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Wood Beam <br />LIC# : KW-06018155, Build:20.23.08.30 PLATTINUM ENGINEERING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:05-Ridge <br />Project File: Victoria Calcs.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, 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 />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 NOT internally calculated and added <br />Uniform Load : D = 0.180, Lr = 0.270 ksf, Tributary Width = 1.0 ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.673: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 14.000 ft <br />101.82 psi= <br />= <br />3,511.07 psi <br />5.25x16.0Section 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 5.25x16.0 <br />Maximum Shear Stress Ratio 0.281 : 1 <br />26.672 ft= <br />= <br />2,362.50 psi <br />Maximum Deflection <br />0 <240 <br />192 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 1.048 in 320Ratio =>=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 1.747 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 = 28.0 ft 1 0.374 0.156 0.90 0.969 1.001.00 1.00 17.64 945.0 2,528.0 2.28 261.01.00 40.71.00 <br />1.00+D+Lr 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 28.0 ft 1 0.673 0.281 1.25 0.969 1.001.00 1.00 44.10 2,362.5 3,511.1 5.70 362.51.00 101.81.00 <br />1.00+D+0.750Lr 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 28.0 ft 1 0.572 0.239 1.25 0.969 1.001.00 1.00 37.49 2,008.1 3,511.1 4.85 362.51.00 86.61.00 <br />1.00+0.60D 0.969 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 28.0 ft 1 0.126 0.053 1.60 0.969 1.001.00 1.00 10.58 567.0 4,494.2 1.37 464.01.00 24.41.00 <br />. <br />23 of 35 <br />2039 N Victoria Dr <br />8/26/2024