Laserfiche WebLink
Wood Beam <br />LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:6 - F.B. <br />Project File: Member Check.ec6 <br />Project Title: <br />Engineer: <br />Pro ect ID: <br />Project Descr: <br />CODE REFERENCES <br />Calculations per NDS 2018, IBC 2021, ASCE 7-16 <br />Load Combination Set : ASCE 7-16 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling <br />llowable Stress Design <br />iLevel Truss Joist <br />Parallam PSL 2.0E <br />2,900.0 <br />2,900.0 <br />2,900.0 <br />750.0 <br />2,000.0 <br />1,016.54 <br />290.0 <br />2,025.0 45.070 <br />nalysis 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 SCE 7-16 <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 = 0.0150, L = 0.040 ksf, Tributary Width = 8.792 ft, (Floor) <br />Point Load : D = 0.3110, L = 0.7140 k @ 3.083 ft, (F.B. 11) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.504: 1 <br />Load Combination +D+L <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 4.861ft <br />113.82 psi= <br />= <br />2,920.85psi <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+L <br />= <br />= <br />= <br />290.00 psi== <br />Section used for this span 3.5x11.25 <br />Maximum Shear Stress Ratio 0.392 : 1 <br />0.000 ft= <br />= <br />1,471.30psi <br />Maximum Deflection <br />0 <360 <br />554 <br />Ratio =0 <240 <br />Max Downward Transient Deflection 0.167 in 785Ratio = >=360 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.236 in Ratio = >=240 <br />Max Upward Total Deflection 0 in <br />fb: Actual <br />F'b <br />fv: Actual <br />F'v <br />Span: 1 : L Only <br />n/a <br />Span: 1 : +D+L <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 = 10.917 ft 1 0.164 0.128 0.90 1.007 1.001.00 1.00 2.65 431.5 2,628.8 0.88 261.01.00 33.51.00 <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 = 10.917 ft 1 0.504 0.392 1.00 1.007 1.001.00 1.00 9.05 1,471.3 2,920.8 2.99 290.01.00 113.81.00 <br />1.00+D+0.750L 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 10.917 ft 1 0.332 0.259 1.25 1.007 1.001.00 1.00 7.45 1,211.3 3,651.1 2.46 362.51.00 93.71.00 <br />1.00+0.60D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 10.917 ft 1 0.055 0.043 1.60 1.007 1.001.00 1.00 1.59 258.9 4,673.4 0.53 464.01.00 20.11.00 <br />1.00+1.148D 1.007 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 10.917 ft 1 0.106 0.083 1.60 1.007 1.001.00 1.00 3.05 495.5 4,673.4 1.01 464.01.00 38.41.00 <br />15