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Wood Beam <br />LIC# : KW-06016542, Build:20.24.06.04 (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Roof Rafter <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 Repetitive Member Stress Increase <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />900.0 <br />900.0 <br />1,350.0 <br />625.0 <br />1,600.0 <br />580.0 <br />180.0 <br />575.0 31.210 <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 = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Roof) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.715: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 5.600ft <br />45.27 psi= <br />= <br />1,681.88psi <br />2x6Section 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 />225.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.201 : 1 <br />10.750 ft= <br />= <br />1,202.68psi <br />Maximum Deflection <br />0 <br /><360 <br />259 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.285 in <br />472 <br />Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.517 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 />1.00Length = 11.20 ft 1 0.447 0.126 0.90 1.300 1.151.00 1.00 0.34 540.9 1,211.0 0.11 162.01.00 20.41.00 <br />1.00+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 11.20 ft 1 0.715 0.201 1.25 1.300 1.151.00 1.00 0.76 1,202.7 1,681.9 0.25 225.01.00 45.31.00 <br />1.00+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 11.20 ft 1 0.617 0.174 1.25 1.300 1.151.00 1.00 0.65 1,037.2 1,681.9 0.21 225.01.00 39.01.00 <br />1.00+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 11.20 ft 1 0.151 0.042 1.60 1.300 1.151.00 1.00 0.20 324.5 2,152.8 0.07 288.01.00 12.21.00 <br />. <br />22