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Wood Beam <br />LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RIDGE BEAM [R.BM-1] <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 = 0.010, Lr = 0.020 ksf, Tributary Width = 11.10 ft, (Floor) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.521: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 10.500ft <br />81.26 psi= <br />= <br />3,629.22psi <br />5.25x11.875Section 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 5.25x11.875 <br />Maximum Shear Stress Ratio 0.224 : 1 <br />0.000 ft= <br />= <br />1,889.86psi <br />Maximum Deflection <br />0 <br /><360 <br />237 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.667 in <br />377 <br />Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 1.059 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 = 21.0 ft 1 0.268 0.115 0.90 1.001 1.001.00 1.00 7.19 699.7 2,613.0 1.25 261.01.00 30.11.00 <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 = 21.0 ft 1 0.521 0.224 1.25 1.001 1.001.00 1.00 19.43 1,889.9 3,629.2 3.38 362.51.00 81.31.00 <br />1.00+D+0.750Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 21.0 ft 1 0.439 0.189 1.25 1.001 1.001.00 1.00 16.37 1,592.3 3,629.2 2.85 362.51.00 68.51.00 <br />1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 21.0 ft 1 0.090 0.039 1.60 1.001 1.001.00 1.00 4.32 419.8 4,645.4 0.75 464.01.00 18.11.00 <br />. <br />22