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v o Consulting Group <br />Project Title: 4 Corners Trash Enclosure <br />GD-6 <br />4th Ave NE, Suite 300 <br />Engineer: EM <br />Seattle, Washington 98115 <br />Project ID: <br />www.dcgengr.com <br />Project Descr: <br />Calc by: EM <br />Printed: 10 SEP 2020, 3:17PM <br />Steed Beam <br />File: 4 Comers Trash Enclosure.ec6 <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 <br />DESCRIPTION: Trash Enclosure Exterior 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 Fy : Steel Yield : 50.0 ksi <br />Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi <br />Bending Axis : Major Axis Bending <br />D(0.5637) S(1.542) D(0.5637) S(1.542) <br />C12x20.7 <br />Span = 14.50 ft <br />)plied Loads <br />Beam self weight calculated and added to loading <br />Load(s) for Span Number 1 <br />Point Load : D = 0.5637, S =1.542 k @ 4.670 ft, (Joist Load 1) <br />Point Load : D = 0.5637, S =1.542 k @ 9.670 ft, (Joist Load 2) <br />DESIGN SUMMARY <br />Service loads entered. Load Factors will be applied for calculations. <br />Maximum Bending Stress Ratio <br />= 0.163: 1 Maximum Shear Stress Ratio = <br />Section used for this span <br />C12x20.7 <br />Section used for this span <br />Mu: Applied <br />15.609 k-ft <br />Vu : Applied <br />Mn * Phi: Allowable <br />96.000 k-ft <br />Vn * Phi: Allowable <br />Load Combination <br />+1.20D+L+1.60S+1.60H <br />Load Combination <br />Location of maximum on span <br />8.659ft <br />Location of maximum on span <br />Span # where maximum occurs <br />Span # 1 <br />Span # where maximum occurs <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.077 in Ratio = <br />2,273>=360 <br />Max Upward Transient Deflection <br />0.000 In Ratio = <br />0 <360 <br />Max Downward Total Deflection <br />0.110 in Ratio = <br />1581 >=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 />Segment Length <br />+1.40D+1.60H <br />Dsgn. L = 14.50 ft <br />+1.20D+0.50Lr+1.60L+1.60H <br />Dsgn. L = 14.50 ft <br />+1.20D+1.60L+0.50S+1.60H <br />Dsgn. L = 14.50 ft <br />+1.20D+1.60Lr+L+1.60H <br />Dsgn. L = 14.50 ft <br />+1.20D+1.60Lr+0.50W+1.60H <br />Dsgn. L = 14.50 ft <br />+1.20D+L+1.60S+1.60H <br />Dsgn. L = 14.50 ft <br />+1.20D+1.60S+0.50W+1.60H <br />Dsgn. L = 14.50 ft <br />+1.20D+0.50Lr+L+W+1.60H <br />Dsgn. L = 14.50 ft <br />+1.20D+L+0.50S+W+1.60H <br />Dsgn. L = 14.50 ft <br />+0.90D+W+1.60H <br />Dsgn. L = 14.50 ft <br />']pcinn C <br />0.037 : 1 <br />C12x20.7 <br />3.358 k <br />91.368 k <br />+1.20D+L+1.60S+1.60H <br />0.000 ft <br />Span # 1 <br />Span # <br />Max Stress Ratios <br />M V <br />max Mu + <br />Summary of Moment Values <br />max Mu - Mu Max Mnx <br />Phi*Mnx <br />Cb Rm <br />Summary of Shear Values <br />VuMax Vnx Phi*Vnx <br />1 <br />0.047 <br />0.011 <br />4.51 <br />4.51 <br />106.67 <br />96.00 <br />1.00 1.00 <br />1.01 <br />101.52 <br />91.37 <br />1 <br />0.040 <br />0.009 <br />3.87 <br />3.87 <br />106.67 <br />96.00 <br />1.00 1.00 <br />0.86 <br />101.52 <br />91.37 <br />1 <br />0.078 <br />0.018 <br />7.53 <br />7.53 <br />106.67 <br />96,00 <br />1,00 1.00 <br />1.64 <br />101.52 <br />91.37 <br />1 <br />0.040 <br />0.009 <br />3.87 <br />3.87 <br />106.67 <br />96.00 <br />1.00 1.00 <br />0.86 <br />101.52 <br />91.37 <br />1 <br />0.040 <br />0.009 <br />3.87 <br />3.87 <br />106.67 <br />96.00 <br />1.00 1.00 <br />0.86 <br />101.52 <br />91.37 <br />1 <br />0.163 <br />0.037 <br />15.61 <br />15.61 <br />106.67 <br />96.00 <br />1.00 1.00 <br />3.36 <br />101.52 <br />91.37 <br />1 <br />0.163 <br />0.037 <br />15.61 <br />15.61 <br />106.67 <br />96.00 <br />1.00 1.00 <br />3.36 <br />101.52 <br />91.37 <br />1 <br />0.040 <br />0.009 <br />3.87 <br />3.87 <br />106.67 <br />96.00 <br />1.00 1.00 <br />0.86 <br />101.52 <br />91.37 <br />1 <br />0.078 <br />0.018 <br />7.53 <br />7.53 <br />106.67 <br />96.00 <br />1.00 1.00 <br />1.64 <br />101.52 <br />91.37 <br />DCG <br />1 <br />0.030 <br />0.007 <br />2.90 <br />2.90 <br />106.67 <br />96.00 <br />1.00 1.00 <br />0.65 <br />101.52 <br />91.37 <br />