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Wood Beam <br />Engineering DesignLic. # : KW-06010734 <br />DESCRIPTION:RB: 4x10 <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: 1329 W McFadden Ave (10-17-2024).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 Repetitive Member Stress Increase <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 31.210 <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 = 0.0110, Lr = 0.020 ksf, Tributary Width = 10.0 ft, (Roof weight) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.662: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.250 ft <br />64.40 psi= <br />= <br />1,552.50 psi <br />4x10Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 4x10 <br />Maximum Shear Stress Ratio 0.286 : 1 <br />0.000 ft= <br />= <br />1,027.14 psi <br />Maximum Deflection <br />0 <240545Ratio =0 <180 <br />Max Downward Transient Deflection 0.149 in 845Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.231 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 = 10.50 ft 1 0.326 0.141 0.90 1.200 1.15 1.00 1.00 1.52 364.47 1117.80 0.49 162.001.00 22.85 <br />1.00+D+Lr 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.50 ft 1 0.662 0.286 1.25 1.200 1.15 1.00 1.00 4.27 1,027.14 1552.50 1.39 225.001.00 64.40 <br />1.00+D+0.750Lr 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.50 ft 1 0.555 0.240 1.25 1.200 1.15 1.00 1.00 3.58 861.48 1552.50 1.17 225.001.00 54.01 <br />1.00+0.60D 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.50 ft 1 0.110 0.048 1.60 1.200 1.15 1.00 1.00 0.91 218.68 1987.20 0.30 288.001.00 13.71 <br />1.00+1.250D 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.50 ft 1 0.229 0.099 1.60 1.200 1.15 1.00 1.00 1.89 455.55 1987.20 0.62 288.001.00 28.56 <br />1.00+1.187D 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.50 ft 1 0.218 0.094 1.60 1.200 1.15 1.00 1.00 1.80 432.78 1987.20 0.59 288.001.00 27.13 <br />1.00+0.3501D 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.50 ft 1 0.064 0.028 1.60 1.200 1.15 1.00 1.00 0.53 127.60 1987.20 0.17 288.001.00 8.00 <br />. <br />1329 W McFadden Ave, <br />Unit 24/24/2025