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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) 4x14 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 />1000 <br />1000 <br />1650 <br />625 <br />1500 <br />550 <br />180 <br />650 31.21 <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 = 0.00470, Lr = 0.0120 ksf, Tributary Width = 8.0 ft, (x57.9%) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.815: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 11.000 ft <br />46.26 psi= <br />= <br />1,250.00 psi <br />4x14Section 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 4x14 <br />Maximum Shear Stress Ratio 0.206 : 1 <br />20.956 ft= <br />= <br />1,018.35 psi <br />Maximum Deflection <br />527 <br /><360 <br />352 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.500 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.748 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 = 22.0 ft 1 0.375 0.095 0.90 1.000 1.001.00 1.00 2.88 337.8 900.0 0.47 162.01.00 15.31.00 <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 = 22.0 ft 1 0.815 0.206 1.25 1.000 1.001.00 1.00 8.69 1,018.4 1,250.0 1.43 225.01.00 46.31.00 <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 = 22.0 ft 1 0.679 0.171 1.25 1.000 1.001.00 1.00 7.24 848.2 1,250.0 1.19 225.01.00 38.51.00 <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 = 22.0 ft 1 0.127 0.032 1.60 1.000 1.001.00 1.00 1.73 202.7 1,600.0 0.28 288.01.00 9.21.00 <br />. <br />12/05/24 JOB# 24399 Page 20 of 51 <br />see page 12 <br />1851 E Deere <br />Ave-Purlins4/8/2025