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Wood Beam <br />LIC# : KW-06016350, Build:20.24.07.08 RGSE INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:(N) LVL 3.5x14 w/ (E) 4x14 purlin (at HP-20 & HP-21, grid line C&6-7) <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 />iLevel Truss Joist <br />MicroLam LVL 1.9 E <br />2,600.0 <br />2,600.0 <br />2,510.0 <br />750.0 <br />1,900.0 <br />965.71 <br />285.0 <br />1,555.0 42.010 <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 = 0.00440, Lr = 0.0110 ksf, Tributary Width = 8.0 ft, (x54.3%) <br />Point Load : D = 0.390 k @ 11.0 ft, (HP-20 weight (=1400/2x54.3%)) <br />Point Load : D = 0.180 k @ 11.0 ft, (HP-21 weight (=650/2x54.3%)) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.378: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 11.000 ft <br />50.29 psi= <br />= <br />3,182.57 psi <br />2-1.75x14Section 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 />356.25 psi== <br />Section used for this span 2-1.75x14 <br />Maximum Shear Stress Ratio 0.141 : 1 <br />20.876 ft= <br />= <br />1,202.11 psi <br />Maximum Deflection <br />860 <br /><360 <br />423 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.307 in <br />0 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.624 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 0.281 0.092 0.90 0.979 1.001.00 1.00 6.13 643.3 2,291.5 0.77 256.51.00 23.71.00 <br />1.00+D+Lr 0.979 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 22.0 ft 1 0.378 0.141 1.25 0.979 1.001.00 1.00 11.45 1,202.1 3,182.6 1.64 356.31.00 50.31.00 <br />1.00+D+0.750Lr 0.979 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 22.0 ft 1 0.334 0.123 1.25 0.979 1.001.00 1.00 10.12 1,062.4 3,182.6 1.43 356.31.00 43.61.00 <br />1.00+0.60D 0.979 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 22.0 ft 1 0.095 0.031 1.60 0.979 1.001.00 1.00 3.68 386.0 4,073.7 0.46 456.01.00 14.21.00 <br />. <br />12/05/24 JOB# 24399 Page 36 of 51 <br />see page 14 <br />1851 E Deere <br />Ave-Purlins4/8/2025