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Wood Beam <br />LIC# : KW-06017527, Build:20.23.2.14 HOLMES STRUCTURES (c) ENERCALC INC 1983-2022 <br />DESCRIPTION:RJ-4 <br />Project File: Cypress_Gravity.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <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 />Beam Bracing :Completely Unbraced Repetitive Member Stress Increase <br />Allowable Stress Design <br />iLevel Truss Joist <br />MicroLam LVL 2.0 E <br />2,600.0 <br />2,600.0 <br />2,510.0 <br />750.0 <br />2,000.0 <br />1,016.54 <br />285.0 <br />1,555.0 42.010 <br />Analysis Method : <br />Eminbend - xx ksi <br />Wood Species : <br />Wood Grade : <br />Fb + <br />psi <br />psi <br />Fv psi <br />Fb - <br />Ft psi <br />Fc - Prll psi <br />psiFc - Perp <br />E : Modulus of Elasticity <br />Ebend- xx ksi <br />Density pcf <br />Load Combination :ASCE 7-16 <br />.Applied Loads Service loads entered. Load Factors will be applied for calculations. <br />Beam self weight calculated and added to loading <br />Load for Span Number 1 <br />Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (A1) <br />Uniform Load : W = -0.0340 ksf, Extent = 0.0 -->> 9.50 ft, Tributary Width = 2.0 ft, (Zone 3 C&C Pressure) <br />Uniform Load : W = -0.0280 ksf, Extent = 9.50 -->> 15.0 ft, Tributary Width = 2.0 ft, (Zone 1 C&C Pressure) <br />Load for Span Number 2 <br />Uniform Load : D = 0.0230, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (A1) <br />Uniform Load : W = -0.00280 ksf, Tributary Width = 2.0 ft, (Zone 1 C&C Pressure) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.533: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 15.000 ft <br />44.69 psi= <br />= <br />783.45 psi <br />1.75x14Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+Lr <br />= <br />= <br />= <br />356.25 psi== <br />Section used for this span 1.75x14 <br />Maximum Shear Stress Ratio 0.125 : 1 <br />13.911 ft= <br />= <br />417.94 psi <br />Maximum Deflection <br />3337 >=240 <br />1895 <br />Ratio =8241 >=180 <br />Max Downward Transient Deflection 0.032 in 5674Ratio =>=240 <br />Max Upward Transient Deflection -0.054 in Ratio = <br />Max Downward Total Deflection 0.095 in Ratio =>=180 <br />Max Upward Total Deflection -0.009 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 2 : W Only <br />Span: 2 : Lr Only <br />Span: 2 : +0.60D+0.60W <br />Span: 2 : +1.50D+Lr <br />. <br />Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl <br />Overall Maximum Deflections <br />+1.50D+Lr 1 0.0949 6.788 0.0000 0.000 <br />+1.50D+Lr20.0000 6.788 -0.0087 2.313 <br />. <br />Load Combination Support 1 Support 2 Support 3 <br />Vertical Reactions Support notation : Far left is #1 Values in KIPS <br />Max Upward from all Load Conditions 0.566 1.443 0.198 <br />Max Upward from Load Combinations 0.566 1.443 0.101 <br />Max Upward from Load Cases 0.323 0.823 0.198 <br />42