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Wood Beam <br />Engineering DesignLic. # : KW-06010734 <br />DESCRIPTION:RR: 2x4 @ 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 = 0.0130, L = 0.020 ksf, Tributary Width = 1.333 ft, (Roof Weight) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.898: 1 <br />Load Combination +D+L+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.750 ft <br />43.69 psi= <br />= <br />1,350.00 psi <br />2x4Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L+H <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 2x4 <br />Maximum Shear Stress Ratio 0.243 : 1 <br />7.226 ft= <br />= <br />1,211.94 psi <br />Maximum Deflection <br />0 <240244Ratio =0 <180 <br />Max Downward Transient Deflection 0.223 in 404Ratio =>=240Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.367 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+H 0.00 0.00 0.000.00 <br />1.00Length = 7.50 ft 1 0.393 0.106 0.90 1.500 1.00 1.00 1.00 0.12 477.43 1215.00 0.06 162.001.00 17.21 <br />1.00+D+L+H 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 7.50 ft 1 0.898 0.243 1.00 1.500 1.00 1.00 1.00 0.31 1,211.94 1350.00 0.15 180.001.00 43.69 <br />1.00+D+Lr+H 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 7.50 ft 1 0.283 0.076 1.25 1.500 1.00 1.00 1.00 0.12 477.43 1687.50 0.06 225.001.00 17.21 <br />1.00+D+S+H 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 7.50 ft 1 0.308 0.083 1.15 1.500 1.00 1.00 1.00 0.12 477.43 1552.50 0.06 207.001.00 17.21 <br />1.00+D+0.750Lr+0.750L+H 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 7.50 ft 1 0.609 0.165 1.25 1.500 1.00 1.00 1.00 0.26 1,028.31 1687.50 0.13 225.001.00 37.07 <br />1.00+D+0.750L+0.750S+H 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 7.50 ft 1 0.662 0.179 1.15 1.500 1.00 1.00 1.00 0.26 1,028.31 1552.50 0.13 207.001.00 37.07 <br />1.00+D+0.60W+H 1.500 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 7.50 ft 1 0.221 0.060 1.60 1.500 1.00 1.00 1.00 0.12 477.43 2160.00 0.06 288.001.00 17.21