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Wood Beam <br />LIC# : KW-06014654, Build:20.23.10.31 Elevated Design & Consulting (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RB-4 <br />Project File: 2517 W Huckleberry Rd.ec6 <br />Project Title:2517 W Huckleberry Rd #2 <br />Engineer:CD <br />Project ID: <br />Project Descr:Detached ADU <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : IBC 2021 <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 />875.0 <br />875.0 <br />600.0 <br />625.0 <br />1,300.0 <br />470.0 <br />170.0 <br />425.0 31.210 <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 calculated and added to loading <br />Uniform Load : D = 0.0140, Lr = 0.020 ksf, Tributary Width = 5.750 ft, (ROOF) <br />Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 4.750 ft, (CEILING) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.296: 1 <br />Load Combination +D+0.750Lr+0.750L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 2.250 ft <br />34.43 psi= <br />= <br />1,421.88 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+0.750Lr+0.750L <br />= <br />= <br />= <br />212.50 psi== <br />Section used for this span 4x6 <br />Maximum Shear Stress Ratio 0.162 : 1 <br />4.057 ft= <br />= <br />420.96 psi <br />Maximum Deflection <br />0 <360 <br />1501 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.017 in 3191Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.036 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+0.750Lr+0.750L <br />n/a <br />.Maximum Forces & Stresses for Load Combinations <br />Span # <br />Moment ValuesLoad Combination <br />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 />1.00Length = 4.50 ft 1 0.206 0.113 0.90 1.300 1.001.00 1.00 0.31 211.2 1,023.8 0.22 153.01.00 17.31.00 <br />1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 4.50 ft 1 0.258 0.141 1.00 1.300 1.001.00 1.00 0.43 292.9 1,137.5 0.31 170.01.00 24.01.00 <br />1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 4.50 ft 1 0.288 0.157 1.25 1.300 1.001.00 1.00 0.60 409.1 1,421.9 0.43 212.51.00 33.51.00 <br />1.00+D+0.750Lr+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 4.50 ft 1 0.296 0.162 1.25 1.300 1.001.00 1.00 0.62 421.0 1,421.9 0.44 212.51.00 34.41.00 <br />1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />Page 15