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vino Consulting Group Project Title: 4 Corners Trash Enclosure <br />th Ave NE, Suite 300 Engineer: EM GD-2 <br />Seattle, Washington 98115 Project ID: <br />www.dcgengr.com <br />Project Descr: <br />Cale by: EM <br />Steel Beam <br />Printed: 10 SEP 2020, 3:17PM <br />File: 4 Comers -Trash Enclosure.ec6 <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 <br />DESCRIPTION: Trash Enclosure Joist- 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(0.025) S(O.125) <br />a <br />C12x2O.7 <br />Span = 24.670 ft <br />Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.0050, S = 0.0250 ksf, Tributary Width = 5.0 ft, (Uniform Load) <br />DESIGN SUMMARY <br />� - � • <br />Maximum Bending Stress Ratio = <br />0.202 : 1 Maximum Shear Stress Ratio = <br />0.034 : 1 <br />Section used for this span <br />C12x20.7 <br />Section used for this span <br />C12x20.7 <br />Mu: Applied <br />19.387 k-ft <br />Vu : Applied <br />3.143 k <br />Mn * Phi: Allowable <br />96.000 k-ft <br />Vn * Phi: Allowable <br />91.368 k <br />Load Combination <br />+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 />12.335ft <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 />0.280 in Ratio = <br />1,058 >=360 <br />Max Upward Transient Deflection <br />0.000 in Ratio = <br />0 <360 <br />Max Downward Total Deflection <br />0.382 in Ratio = <br />775 -180 <br />Max Upward Total Deflection <br />0.000 in Ratio = <br />0 <180 <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Stress Ratios <br />Summary of Moment Values <br />Summary of Shear Values <br />Segment Length Span # M <br />V max Mu + max Mu - <br />Mu Max Mnx Phi*Mnx Cb <br />Rm VuMax Vnx Phi*Vnx <br />Dsgn. L = 24.67 ft 1 <br />0.051 <br />0.009 <br />4.87 <br />4.87 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />0.79 <br />101.52 <br />91.37 <br />+1.20D+0.50Lr+1.60L+1.60H <br />Dsgn. L = 24.67 ft 1 <br />0.043 <br />0.007 <br />4.17 <br />4.17 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />0.68 <br />101.52 <br />91.37 <br />+1.20D+1.60L+0.50S+1.60H <br />Dsgn. L = 24.67 ft 1 <br />0.093 <br />0.016 <br />8.93 <br />8.93 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />1.45 <br />101.52 <br />91.37 <br />+1.20D+1.60Lr+L+1.60H <br />Dsgn. L = 24.67 ft 1 <br />0.043 <br />0.007 <br />4.17 <br />4.17 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />0.68 <br />101.52 <br />91.37 <br />+1.20D+1.60Lr+0.50W+1.60H <br />Dsgn. L = 24.67 ft 1 <br />0.043 <br />0.007 <br />4.17 <br />4.17 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />0.68 <br />101.52 <br />91.37 <br />+1.20D+L+1.60S+1.60H <br />Dsgn. L = 24.67 ft 1 <br />0.202 <br />0.034 <br />19.39 <br />19.39 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />3.14 <br />101.52 <br />91.37 <br />+1.20D+1.60S+0.50W+1.60H <br />Dsgn. L = 24.67 ft 1 <br />0.202 <br />0.034 <br />19.39 <br />19.39 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />3.14 <br />101.52 <br />91.37 <br />+1.20D+0.50Lr+L+W+1.60H <br />Dsgn. L = 24.67 ft 1 <br />0.043 <br />0.007 <br />4.17 <br />4.17 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />0.68 <br />101.52 <br />91.37 <br />+1.20D+L+0.50S+W+1.60H <br />Dsgn. L = 24.67 ft 1 <br />0.093 <br />0.016 <br />8.93 <br />8.93 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />1.45 <br />101.52 <br />91.37 <br />+0.90D+W+1.60H <br />Dsgn. L = 24.67 ft 1 <br />0.033 <br />0.006 <br />3.13 <br />3.13 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />0.51 <br />101.52 <br />91.37 <br />+1.20D+L+0.20S+E+1.90H <br />Dsgn. L = 24.67 ft 1 <br />0.063 <br />0.011 <br />6.07 <br />6.07 <br />106.67 <br />96.00 <br />1.00 <br />1.00 <br />0.98 <br />101.52 <br />91.37 <br />+0.90D+E+0.90H <br />DCG <br />