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Wood Beam <br />Engineering DesignLic. # : KW-06010734 <br />DESCRIPTION:CJ1: 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: 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 31.20 <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 />Beam self weight calculated and added to loads <br />Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 1.333 ft, (Celing Weight) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.735: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.250 ft <br />30.08 psi= <br />= <br />1,552.50 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 <br />= <br />= <br />= <br />180.00 psi== <br />Section used for this span 2x4 <br />Maximum Shear Stress Ratio 0.167 : 1 <br />0.000 ft= <br />= <br />1,141.16 psi <br />Maximum Deflection <br />0 <240185Ratio =0 <180 <br />Max Downward Transient Deflection 0.428 in 294Ratio =>=240Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.678 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 0.302 0.069 0.90 1.500 1.15 1.00 1.00 0.11 421.34 1397.25 0.04 162.001.00 11.11 <br />1.00+D+L 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.50 ft 1 0.735 0.167 1.00 1.500 1.15 1.00 1.00 0.29 1,141.16 1552.50 0.11 180.001.00 30.08 <br />1.00+D+0.750L 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.50 ft 1 0.495 0.113 1.25 1.500 1.15 1.00 1.00 0.25 961.20 1940.63 0.09 225.001.00 25.34 <br />1.00+0.60D 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.50 ft 1 0.102 0.023 1.60 1.500 1.15 1.00 1.00 0.06 252.80 2484.00 0.02 288.001.00 6.66 <br />1.00+1.250D 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.50 ft 1 0.212 0.048 1.60 1.500 1.15 1.00 1.00 0.13 526.63 2484.00 0.05 288.001.00 13.88 <br />1.00+1.187D+0.750L 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 10.50 ft 1 0.419 0.095 1.60 1.500 1.15 1.00 1.00 0.27 1,040.17 2484.00 0.10 288.001.00 27.42 <br />1.00+0.3501D 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1329 W McFadden Ave, <br />Unit 24/24/2025