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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: 2.136 <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 />2,900.0 psi <br />E : Modulus of Elasticity <br />Load Combination ASCE 7-16 <br />Fb- <br />2,900.0 psi <br />Ebend- xx 2,000.0 ksi <br />Fc - Prll <br />2,900.0 psi <br />Eminbend - xx 1,016.54ksi <br />Wood Species iLevel Truss Joist <br />Fc - Perp <br />750.0 psi <br />Wood Grade Parallam PSL 2.0E <br />Fv <br />290.0 psi <br />Ft <br />2,025.0psi <br />Density 45.070pcf <br />Beam Bracing Beam is Fully Braced against lateral -torsional buckling <br />APMER-Yb7 <br />Span =18.50ft <br />Span = 10.0 ft <br />Applied Loads <br />Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated <br />and added <br />Load for Span Number 1 <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 10.0 ft <br />Load for Span Number 2 <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 10.0 ft <br />DESIGN SUMMARY <br />• <br />Maximum Bending Stress Ratio = <br />0.593 1 <br />Maximum Shear Stress Ratio <br />= <br />0.459 : 1 <br />Section used for this span <br />5.25x11.875 <br />Section used for this span <br />5.25x11.875 <br />fb: Actual = <br />1,720.02 psi <br />fv: Actual <br />= <br />133.10 psi <br />Fb: Allowable = <br />2,900.00psi <br />Fv: Allowable <br />= <br />290.00 psi <br />Load Combination <br />+D+L <br />Load Combination <br />+D+L <br />Location of maximum on span = <br />18.500ft <br />Location of maximum on span <br />= <br />17.570 ft <br />Span # where maximum occurs = <br />Span # 1 <br />Span # <br />where maximum occurs <br />= <br />Span # 1 <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.404 in Ratio = <br />548> 360 <br />Span: 1 : L Only <br />Max Upward Transient Deflection <br />-0.041 in Ratio = <br />2910> 360 <br />Span: 2: L Only <br />Max Downward Total Deflection <br />0.556 in Ratio = <br />399> 240 <br />Span: 1 : +D+L <br />Max Upward Total Deflection <br />-0.057 in Ratio = <br />2117> 240 <br />Span: 2: +D+L <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Stress Katios <br />Moment Values <br />Shear a ues <br />Segment Length Span # M V <br />Cd CFN Ci Cr <br />Cm C t <br />CL M fb <br />F'b <br />V <br />fv F'v <br />D Only <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 18.50 ft 1 0.180 0.139 <br />0.90 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 4.82 469.10 <br />2610.00 <br />1.51 <br />36.30 261.00 <br />Length = 10.0 ft 2 0.180 0.139 <br />0.90 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 4.82 469.10 <br />2610.00 <br />1.09 <br />36.30 261.00 <br />+D+L <br />1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 18.50 ft 1 0.593 0.459 <br />1.00 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 17.69 1,720.02 <br />2900.00 <br />5.53 <br />133.10 290.00 <br />Length = 10.0 ft 2 0.593 0.459 <br />1.00 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 17.69 1,720.02 <br />2900.00 <br />4.00 <br />133.10 290.00 <br />+D+0.750L <br />1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 18.50 ft 1 0.388 0.300 <br />1.25 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 14.47 1,407.29 <br />3625.00 <br />4.53 <br />108.90 362.50 <br />Length = 10.0 ft 2 0.388 0.300 <br />1.25 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 14.47 1,407.29 <br />3625.00 <br />3.27 <br />108.90 362.50 <br />+0.60D <br />1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 <br />0.00 <br />0.00 <br />0.00 0.00 <br />Page 17 of 52 <br />