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Project Title: <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Wood Beam Project File:CMS Everett.ec6 <br /> LIC#:KW-06014122,Build:20.23.04.05 PCS STRUCTURAL SOLUTIONS (c)ENERCALC INC 1983-2023 <br /> DESCRIPTION: RB3 <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018,CBC 2019,ASCE 7-16 <br /> Load Combination Set : IBC 2021 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity <br /> Load Combination •IBC 2021 Fb- 1850 psi Ebend-xx 1800 ksi <br /> Fc-PrIl 1650 psi Eminbend-xx 950 ksi <br /> Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi <br /> Wood Grade : 24F-V4 Fv 265 psi Eminbend-yy 850 ksi <br /> Ft 1100 psi Density 31.21 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> '`, 5.125x9 ,, , <br /> Span=5.oft <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 =4.70, S = 5.20 k @ 2.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = u /41: 1 Maximum Shear Stress Ratio = 0.636 : 1 <br /> Section used for this span 5.125x9 Section used for this span 5.125x9 <br /> fb:Actual = 2,060.68 psi fv:Actual = 193.74 psi <br /> F'b = 2,760.00psi F'v = 304.75 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 2.007ft Location of maximum on span = 0.000 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.040 in Ratio= 1506>=360 Span: 1 :S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.076 in Ratio= 788>=240 Span: 1 : +D+S <br /> Max Upward Total Deflection 0 in Ratio= 0<240 n/a <br /> Maximum Forces & Stresses for Load Combinations <br /> Load Combination Max Stress Ratios Moment Values Shear Values <br /> Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length=5.0 ft 1 0.454 0.387 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.66 981.0 2,160.0 2.84 92.3 238.5 <br /> +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=5.0 ft 1 0.747 0.636 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 11.88 2,060.7 2,760.0 5.96 193.7 304.8 <br /> +D+0.7505 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=5.0 ft 1 0.649 0.553 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 10.32 1,790.8 2,760.0 5.18 168.4 304.8 <br /> +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=5.0 ft 1 0.153 0.131 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 3.39 588.6 3,840.0 1.70 55.4 424.0 <br />