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Wood Beam <br />LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:6 - H. <br />Project File: 2710 Laird Ave Member Check.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 2.0 E <br />2,600.0 <br />2,600.0 <br />2,510.0 <br />750.0 <br />2,000.0 <br />1,016.54 <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 = 0.0130, Lr = 0.020 ksf, Tributary Width = 1.330 ft, ([N]Roof) <br />Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 6.170 ft, ([N]Ceiling) <br />Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 16.750 ft, ([E]Roof) <br />Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 5.80 ft, ([E]Ceiling) <br />Point Load : D = 0.770, Lr = 1.110 k @ 7.750 ft, (4 - R.B.) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.666: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.673 ft <br />161.18 psi= <br />= <br />3,254.63 psi <br />2-1.75x11.87Section 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 2-1.75x11.87 <br />Maximum Shear Stress Ratio 0.452 : 1 <br />10.535 ft= <br />= <br />2,167.65 psi <br />Maximum Deflection <br />0 <360 <br />383 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.199 in 692Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.360 in Ratio =>=240 <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 = 11.50 ft 1 0.412 0.280 0.90 1.001 1.001.00 1.00 6.62 966.0 2,343.3 1.99 256.51.00 71.71.00 <br />1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 11.50 ft 1 0.480 0.324 1.00 1.001 1.001.00 1.00 8.57 1,250.5 2,603.7 2.56 285.01.00 92.41.00 <br />1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 11.50 ft 1 0.666 0.452 1.25 1.001 1.001.00 1.00 14.86 2,167.6 3,254.6 4.47 356.31.00 161.21.00 <br />1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />2710 N Laird St & 2209 W <br />Laramore Ln10/7/2024