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Wood Beam <br />LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:(E) 4x12 purlin w/ (N) LVL 3.5x11.875 (NO MECH TYP) <br />Project File: 24324 Enercalc.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />Allowable Stress Design <br />Douglas Fir-Larch <br />Construction <br />1,000.0 <br />1,000.0 <br />1,650.0 <br />625.0 <br />1,500.0 <br />550.0 <br />180.0 <br />650.0 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 />Beam self weight calculated and added to loading <br />Uniform Load : D = 0.0040, Lr = 0.010 ksf, Tributary Width = 8.0 ft, (x44.4%) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.784: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 10.000 ft <br />41.90 psi= <br />= <br />1,250.00 psi <br />4x12Section 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 4x12 <br />Maximum Shear Stress Ratio 0.186 : 1 <br />0.000 ft= <br />= <br />979.58 psi <br />Maximum Deflection <br />516 <br /><360 <br />342 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.465 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.701 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1.00Length = 20.0 ft 1 0.366 0.087 0.90 1.000 1.001.00 1.00 2.03 329.4 900.0 0.37 162.01.00 14.11.00 <br />1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 20.0 ft 1 0.784 0.186 1.25 1.000 1.001.00 1.00 6.03 979.6 1,250.0 1.10 225.01.00 41.91.00 <br />1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 20.0 ft 1 0.654 0.155 1.25 1.000 1.001.00 1.00 5.03 817.0 1,250.0 0.92 225.01.00 34.91.00 <br />1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 20.0 ft 1 0.124 0.029 1.60 1.000 1.001.00 1.00 1.22 197.7 1,600.0 0.22 288.01.00 8.51.00 <br />. <br />12/05/24 JOB# 24399 Page 16 of 51 <br />see page 11 <br />1851 E Deere <br />Ave-Purlins4/8/2025