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Wood Beam <br />File: examples,ec6 <br />SoYlwareeopyrighiENERCALC <br />INC, <br />?983-2020.BuId:12.20,8.24 - <br />20, B <br />- 2 <br />DESCRIPTION: exist beam <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br />Load Combination Set: IBC 2018 <br />Material Properties <br />Analysis Method: Allowable Stress Design <br />Fb + <br />2400 psi <br />E: Modulus of Elasticity <br />Load Combination iBC 2018 <br />Fb - <br />2400 psi <br />Ebend- xx <br />1800 ksi <br />Fc - Prll <br />1650 psi <br />Eminbend - xx <br />950 ksi <br />Wood Species : DF/DF <br />Fc - Perp <br />650 psi <br />Ebend- yy <br />1600 ksi <br />Wood Grade ; 24F-V8 <br />Fv <br />265 psi <br />Eminbend - yy <br />850 ksi <br />Ft <br />1100 psi <br />Density <br />31.21 pcf <br />Beam Bracing Beam is Fully Braced against lateral -torsional buckling <br />D(0,58) D(Or54) D(0.54) D(7.48) S(13.13) <br />13(0.488) S(0.938) D 0:48 8 "0:938 <br />�..�..-�...e..-mow .o..�»....�. ._e..�...e..... _I <br />6.7504.5 6 75x34.5 <br />Span = 40.0 ft Span = 9.330 ft <br />i <br />Applied Loads <br />Beam self weight calculated and added to loads <br />Load for Span Number 1 <br />Uniform Load : D = 0.4880, S = 0.9380 , Tributary Width =1.0 ft <br />Point Load : D = 0.580 k @ 13.0 ft, (replacement unit) <br />Point Load : D = 0.540 k @ 36.0 ft, ((E) unit) <br />Load for Span Number 2 <br />Uniform Load: D = 0.4880, S = 0.9380 , Tributary Width =1.0 ft <br />Point Load : D = 0.540 k @ 4.0 ft, ((E) unit) <br />Point Load : D = 7.480, S=13.130 k @ 9.330 ft, (from <br />Maximum Bending Stress Ratio = <br />Section used for this span <br />fb: Actual = <br />Fb: Allowable = <br />Load Combination <br />Location of maximum on span = <br />Span # where maximum occurs = <br />Maximum Deflection <br />Max Downward Transient Deflection <br />Max Upward Transient Deflection <br />Max Downward Total Deflection <br />Max Upward Total Deflection <br />Overall Maximum Deflections <br />Service loads entered. Load Factors will be applied for calculations. <br />1.0241 'a M <br />imum Shear Stress Ratio = <br />0.691 : 1 <br />5x34.5 <br />Section used for this span <br />6.75x34.5 <br />,318.52psi <br />�2,265.1 <br />fv: Actual = <br />210.71 psi <br />Fv: Allowable = <br />304.75 psi <br />+D+S <br />Load Combination <br />+D+S <br />40.000ft <br />Location of maximum on span = <br />37.318ft <br />Span # 1 <br />pan # where maximum occurs = <br />Span # 1 <br />0.641 in Ratio = <br />-0.015 in Ratio = <br />748>= <br />14796>=360 <br />1.039 in Ratio = <br />461 >=240 <br />-0.029 in Ratio = <br />7822>=240 <br />Load Combination <br />Span <br />Max. " " Defl Location in Span Load Combination <br />Max. "+" Defl Location in Span <br />+D+S <br />1 <br />1.0391 17.654 <br />0.0000 0.000 <br />+D+S <br />2 <br />0.0741 9.330 +D+S <br />-0.0286 2.606 <br />Vertical Reactions <br />Support notation : Far left is #1 <br />Values in KIPS <br />Load Combination <br />Suppo rt 2 u rt <br />Overall MAXimu <br />23.507 71.597 <br />Overall MlNimu <br />14.677 44.725 <br />u0U P� fi <br />A'afpvh�LIE <br />