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Wood Beam <br />LIC# : KW-06017805, Build:20.23.2.14 MS CONSULTING ENGINEERS (c) ENERCALC INC 1983-2022 <br />DESCRIPTION:NEW 2-2x6 <br />Project File: BM.ec6 <br />Project Title: <br />Engineer: <br />CODE REFERENCES <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <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 :IBC 2021 <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, Lr = 0.020 ksf, Tributary Width = 2.0 ft <br />Point Load : D = 0.60 k @ 3.0 ft, (HVAC WT. =) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.780: 1 <br />Load Combination D Only <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 3.000 ft <br />34.26 psi= <br />= <br />1,053.00 psi <br />2-2x6Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination D Only <br />= <br />= <br />= <br />162.00 psi== <br />Section used for this span 2-2x6 <br />Maximum Shear Stress Ratio 0.211 : 1 <br />0.000 ft= <br />= <br />821.16 psi <br />Maximum Deflection <br />0 <360 <br />710 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.018 in 4084Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.101 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 #F <br />Max Stress Ratios <br />fbM fvF'b V F'vSegment Length Cfu <br />D Only 0.0 0.00 0.00.0 <br />1 0.780 0.211 0.90 1.300 1.001.00 1.00 1.04 821.2 1,053.0 0.38 162.034.3 <br />0.00.0 <br />1 0.659 0.194 1.25 1.300 1.001.00 1.00 1.22 964.0 1,462.5 0.48 225.043.6 <br />0.00.0 <br />1 0.635 0.183 1.25 1.300 1.001.00 1.00 1.17 928.3 1,462.5 0.45 225.041.2 <br />0.00.0 <br />1 0.263 0.071 1.60 1.300 1.001.00 1.00 0.62 492.7 1,872.0 0.23 288.020.6 <br />Calculations per NDS 2018, IBC 2021, CBC 2022, ASCE 7-16 <br />Load Combination Set : IBC 2021 <br />3 <br />100 N Harbor Blvd #C-3 - <br />101118438, 20182225, <br />30146961, 4013888710/31/2024