Laserfiche WebLink
Wood Beam <br />LIC# : KW-06012305, Build:20.23.12.05 ES ENGINEERING SOLUTIONS LLC (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:BM-3_Calculations <br />Project File: 282023_Santa Ana.ec6 <br />Project Title: <br />Engineer: <br />Project Descr: <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 />2900 <br />2900 <br />2900 <br />750 <br />2200 <br />1118.19 <br />290 <br />2025 45.07 <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 />Point Load : D = 1.10, Lr = 0.80, L = 0.40 k @ 3.750 ft, (Roof Load) <br />Point Load : D = 2.10, Lr = 1.60, L = 0.80 k @ 12.250 ft, (Roof Load) <br />Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof Load) <br />Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 2.0 ft, (Ceiling Load) <br />.DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.687: 1 <br />Load Combination +D+0.750Lr+0.750L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 12.146ft <br />160.50 psi= <br />= <br />3,651.06psi <br />3.5x11.25Section 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 />362.50 psi== <br />Section used for this span 3.5x11.25 <br />Maximum Shear Stress Ratio 0.443 : 1 <br />15.066 ft= <br />= <br />2,506.48psi <br />Maximum Deflection <br />0 <360 <br />240 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.319 in 601Ratio =>=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.799 in Ratio =>=180 <br />Max Upward Total Deflection 0 in <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 = 16.0 ft 1 0.522 0.337 0.90 1.007 1.001.00 1.00 8.44 1,371.0 2,628.8 2.31 261.01.00 87.81.00 <br />1.00+D+L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.642 0.414 1.00 1.007 1.001.00 1.00 11.54 1,875.4 2,920.8 3.15 290.01.00 120.11.00 <br />1.00+D+Lr 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.652 0.420 1.25 1.007 1.001.00 1.00 14.64 2,380.2 3,651.1 4.00 362.51.00 152.41.00 <br />1.00+D+0.750Lr+0.750L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 16.0 ft 1 0.687 0.443 1.25 1.007 1.001.00 1.00 15.42 2,506.5 3,651.1 4.21 362.51.00 160.51.00