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Wood Beam <br />Engineering DesignLic. # : KW-06010734 <br />DESCRIPTION:BM1: 4x6 <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 = 4.0 ft, (Roof weight) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.691: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.250 ft <br />46.65 psi= <br />= <br />1,681.88 psi <br />4x6Section 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 4x6 <br />Maximum Shear Stress Ratio 0.207 : 1 <br />0.000 ft= <br />= <br />1,162.12 psi <br />Maximum Deflection <br />0 <240286Ratio =0 <180 <br />Max Downward Transient Deflection 0.283 in 444Ratio =>=240 <br />Max Upward Transient Deflection 0.000 in Ratio = <br />Max Downward Total Deflection 0.439 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 0.341 0.102 0.90 1.300 1.15 1.00 1.00 0.61 412.36 1210.95 0.21 162.001.00 16.55 <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 = 10.50 ft 1 0.691 0.207 1.25 1.300 1.15 1.00 1.00 1.71 1,162.12 1681.88 0.60 225.001.00 46.65 <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 = 10.50 ft 1 0.580 0.174 1.25 1.300 1.15 1.00 1.00 1.43 974.68 1681.88 0.50 225.001.00 39.13 <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 = 10.50 ft 1 0.115 0.034 1.60 1.300 1.15 1.00 1.00 0.36 247.42 2152.80 0.13 288.001.00 9.93 <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 = 10.50 ft 1 0.239 0.072 1.60 1.300 1.15 1.00 1.00 0.76 515.41 2152.80 0.27 288.001.00 20.69 <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 = 10.50 ft 1 0.227 0.068 1.60 1.300 1.15 1.00 1.00 0.72 489.65 2152.80 0.25 288.001.00 19.66 <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 = 10.50 ft 1 0.067 0.020 1.60 1.300 1.15 1.00 1.00 0.21 144.37 2152.80 0.07 288.001.00 5.80 <br />. <br />1329 W McFadden Ave, <br />Unit 24/24/2025