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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: 1.131 <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 />D(0.01995) L(0.0532) D 2.9 7.68 D(0.019995) L(0.05332) <br />D(0.2175) L(0.58) D(0.2175) L(0.58) <br />5.25x16.0 5.25x16.0 <br />Span = 13.50 ft Span = 11.50 ft <br />Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight NOT internally calculated and added <br />Load for Span Number 1 <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 14.50 ft <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft <br />Load for Span Number 2 <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 14.50 ft <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft <br />Point Load : D = 2.90, L = 7.680 k @ 2.0 ft <br />DESIGN SUMMARY • <br />Maximum Bending Stress Ratio = <br />0.456- 1 <br />Maximum Shear Stress Ratio <br />= <br />0.910 : 1 <br />Section used for this span <br />5.25x16.0 <br />Section used for this span <br />5.25x16.0 <br />fb: Actual = <br />1,321.83psi <br />fv: Actual <br />= <br />263.82 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 />13.500ft <br />Location of maximum on span <br />= <br />13.500 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 />0.057 in Ratio = <br />2413> 360 <br />Span: 2: L Only <br />Max Upward Transient Deflection <br />-0.003 in Ratio = 49446 <br />-360 <br />Span: 1 : L Only <br />Max Downward Total Deflection <br />0.079 in Ratio = <br />1753> 240 <br />Span: 2: +D+L <br />Max Upward Total Deflection <br />-0.005 in Ratio = 35740 <br />-240 <br />Span: 1 : +D+L <br />Maximum Forces & Stresses for Load Combinations <br />Load Combination Max Stress Ratios <br />Moment Values <br />Shear Values <br />Segment Length Span # M V <br />Cd CFN Ci Cr <br />Cm C t <br />CL M fb <br />F'b V <br />fv F'v <br />D Only <br />0.00 0.00 <br />0.00 0.00 <br />Length = 13.50 ft 1 0.138 0.277 <br />0.90 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 6.74 361.04 <br />2610.00 4.04 <br />72.18 261.00 <br />Length = 11.50 ft 2 0.138 0.277 <br />0.90 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 6.74 361.04 <br />2610.00 4.04 <br />72.18 261.00 <br />+D+L <br />1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 <br />0.00 0.00 <br />0.00 0.00 <br />Length = 13.50 ft 1 0.456 0.910 <br />1.00 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 24.67 1,321.83 <br />2900.00 14.77 <br />263.82 290.00 <br />Length = 11.50 ft 2 0.456 0.910 <br />1.00 1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 24.67 1,321.83 <br />2900.00 14.77 <br />263.82 290.00 <br />+D+0.750L <br />1.000 1.00 1.00 <br />1.00 1.00 <br />1.00 <br />0.00 0.00 <br />0.00 0.00 <br />Page 20 of 52 <br />