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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:H1 <br />Project File: 24-459.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 />Douglas Fir-Larch <br />No.1 <br />900.0 <br />900.0 <br />925 <br />625 <br />1600 <br />580 <br />170 <br />675 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, Extent = 0.0 -->> 3.250 ft, Tributary Width = 2.830->1.160 ft, (ROOF) <br />Uniform Load : D = 0.0150, Lr = 0.020 ksf, Extent = 3.250 -->> 4.0 ft, Tributary Width = 8.0 ft, (ROOF) <br />Point Load : D = 0.7550, Lr = 1.006 k @ 3.250 ft, (B1) <br />Point Load : D = 0.1070, Lr = 0.1420 k @ 1.750 ft, (HIP BM) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.594: 1 <br />Load Combination +D+Lr <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.241 ft <br />131.12 psi= <br />= <br />1,462.50 psi <br />4x6Section 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 />212.50 psi== <br />Section used for this span 4x6 <br />Maximum Shear Stress Ratio 0.617 : 1 <br />3.547 ft= <br />= <br />868.30 psi <br />Maximum Deflection <br />0 <240 <br />1143Ratio =0 <180 <br />Max Downward Transient Deflection 0.024 in 2003Ratio =>=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.042 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : Lr Only <br />n/a <br />Span: 1 : +D+Lr <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 0.354 0.367 0.90 1.300 1.001.00 1.00 0.55 372.3 1,053.0 0.72 153.056.2 <br />0.00.0 <br />1 0.594 0.617 1.25 1.300 1.001.00 1.00 1.28 868.3 1,462.5 1.68 212.5131.1 <br />0.00.0 <br />1 0.509 0.529 1.25 1.300 1.001.00 1.00 1.09 744.3 1,462.5 1.44 212.5112.4 <br />0.00.0 <br />16 <br />2201 S Halladay St <br />9/24/2024