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Wood Beam <br />Engineering DesignLic. # : KW-06010734 <br />DESCRIPTION:HDR: 4x4 (up to 4' span) <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 = 6.50 ft, (Roof weight) <br />Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 6.50 ft, (Ceiling weight) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.433: 1 <br />Load Combination +D+0.750Lr+0.750L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.000 ft <br />52.79 psi= <br />= <br />1,940.63 psi <br />4x4Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+0.750Lr+0.750L <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 4x4 <br />Maximum Shear Stress Ratio 0.235 : 1 <br />3.723 ft= <br />= <br />840.49 psi <br />Maximum Deflection <br />0 <360662Ratio =0 <240 <br />Max Downward Transient Deflection 0.038 in 1275Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.072 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 = 4.0 ft 1 0.250 0.135 0.90 1.500 1.15 1.00 1.00 0.21 349.29 1397.25 0.18 162.001.00 21.94 <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 = 4.0 ft 1 0.366 0.198 1.00 1.500 1.15 1.00 1.00 0.34 567.60 1552.50 0.29 180.001.00 35.65 <br />1.00+D+Lr 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.0 ft 1 0.405 0.219 1.25 1.500 1.15 1.00 1.00 0.47 785.91 1940.63 0.40 225.001.00 49.36 <br />1.00+D+0.750Lr+0.750L 1.500 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 4.0 ft 1 0.433 0.235 1.25 1.500 1.15 1.00 1.00 0.50 840.49 1940.63 0.43 225.001.00 52.79 <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 = 4.0 ft 1 0.287 0.156 1.15 1.500 1.15 1.00 1.00 0.31 513.03 1785.38 0.26 207.001.00 32.22 <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 = 4.0 ft 1 0.084 0.046 1.60 1.500 1.15 1.00 1.00 0.12 209.58 2484.00 0.11 288.001.00 13.16 <br />1.00+1.250D 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