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Wood Beam <br />Engineering DesignLic. # : KW-06010734 <br />DESCRIPTION:RR1: 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 />Uniform Load : D = 0.0110, Lr = 0.020 ksf, Tributary Width = 1.333 ft, (Roof Weight) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.441: 1 <br />Load Combination +D+Lr+H <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.250 ft <br />35.01 psi= <br />= <br />1,940.63 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+Lr+H <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 2x4 <br />Maximum Shear Stress Ratio 0.156 : 1 <br />6.215 ft= <br />= <br />855.13 psi <br />Maximum Deflection <br />0 <240400Ratio =0 <180 <br />Max Downward Transient Deflection 0.126 in 620Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.195 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 = 6.50 ft 1 0.217 0.077 0.90 1.500 1.15 1.00 1.00 0.08 303.43 1397.25 0.04 162.001.00 12.42 <br />1.00+D+L+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.50 ft 1 0.195 0.069 1.00 1.500 1.15 1.00 1.00 0.08 303.43 1552.50 0.04 180.001.00 12.42 <br />1.00+D+Lr+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.50 ft 1 0.441 0.156 1.25 1.500 1.15 1.00 1.00 0.22 855.13 1940.63 0.12 225.001.00 35.01 <br />1.00+D+S+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.50 ft 1 0.170 0.060 1.15 1.500 1.15 1.00 1.00 0.08 303.43 1785.38 0.04 207.001.00 12.42 <br />1.00+D+0.750Lr+0.750L+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.50 ft 1 0.370 0.131 1.25 1.500 1.15 1.00 1.00 0.18 717.21 1940.63 0.10 225.001.00 29.36 <br />1.00+D+0.750L+0.750S+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.50 ft 1 0.170 0.060 1.15 1.500 1.15 1.00 1.00 0.08 303.43 1785.38 0.04 207.001.00 12.42 <br />1.00+D+0.60W+H 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 6.50 ft 1 0.122 0.043 1.60 1.500 1.15 1.00 1.00 0.08 303.43 2484.00 0.04 288.001.00 12.42 <br />1329 W McFadden Ave, <br />Unit 24/24/2025