Laserfiche WebLink
Wood Beam <br />LIC# : KW-06019842, Build:20.24.08.01 Structural Engineering Consultants (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:FLOOR BEAM: 1B1 <br />Project File: Design Check_2 Story.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 : IBC 2021 <br />Material Properties <br />Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <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 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 = 0.0120, Lr = 0.020 ksf, Tributary Width = 3.50 ft, (ROOF) <br />Uniform Load : D = 0.0070 , Tributary Width = 1.0 ft, (CEILING (2nd Floor)) <br />Uniform Load : D = 0.0150, L = 0.040 , Tributary Width = 1.0 ft, (FLOOR) <br />Point Load : W = 1.50, E = 4.20 k @ 4.670 ft, (SHEAR WALL (W, 2E)) <br />Point Load : W = 1.50, E = 4.20 k @ 8.50 ft, (SHEAR WALL (W, 2E)) <br />DESIGN SUMMARY Design OK <br />Maximum Bending Stress Ratio 0.469: 1 <br />Load Combination +D+0.70E <br />Span # where maximum occurs Span # 1 <br />Location of maximum on span 6.867ft <br />122.47 psi= <br />= <br />4,831.21psi <br />3.5x11.875Section used for this span <br />Span # where maximum occurs <br />Location of maximum on span <br />Span # 1= <br />Load Combination +D+0.70E <br />= <br />= <br />= <br />464.00 psi== <br />Section used for this span 3.5x11.875 <br />Maximum Shear Stress Ratio 0.264 : 1 <br />0.000 ft= <br />= <br />2,266.90psi <br />Maximum Deflection <br />247 <br /><240 <br />315 <br />Ratio =0 <180 <br />Max Downward Transient Deflection 0.642 in <br />0 <br />Ratio = >=240 <br />Max Upward Transient Deflection 0 in Ratio = <br />Max Downward Total Deflection 0.505 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 : E Only <br />n/a <br />Span: 1 : +D+0.70E <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 = 13.250 ft 1 0.091 0.060 0.90 1.001 1.041.00 1.00 1.69 246.5 2,717.6 0.44 261.01.00 15.71.00 <br />1.00+D+L 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 13.250 ft 1 0.124 0.082 1.00 1.001 1.041.00 1.00 2.57 374.6 3,019.5 0.66 290.01.00 23.91.00 <br />1.00+D+Lr 1.001 1.041.00 1.00 0.0 0.00 0.01.00 0.01.00 <br />1.00Length = 13.250 ft 1 0.125 0.083 1.25 1.001 1.041.00 1.00 3.23 470.6 3,774.4 0.83 362.51.00 30.01.00 <br />Pa e 11 of 39