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Wood Beam <br />LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:HDR-2 <br />Project File: 2002 Parton ST.ec6 <br />Project Title:2002 Parton St <br />Engineer: <br />Project ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 20 , 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 />2,900.0 <br />2,900.0 <br />2,900.0 <br />750.0 <br />2,000.0 <br />1,016.54 <br />290.0 <br />2,025.0 45.070 <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 = 0.0140, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR) <br />Uniform Load : D = 0.0150 ksf, Tributary Width = 5.60 ft, (WALL) <br />Point Load : D = 0.90, L = 2.160 k @ 4.330 ft, (REACTION BM-2) <br />Point Load : D = 0.90, L = 2.160 k @ 9.0 ft, (REACTION BM-2) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.765: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.986 ft <br />114.35 psi= <br />= <br />2,920.85 psi <br />5.25x11.25Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L <br />= <br />= <br />= <br />290.00 psi== <br />Section used for this span 5.25x11.25 <br />Maximum Shear Stress Ratio 0.394 : 1 <br />0.000 ft= <br />= <br />2,233.85 psi <br />Maximum Deflection <br />0 <br /><360 <br />273 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.398 in <br />447 <br />Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.650 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 : L Only <br />n/a <br />Span: 1 : +D+L <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 = 14.833 ft 1 0.327 0.173 0.90 1.007 1.001.00 1.00 7.94 860.2 2,628.8 1.78 261.01.00 45.21.00 <br />1.00+D+L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 14.833 ft 1 0.765 0.394 1.00 1.007 1.001.00 1.00 20.62 2,233.9 2,920.8 4.50 290.01.00 114.31.00 <br />1.00+D+0.750L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 14.833 ft 1 0.517 0.268 1.25 1.007 1.001.00 1.00 17.44 1,889.3 3,651.1 3.82 362.51.00 97.01.00 <br />1.00+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />22