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Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />General Beam File=Q:lStructural\202012000618-Everidge-E014869-Bethany\PanelCheck <br />.ec6 <br />Software copyright ENERCALC, INC.1983-2020, Build:12.20.2.28 <br />DESCRIPTION: --None-- <br />General Beam Properties <br />Elastic Modulus 29,000.0 ksi <br />Span #1 Span Length = <br />_.-_..-_........... _.... _._............... __...._............_.._...._ <br />D(0.005,0.005) Lr(0.02,0.02� S(0.0176 0.0416) <br />X <br />Applied Loads <br />Load for Span Number 1 <br />Varying Uniform Load <br />DESIGN SUMMARY <br />7.50 ft Area = 10.0 in^2 Moment of Inertia = 100.0 in"4 <br />Span = 7.50 ft <br />Service loads entered. Load Factors will be applied for calculations. <br />D= 0.0050->0.0050, Lr- 0.020->0.020, S= 0.01760->0.04160 k/ft, Extent = 0.0 -->> 7.50 ft, Trib Width =1.0 ft <br />Maximum Bending = <br />0.244 k-ft <br />Maximum Shear = <br />0.1448 k <br />Load Combination <br />+D+S <br />Load Combination <br />+D+S <br />Span # where maximum occurs <br />Span # 1 <br />Span # where maximum occurs <br />Span # 1 <br />Location of maximum on span <br />3.975ft <br />Location of maximum on span <br />7.500 ft <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.000 in <br />0 <br />Max Upward Transient Deflection <br />0.000 in <br />0 <br />Max Downward Total Deflection <br />0.001 in <br />105111 <br />Max Upward Total Deflection <br />0.000 in <br />8614127 <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination <br />Max Stress Ratios <br />Summary of Moment Values (k-ft) <br />Shear Values (k) <br />Segment Length Span # <br />M V Mmax + Mmax <br />- Ma - Max Mnx Mnx/Omega Cb <br />Rm Va Max Vnx Vnx/Omega <br />Overall MAXimum Envelope <br />Dsgn. L = 7.50 It 1 <br />0.24 <br />0.24 <br />0.14 <br />D Only <br />Dsgn. L = 7.50 It 1 <br />0.04 <br />0.04 <br />0.02 <br />+D+Lr <br />Dsgn. L = 7.50 ft 1 <br />0.18 <br />0.18 <br />0.09 <br />+D+S <br />Dsgn. L = 7.50 ft 1 <br />0.24 <br />0.24 <br />0.14 <br />+D+0.750Lr <br />Dsgn. L = 7.50 ft 1 <br />0.14 <br />0.14 <br />0.08 <br />+D+0.750S <br />Dsgn. L = 7.50 ft 1 <br />0.19 <br />0.19 <br />0.11 <br />+0.60D <br />Dsgn. L = 7.50 ft 1 <br />0.02 <br />0.02 <br />0.01 <br />Overall Maximum Deflections <br />Load Combination <br />Span Max. "" Defl Location in Span <br />Load Combination <br />Max. "+" Defl Location in Span <br />+D+S <br />1 <br />0.0009 3.825 0.0000 0.000 <br />Vertical Reactions <br />Support notation: Far left is#1 Values in KIPS <br />Load Combination <br />Support 1 <br />Support 2 <br />Overall MAXimum <br />0.115 <br />0.145 <br />Overall MINimum <br />D Only <br />0.019 <br />0.019 <br />+D+Lr <br />0.094 <br />0.094 <br />+D+S <br />0.115 <br />0.145 <br />+D+0.750Lr <br />0.075 <br />0.075 <br />+D+0.750S <br />0.091 <br />0.113 <br />+0.601) <br />0.011 <br />0.011 <br />Lr Only <br />0.075 <br />0.075 <br />S Only 0.096 0.126 <br />