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Wood Beam <br />LIC# : KW-06017366, Build:20.24.12.17 B&J HBK, INC. (c) ENERCALC, LLC 1982-2025 <br />DESCRIPTION:RTU Support <br />Project File: KPRS McGuff TI.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, SDPWS 2015 <br />Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf) <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 7-22 / IBC 2024 (L<=100psf) <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Load for Span Number 1 <br />Uniform Load : D = 0.04290 k/ft, Extent = 2.750 -->> 9.750 ft, Tributary Width = 1.0 ft <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 3.250 ft, (DL + RLL) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.565: 1 <br />Load Combination <br />+D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 19.708ft <br />64.36 psi= <br />= <br />3,075.64psi <br />2-1.75x18Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination <br />+D+Lr <br />= <br />= <br />= <br />356.25 psi== <br />Section used for this span 2-1.75x18 <br />Maximum Shear Stress Ratio 0.181 : 1 <br />0.000 ft= <br />= <br />1,737.93psi <br />Maximum Deflection <br />433 <br /><240 <br />204 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 1.107 in <br />0 <br />Ratio = >=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 2.342 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 = 40.0 ft 1 0.412 0.139 0.90 0.946 1.001.00 1.00 14.38 913.1 2,214.5 1.50 256.51.00 35.71.00 <br />1.00+D+Lr 0.946 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 40.0 ft 1 0.565 0.181 1.25 0.946 1.001.00 1.00 27.37 1,737.9 3,075.6 2.70 356.31.00 64.41.00 <br />1.00+D+0.750Lr 0.946 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 40.0 ft 1 0.498 0.161 1.25 0.946 1.001.00 1.00 24.12 1,531.7 3,075.6 2.40 356.31.00 57.21.00 <br />1.00+0.60D 0.946 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00