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Wood Beam <br />LIC# : KW-06017148, Build:20.23.10.31 CASTILLO ENGINEERING INC.(c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RJ3 <br />Project File: 24-181.ec6 <br />Project Title:Engineer: <br />CODE REFERENCES <br />Calculations per NDS 2024, IBC 2024, ASCE 7-22 <br />Load Combination Set : ASCE 7-22 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br />Allowable Stress Design <br />Douglas Fir-Larch <br />No.2 <br />900 <br />900 <br />1350 <br />625 <br />1600 <br />580 <br />180 <br />575 31.21 <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 7-22 <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, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF) <br />Load for Span Number 2 <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (ROOF) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.341: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.959 ft <br />36.96 psi= <br />= <br />1,681.88 psi <br />2x6Section 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 />225.00 psi== <br />Section used for this span 2x6 <br />Maximum Shear Stress Ratio 0.164 : 1 <br />8.310 ft= <br />= <br />574.14 psi <br />Maximum Deflection <br />1214 >=240 <br />737Ratio =694 >=180 <br />Max Downward Transient Deflection 0.081 in 1290Ratio =>=240 <br />Max Upward Transient Deflection -0.054 in Ratio = <br />Max Downward Total Deflection 0.142 in Ratio =>=180 <br />Max Upward Total Deflection -0.095 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : Lr Only <br />Span: 2 : Lr Only <br />Span: 1 : +D+Lr <br />Span: 2 : +D+Lr <br />.Maximum Forces & Stresses for Load Combinations <br />Span #C iCLx CCCMCF rt <br />Shear ValuesMax Stress Ratios <br />M CDV fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1 0.203 0.098 0.90 1.300 1.151.00 1.00 0.16 246.1 1,211.0 0.09 162.015.8 <br />2 0.099 0.098 0.90 1.300 1.151.00 1.00 0.08 119.7 1,211.0 0.05 162.015.8 <br />0.00.0 <br />1 0.341 0.164 1.25 1.300 1.151.00 1.00 0.36 574.1 1,681.9 0.20 225.037.0 <br />2 0.166 0.164 1.25 1.300 1.151.00 1.00 0.18 279.3 1,681.9 0.11 225.037.0 <br />0.00.0 <br />1 0.293 0.141 1.25 1.300 1.151.00 1.00 0.31 492.1 1,681.9 0.17 225.031.7 <br />18