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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: RB1: Existing 5.25x19.5 Glulam with pinned end <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+ 2,400.0 psi E:Modulus of Elasticity <br /> Load Combination:IBC 2021 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi <br /> Fc-Pill 1,650.0 psi Eminbend-xx 950.0 ksi <br /> Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi <br /> Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi <br /> Ft 1,100.0 psi Density 31.210pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D(0.16)S(02) D(0 16)S(0 2: <br /> , b b 8 3 b , <br /> • <br /> 5.125x19.5 5.125x19.5 <br /> Allk <br /> Span=10.0 ft Span=25.0 ft <br /> Applied Loads Service loads entered. Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loading <br /> Load for Span Number 1 <br /> Uniform Load : D =0.020, S=0.0250 ksf, Tributary Width =8.0 ft <br /> Load for Span Number 2 <br /> Uniform Load : D =0.020, S=0.0250 ksf, Tributary Width = 8.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.420: 1 Maximum Shear Stress Ratio = 0.251 : 1 <br /> Section used for this span 5.125x19.5 Section used for this span 5.125x19.5 <br /> fb:Actual = 837.24psi fv:Actual = 76.41 psi <br /> F'b = 1,991.65psi F'v = 304.75 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 0.000ft Location of maximum on span = 10.000 ft <br /> Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.171 in Ratio= 1756>=360 Span:2 :S Only <br /> Max Upward Transient Deflection -0.016 in Ratio= 7671>=360 Span: 1 :S Only <br /> Max Downward Total Deflection 0.326 in Ratio= 920>=240 Span:2: +D+S <br /> Max Upward Total Deflection -0.030 in Ratio= 4019>=240 Span: 1 : +D+S <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= 10.0 ft 1 0.239 0.152 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 10.79 398.5 1,665.0 2.42 36.4 238.5 <br /> Length=25.0 ft 2 0.256 0.152 0.90 1.00 1.00 1.00 0.936 1.00 1.00 1.00 10.79 398.5 1,558.7 2.42 36.4 238.5 <br /> +D+S 1.00 1.00 1.00 0.936 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 10.0 ft 1 0.394 0.251 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 22.66 837.2 2,127.5 5.09 76.4 304.8 <br /> Length=25.0 ft 2 0.420 0.251 1.15 1.00 1.00 1.00 0.936 1.00 1.00 1.00 22.66 837.2 1,991.6 5.09 76.4 304.8 <br /> +D+0.7505 1.00 1.00 1.00 0.936 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 10.0 ft 1 0.342 0.218 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 19.69 727.6 2,127.5 4.42 66.4 304.8 <br />