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Wood Beam <br />Engineering DesignLic. # : KW-06010734 <br />DESCRIPTION:CJ: 2x6 @ 16" oc <br />Title Block Line 1 <br />You can change this area <br />using the "Settings" menu item <br />and then using the "Printing & <br />Title Block" selection. <br />Title Block Line 6 <br />Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 <br />File: Jason Ave (3-15-2024.ec6 <br />Project Title:Engineer:Project ID:Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, CBC 2022, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir - LarchNo.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0575.0 31.20 <br />Analysis Method : <br />Eminbend - xx ksi <br />Wood Species : <br />Wood Grade : <br />Fb + <br />psi <br />psi <br />Fv psi <br />Fb - <br />Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />E : Modulus of Elasticity <br />Ebend- xx ksi <br />Density pcf <br />Load Combination :ASCE 7-16 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 1.330 ft, (Celing Weight) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.409: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.500 ft <br />18.35 psi= <br />= <br />1,170.00 psi <br />2x6Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.102 : 1 <br />10.558 ft= <br />= <br />478.80 psi <br />Maximum Deflection <br />0 <240664Ratio =0 <180 <br />Max Downward Transient Deflection 0.132 in 996Ratio =>=240Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.199 in Ratio =>=180Max Upward Total Deflection 0.000 in <br />fb: Actual <br />Fb: Allowable <br />fv: Actual <br />Fv: Allowable <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C i C LCCCCF/V mr td <br />Shear ValuesMax Stress Ratios <br />M CV fbM fvF'b V F'vSegment Length <br />D Only 0.00 0.00 0.000.00 <br />1.00Length = 11.0 ft 1 0.152 0.038 0.90 1.300 1.00 1.00 1.00 0.10 159.60 1053.00 0.03 162.001.00 6.12 <br />1.00+D+L 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.0 ft 1 0.409 0.102 1.00 1.300 1.00 1.00 1.00 0.30 478.80 1170.00 0.10 180.001.00 18.35 <br />1.00+D+0.750L 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.0 ft 1 0.273 0.068 1.25 1.300 1.00 1.00 1.00 0.25 399.00 1462.50 0.08 225.001.00 15.29 <br />1.00+0.60D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.0 ft 1 0.051 0.013 1.60 1.300 1.00 1.00 1.00 0.06 95.76 1872.00 0.02 288.001.00 3.67 <br />1.00+1.250D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.0 ft 1 0.107 0.027 1.60 1.300 1.00 1.00 1.00 0.13 199.48 1872.00 0.04 288.001.00 7.64 <br />1.00+1.187D+0.750L 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.0 ft 1 0.229 0.057 1.60 1.300 1.00 1.00 1.00 0.27 428.91 1872.00 0.09 288.001.00 16.44 <br />1.00+0.3501D 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.0 ft 1 0.030 0.007 1.60 1.300 1.00 1.00 1.00 0.04 55.88 1872.00 0.01 288.001.00 2.14 <br />.