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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:(E)H1 <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 <br />Allowable Stress Design <br />iLevel Truss Joist <br />Parallam PSL 2.0E <br />2,900.0 <br />2,900.0 <br />2,900.0 <br />750.0 <br />2,000.0 <br />1,016.54 <br />290.0 <br />2,025.0 45.070 <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 />Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.250 ft, (FLOOR) <br />Uniform Load : D = 0.0160 ksf, Tributary Width = 1.0 ft, (WALL) <br />Point Load : D = 5.564, Lr = 0.8840, L = 7.294 k @ 1.0 ft, (B11) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.488: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.359 ft <br />54.13 psi= <br />= <br />2,850.80 psi <br />3.5x14.0Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+L <br />= <br />= <br />= <br />290.00 psi== <br />Section used for this span 3.5x14.0 <br />Maximum Shear Stress Ratio 0.187 : 1 <br />15.039 ft= <br />= <br />1,391.29 psi <br />Maximum Deflection <br />0 <360 <br />530Ratio =0 <240 <br />Max Downward Transient Deflection 0.218 in 890Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.366 in Ratio =>=240 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : L Only <br />n/a <br />Span: 1 : +D+L <br />n/a <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 0.229 0.081 0.90 0.983 1.001.00 1.00 5.60 587.5 2,565.7 0.69 261.021.1 <br />0.00.0 <br />1 0.488 0.187 1.00 0.983 1.001.00 1.00 13.26 1,391.3 2,850.8 1.77 290.054.1 <br />0.00.0 <br />1 0.189 0.063 1.25 0.983 1.001.00 1.00 6.43 674.4 3,563.5 0.75 362.522.8 <br />0.00.0 <br />1 0.351 0.130 1.25 0.983 1.001.00 1.00 11.91 1,250.1 3,563.5 1.54 362.547.1 <br />0.00.0 <br />75