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Wood Beam <br />Engineering DesignLic. # : KW-06010734 <br />DESCRIPTION:HDR: 4x8 <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: Timber St (3-29-2024).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 = 0.0170, L = 0.020 ksf, Tributary Width = 6.0 ft, (Roof weight) <br />Uniform Load : D = 0.0160, L = 0.040 ksf, Tributary Width = 6.0 ft, (Ceiling/Floor weight) <br />Uniform Load : D = 0.0150 ksf, Tributary Width = 5.0 ft, (Wall weight) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.662: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.500 ft <br />71.01 psi= <br />= <br />1,170.00 psi <br />4x8Section 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 4x8 <br />Maximum Shear Stress Ratio 0.395 : 1 <br />0.000 ft= <br />= <br />774.18 psi <br />Maximum Deflection <br />0 <3601191Ratio =0 <240 <br />Max Downward Transient Deflection 0.029 in 2095Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.050 in Ratio =>=240Max 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 = 5.0 ft 1 0.317 0.189 0.90 1.300 1.00 1.00 1.00 0.85 333.89 1053.00 0.52 162.001.00 30.63 <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 = 5.0 ft 1 0.662 0.395 1.00 1.300 1.00 1.00 1.00 1.98 774.18 1170.00 1.20 180.001.00 71.01 <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 = 5.0 ft 1 0.454 0.271 1.25 1.300 1.00 1.00 1.00 1.70 664.11 1462.50 1.03 225.001.00 60.92 <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 = 5.0 ft 1 0.107 0.064 1.60 1.300 1.00 1.00 1.00 0.51 200.33 1872.00 0.31 288.001.00 18.38 <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 = 5.0 ft 1 0.223 0.133 1.60 1.300 1.00 1.00 1.00 1.07 417.33 1872.00 0.65 288.001.00 38.28 <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 = 5.0 ft 1 0.388 0.231 1.60 1.300 1.00 1.00 1.00 1.86 726.69 1872.00 1.13 288.001.00 66.66 <br />3810 S Timber St & <br />#23/7/2025