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Project Title: <br />E H A R E Z LA K <br />H <br />Engineer: <br />Project ID: <br />iENGINEERING <br />ProjectDescr: <br />Wood Beam Project File: Moon RES.ec6 <br />DESCRIPTION: 1.J 1 <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 />Analysis Method : Allowable Stress Design <br />Fb + <br />850 psi <br />E : Modulus of Elasticity <br />Load Combination ASCE 7-16 <br />Fb- <br />850 psi <br />Ebend- xx 1300ksi <br />Fc - Prll <br />1300 psi <br />Eminbend - xx 470ksi <br />Wood Species Hem -Fir <br />Fc - Perp <br />405 psi <br />Wood Grade No.2 <br />Fv <br />150 psi <br />Ft <br />525 psi <br />Density 26.84 pcf <br />Beam Bracing Beam is Fully Braced against lateral -torsional buckling <br />Repetitive Member Stress Increase <br />1995 <br />2x8 <br />Span = 6.0 ft <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 = 0.0150, L = 0.060 ksf, Tributary Width = 1.330 ft <br />DESIGN SUMMARY <br />Maximum Bending Stress Ratio = <br />0.437: 1 <br />Maximum Shear Stress Ratio <br />Section used for this span <br />2x8 <br />Section used for this span <br />fb: Actual = <br />409.91 psi <br />fv: Actual <br />Fb: Allowable = <br />938.40psi <br />Fv: Allowable <br />Load Combination <br />+D+L <br />Load Combination <br />Location of maximum on span = <br />3.000ft <br />Location of maximum on span <br />Span # where maximum occurs = <br />Span # 1 <br />Span # where maximum occurs <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.040 in Ratio = <br />1809> 360 Span: 1 : L Only <br />Max Upward Transient Deflection <br />0 in Ratio = <br />0 <360 n/a <br />Max Downward Total Deflection <br />0.050 in Ratio = <br />1447 -180 Span: 1 : +D+L <br />Max Upward Total Deflection <br />0 in Ratio = <br />0 <180 n/a <br />= 0.276 : 1 <br />2x8 <br />= 33.14 psi <br />= 120.00 psi <br />+D+L <br />= 0.000 ft <br />= Span # 1 <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination <br />Max <br />Stress atios <br />Moment <br />Values <br />Shear <br />Values <br />Segment Length <br />Span # <br />M V <br />Cd CFN <br />Ci <br />Cr <br />Cm <br />C t <br />CL <br />M <br />fb <br />F'b <br />V <br />fv <br />F'v <br />D Only <br />0.00 <br />0.00 <br />0.00 <br />0.0C <br />Length = 6.0 ft <br />1 <br />0.097 0.061 <br />0.90 1.200 <br />0.80 <br />1.15 <br />1.00 <br />1.00 <br />1.00 <br />0.09 <br />81.98 <br />844.56 <br />0.05 <br />6.63 <br />108.00 <br />+D+L <br />1.200 <br />0.80 <br />1.15 <br />1.00 <br />1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.0C <br />Length = 6.0 ft <br />1 <br />0.437 0.276 <br />1.00 1.200 <br />0.80 <br />1.15 <br />1.00 <br />1.00 <br />1.00 <br />0.45 <br />409.91 <br />938.40 <br />0.24 <br />33.14 <br />120.00 <br />+D+0.750L <br />1.200 <br />0.80 <br />1.15 <br />1.00 <br />1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.0C <br />Length = 6.0 ft <br />1 <br />0.280 0.177 <br />1.25 1.200 <br />0.80 <br />1.15 <br />1.00 <br />1.00 <br />1.00 <br />0.36 <br />327.93 <br />1173.00 <br />0.19 <br />26.51 <br />150.00 <br />+0.60D <br />1.200 <br />0.80 <br />1.15 <br />1.00 <br />1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 <br />0.0C <br />Length = 6.0 ft <br />1 <br />0.033 0.021 <br />1.60 1.200 <br />0.80 <br />1.15 <br />1.00 <br />1.00 <br />1.00 <br />0.05 <br />49.19 <br />1501.44 <br />0.03 <br />3.98 <br />192.0( <br />Overall Maximum Deflections <br />Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span <br />+D+L 1 0.0497 3.022 0.0000 0.000 <br />Page 24 of 52 <br />