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Wood Beam <br />LIC# : KW-06018337, Build:20.22.12.28 AQX Engineering, Inc.(c) ENERCALC INC 1983-2022 <br />DESCRIPTION:HDR-1 <br />Project File: beams.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 :Completely Unbraced <br />Allowable Stress Design <br />iLevel Truss Joist <br />Parallam PSL 2.0E <br />2900 <br />2900 <br />2900 <br />750 <br />2000 <br />1016.535 <br />290 <br />2025 45.07 <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 = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof) <br />Point Load : D = 2.10, Lr = 2.30 k @ 6.30 ft, (BM-1) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.584: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.285 ft <br />114.48 psi= <br />= <br />3,390.33 psi <br />3.5x11.25Section 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 />362.50 psi== <br />Section used for this span 3.5x11.25 <br />Maximum Shear Stress Ratio 0.316 : 1 <br />9.580 ft= <br />= <br />1,979.40 psi <br />Maximum Deflection <br />0 <360 <br />528 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.123 in 1022Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.238 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 />0.96Length = 10.50 ft 1 0.378 0.212 0.90 1.007 1.001.00 1.00 5.87 953.5 2,524.9 1.45 261.01.00 55.31.00 <br />0.96+D+Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.93Length = 10.50 ft 1 0.584 0.316 1.25 1.007 1.001.00 1.00 12.18 1,979.4 3,390.3 3.01 362.51.00 114.51.00 <br />0.93+D+0.750Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.93Length = 10.50 ft 1 0.508 0.275 1.25 1.007 1.001.00 1.00 10.60 1,722.9 3,390.3 2.62 362.51.00 99.71.00 <br />0.93+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />0.88Length = 10.50 ft 1 0.139 0.072 1.60 1.007 1.001.00 1.00 3.52 572.1 4,106.6 0.87 464.01.00 33.21.00 <br />. <br />13 410 E Virginia Ave <br />12/16/2024