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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: 2.135 <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 />1,700.0 psi <br />E : Modulus of Elasticity <br />Load Combination ASCE 7-16 <br />Fb- <br />1,700.0 psi <br />Ebend- xx 1,300.0ksi <br />Fc - Prll <br />1,400.0 psi <br />Eminbend - xx 660.75 ksi <br />Wood Species iLevel Truss Joist <br />Fc - Perp <br />680.0 psi <br />Wood Grade TimberStrand LSL 1.3E - Beam/Col <br />Fv <br />400.0 psi <br />Ft <br />1,075.0psi <br />Density 45.010pcf <br />Beam Bracing Beam is Fully Braced against lateral -torsional buckling <br />D(0.24), L(0.32) <br />14 <br />[cl.MEN-1/B1 <br />Span = 10.0 ft <br />Span = 2.0 ft <br />Applied Loads <br />Service <br />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 = 3.50 ft <br />Load for Span Number 2 <br />Point Load : D = 0.240, L = 0.320 k <br />@ 2.0 ft <br />DESIGN SUMMARY <br />• <br />Maximum Bending Stress Ratio = <br />0.161: 1 <br />Maximum Shear Stress Ratio <br />= <br />0.080 : 1 <br />Section used for this span <br />3.5x11.875 <br />Section used for this span <br />3.5x11.875 <br />fb: Actual = <br />274.08psi <br />fv: Actual <br />= <br />32.18 psi <br />Fb: Allowable = <br />1,700.00psi <br />Fv: Allowable <br />= <br />400.00 psi <br />Load Combination <br />+D+L <br />Load Combination <br />+D+L <br />Location of maximum on span = <br />4.413ft <br />Location of maximum on span <br />= <br />9.050 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 />0.039 in Ratio = <br />3064 > 360 <br />Span: 1 : L Only <br />Max Upward Transient Deflection <br />-0.018 in Ratio = <br />2692 > 360 <br />Span: 2: L Only <br />Max Downward Total Deflection <br />0.050 in Ratio = <br />2409 -180 <br />Span: 1 : +D+L <br />Max Upward Total Deflection <br />-0.019 in Ratio = <br />2488 -180 <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 = 10.0 ft 1 0.046 0.026 <br />0.90 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 0.48 70.02 1530.00 <br />0.26 <br />9.41 360.00 <br />Length = 2.0 ft 2 0.046 0.026 <br />0.90 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 0.48 70.02 1530.00 <br />0.24 <br />9.41 360.00 <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 = 10.0 ft 1 0.161 0.080 <br />1.00 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 1.88 274.08 1700.00 <br />0.89 <br />32.18 400.00 <br />Length = 2.0 ft 2 0.096 0.080 <br />1.00 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 1.12 163.39 1700.00 <br />0.56 <br />32.18 400.00 <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 = 10.0 ft 1 0.104 0.053 <br />1.25 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 1.52 221.44 2125.00 <br />0.73 <br />26.49 500.00 <br />Length = 2.0 ft 2 0.066 0.053 <br />1.25 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 0.96 140.05 2125.00 <br />0.48 <br />26.49 500.00 <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 16 of 52 <br />