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Wood Beam <br />LIC# : KW-06019339, Build:20.24.02.28 SPS Engineering (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:RBM1 <br />SPS Engineering <br />15445 Ventura Blvd #63 <br />Sherman Oaks Ca, 91403 <br />818 747 7269 <br />Project File: 15TH ST.ec6 <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 />iLevel Truss Joist <br />Parallam PSL 2.2E <br />2,900.0 <br />2,900.0 <br />2,900.0 <br />750.0 <br />2,200.0 <br />1,118.19 <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 :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 />Loads on all spans... <br />Uniform Load on ALL spans : D = 0.20, L = 0.20 k/ft <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.497: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 8.204 ft <br />87.85 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 0.303 : 1 <br />15.394 ft= <br />= <br />1,418.24 psi <br />Maximum Deflection <br />662 >=360 <br />522 <br />Ratio =330 >=240 <br />Max Downward Transient Deflection 0.189 in 1045Ratio =>=360 <br />Max Upward Transient Deflection -0.036 in Ratio = <br />Max Downward Total Deflection 0.379 in Ratio =>=240 <br />Max Upward Total Deflection -0.072 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : L Only <br />Span: 2 : L Only <br />Span: 1 : +D+L <br />Span: 2 : +D+L <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 = 16.50 ft 1 0.276 0.168 0.90 0.983 1.001.00 1.00 6.76 709.1 2,565.7 1.43 261.01.00 43.91.00 <br />1.00Length = 1.0 ft 2 0.004 0.168 0.90 0.983 1.001.00 1.00 0.10 10.5 2,565.7 0.20 261.01.00 43.91.00 <br />1.00+D+L 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.50 ft 1 0.497 0.303 1.00 0.983 1.001.00 1.00 13.51 1,418.2 2,850.8 2.87 290.01.00 87.81.00 <br />1.00Length = 1.0 ft 2 0.007 0.303 1.00 0.983 1.001.00 1.00 0.20 21.0 2,850.8 0.40 290.01.00 87.81.00 <br />1.00+D+0.750L 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.50 ft 1 0.348 0.212 1.25 0.983 1.001.00 1.00 11.82 1,241.0 3,563.5 2.51 362.51.00 76.91.00 <br />1.00Length = 1.0 ft 2 0.005 0.212 1.25 0.983 1.001.00 1.00 0.18 18.4 3,563.5 0.35 362.51.00 76.91.00 <br />1806 W 15th St & <br />Unit #25/1/2025