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Wood Beam <br />Engineering DesignLic. # : KW-06010734 <br />DESCRIPTION:BM2: 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: 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 31.210 <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 />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.775: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.750 ft <br />61.49 psi= <br />= <br />1,681.88 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+Lr <br />= <br />= <br />= <br />225.00 psi== <br />Section used for this span 4x8 <br />Maximum Shear Stress Ratio 0.273 : 1 <br />0.000 ft= <br />= <br />1,303.67 psi <br />Maximum Deflection <br />0 <240307Ratio =0 <180 <br />Max Downward Transient Deflection 0.289 in 476Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.448 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 = 11.50 ft 1 0.382 0.135 0.90 1.300 1.15 1.00 1.00 1.18 462.59 1210.95 0.37 162.001.00 21.82 <br />1.00+D+Lr 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.775 0.273 1.25 1.300 1.15 1.00 1.00 3.33 1,303.67 1681.88 1.04 225.001.00 61.49 <br />1.00+D+0.750Lr 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.650 0.229 1.25 1.300 1.15 1.00 1.00 2.79 1,093.40 1681.88 0.87 225.001.00 51.57 <br />1.00+0.60D 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.129 0.045 1.60 1.300 1.15 1.00 1.00 0.71 277.56 2152.80 0.22 288.001.00 13.09 <br />1.00+1.250D 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.269 0.095 1.60 1.300 1.15 1.00 1.00 1.48 578.20 2152.80 0.46 288.001.00 27.27 <br />1.00+1.187D 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.255 0.090 1.60 1.300 1.15 1.00 1.00 1.40 549.30 2152.80 0.44 288.001.00 25.91 <br />1.00+0.3501D 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 <br />1.00Length = 11.50 ft 1 0.075 0.027 1.60 1.300 1.15 1.00 1.00 0.41 161.95 2152.80 0.13 288.001.00 7.64 <br />. <br />1329 W McFadden Ave, <br />Unit 24/24/2025