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Project Title: <br />■" H A R E Z LA K <br />Engineer: <br />Project ID: <br />iENGINEERING <br />Project Descr: <br />Wood Beam Project File: Moon RES.ec6 <br />DESCRIPTION: 2.134 <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(0.27) S(0.45) D(0.27) S(0.45) <br />D(0.045) L(0.12) D(0.03) L(0.08) <br />5.25x18.0 <br />Span = 22.0 ft <br />lied Loads <br />5.25x 18.0 <br />Span = 6.50 ft <br />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 = <br />3.0 ft <br />Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width <br />= 18.0 ft <br />Uniform Load : D = 0.080 , Tributary Width = 1.0 ft <br />Load for Span Number 2 <br />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = <br />2.0 ft <br />Uniform Load: D = 0.0150, S = 0.0250 ksf, Tributary Width <br />= 18.0 ft <br />Uniform Load : D = 0.080 , Tributary Width = 1.0 ft <br />DESIGN SUMMARY <br />• <br />Maximum Bending Stress Ratio = <br />0.542 1 <br />Maximum Shear Stress Ratio = <br />0.421 :1 <br />Section used for this span <br />5.25x18.0 <br />Section used for this span <br />5.25x18.0 <br />fb: Actual = <br />1,808.73psi <br />fv: Actual = <br />140.41 psi <br />Fb: Allowable = <br />3,335.00psi <br />Fv: Allowable = <br />333.50 psi <br />Load Combination <br />+D+S <br />Load Combination <br />+D+S <br />Location of maximum on span = <br />10.078ft <br />Location of maximum on span = <br />20.525 ft <br />Span # where maximum occurs = <br />Span # 1 <br />Span # where maximum occurs = <br />Span # 1 <br />Maximum Deflection <br />Max Downward Transient Deflection <br />0.371 in Ratio = <br />710 > 360 Span: 1 : S Only <br />Max Upward Transient Deflection <br />-0.252 in Ratio = <br />618> 360 Span: 2 : S Only <br />Max Downward Total Deflection <br />0.701 in Ratio = <br />376 > 240 Span: 1 : +D+S <br />Max Upward Total Deflection <br />-0.480 in Ratio = <br />324 > 240 Span: 2: +D+S <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 CL M fb F'b <br />V <br />fv F'v <br />D Only <br />0.00 <br />0.00 <br />0.00 0.00 <br />Length = 22.0 ft 1 0.325 0.251 <br />0.90 1.000 1.00 1.00 <br />1.00 1.00 1.00 20.05 848.77 2610.00 <br />4.13 <br />65.51 261.00 <br />Length = 6.50 ft 2 0.130 0.251 <br />0.90 1.000 1.00 1.00 <br />1.00 1.00 1.00 8.03 339.79 2610.00 <br />1.90 <br />65.51 261.00 <br />+D+L <br />1.000 1.00 1.00 <br />1.00 1.00 1.00 0.00 <br />0.00 <br />0.00 0.00 <br />Length = 22.0 ft 1 0.387 0.293 <br />1.00 1.000 1.00 1.00 <br />1.00 1.00 1.00 26.49 1,121.15 2900.00 <br />5.35 <br />84.88 290.00 <br />Length = 6.50 ft 2 0.142 0.293 <br />1.00 1.000 1.00 1.00 <br />1.00 1.00 1.00 9.72 411.32 2900.00 <br />2.31 <br />84.88 290.00 <br />Page 15 of 52 <br />