <br />M <br />V <br />max Mu + <br />max Mu - Mu Max <br />Mnx <br />Phi*Mnx <br />Cb <br />Rm <br />VuMax <br />Vnx <br />Phi*Vnx <br />+1.40D+1.60H <br />Dsgn. L = 11.00 ft <br />1 <br />0.050 <br />0.010 <br />4.78 <br />4.78 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />0.95 <br />101.52 <br />91.37 <br />+1.20D+0.50Lr+1.60L+1.60H <br />Dsgn. L = 11.00 ft <br />1 <br />0.043 <br />0.009 <br />4.10 <br />4.10 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />0.81 <br />101.52 <br />91.37 <br />+1.20D+1.60L+0.50S+1.60H <br />Dsgn. L = 11.00 ft <br />1 <br />0.087 <br />0.017 <br />8.34 <br />8.34 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />1.58 <br />101.52 <br />91.37 <br />+1.20D+1.60Lr+L+1.60H <br />Dsgn. L = 11.00 ft <br />1 <br />0.043 <br />0.009 <br />4.10 <br />4.10 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />0.81 <br />101.52 <br />91.37 <br />+1.20D+1.60Lr+0.50W+1.60H <br />Dsgn. L = 11.00 ft <br />1 <br />0.043 <br />0.009 <br />4.10 <br />4.10 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />0.81 <br />101.52 <br />91.37 <br />+1.20D+L+1.60S+1.60H <br />Dsgn. L = 11.00 ft <br />1 <br />0.184 <br />0.036 <br />17.67 <br />17.67 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />3.28 <br />101.52 <br />91.37 <br />+1.20D+1.60S+0.50W+1.60H <br />Dsgn. L = 11.00 ft <br />1 <br />0.184 <br />0.036 <br />17.67 <br />17.67 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />3.28 <br />101.52 <br />91.37 <br />+1.20D+0.50Lr+L+W+1.60H <br />Dsgn. L = 11.00 ft <br />1 <br />0.043 <br />0.009 <br />4.10 <br />4.10 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />0.81 <br />101.52 <br />91.37 <br />+1.20D+L+0.50S+W+1.60H <br />Dsgn. L = 11.00 ft <br />1 <br />0.087 <br />0.017 <br />8.34 <br />8.34 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />1.58 <br />101.52 <br />91.37 <br />+0.90D+W+1.60H <br />DCG <br />Dsgn. L = 11.00 ft <br />1 <br />0.032 <br />0.007 <br />3.07 <br />3.07 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />0.61 <br />101.52 <br />91.37 <br />