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• <br /> • 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: RB2: 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 1,800.0ksi <br /> Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi <br /> Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi <br /> Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi <br /> Ft 1,100.Opsi Density 31.210pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> ____ D(0.16)S(0.2) D(0.16)S(0.2) _ D(0.1 S(0.2) <br /> <, b b b b b b b b 6)b b b <br /> A5.125x19.5 }�R'j 5.125x19.541k, 5.125x19.5 <br /> Span-16.0 ft Span=16.0 ft Span=7.0 ft <br /> I. � . <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 /> Load for Span Number 3 <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 = U.11a 1 Maximum Shear Stress Ratio = 0.150 : 1 <br /> Section used for this span 5.125x19.5 Section used for this span 5.125x19.5 <br /> fb:Actual = 364.86psi fv:Actual = 45.85 psi <br /> F'b = 2,082.54psi F'v = 304.75 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 16.000ft Location of maximum on span = 14.387ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.030 in Ratio= 5524>=360 Span:3: S Only <br /> Max Upward Transient Deflection -0.002 in Ratio= 118754>=360 Span:2 : S Only <br /> Max Downward Total Deflection 0.058 in Ratio= 2894>=240 Span:3 : +D+S <br /> Max Upward Total Deflection -0.003 in Ratio= 62230>=240 Span:2: +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= 16.0 ft 1 0.107 0.092 0.90 1.00 1.00 1.00 0.979 1.00 1.00 1.00 4.70 173.7 1,629.8 1.45 21.8 238.5 <br /> Length= 16.0 ft 2 0.107 0.092 0.90 1.00 1.00 1.00 0.979 1.00 1.00 1.00 4.70 173.7 1,629.8 1.18 21.8 238.5 <br /> Length=7.0 ft 3 0.099 0.092 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.45 164.4 1,665.0 0.98 21.8 238.5 <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= 16.0 ft 1 0.175 0.150 1.15 1.00 1.00 1.00 0.979 1.00 1.00 1.00 9.88 364.9 2,082.5 3.05 45.8 304.8 <br />