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Dibble Engineers, Inc. Project Title: 1029 Market Street,Suite 200 Engineer: Kirkland,WA 98033 Project ID: T:(425)828-4200 Project Descr: www.dibbleengineers.com Wood Beam Project File:23-079 charter club.ec6 LIC#:KW-06014989,Build:20.23.08.30 DIBBLE ENGINEERS INC. (c)ENERCALC INC 1983-2023 DESCRIPTION: Typ joist CODE REFERENCES Calculations per NDS 2018, IBC 2021,ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination:IBC 2021 Fb- 850.0 psi Ebend-xx 1,300.Oksi Fe-Prll 1,300.0 psi Eminbend-xx 470.Oksi Wood Species Hem-Fir Fc-Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0.01333)L(0.1333)S(0.033325) 2x6 1 Span=5.0 ft T1T Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.010, L=0.10, S=0.0250 ksf, Tributary Width= 1.333 ft,(Deck load) DESIGN SUMMARY 114INTUR Maximum Bending Stress Ratio = 0.723 1 Maximum Shear Stress Ratio = 0.459 : 1 Section used for this span 2x6 Section used for this span 20 fb:Actual = 734.72psi fv:Actual = 55.06 psi F'b = 1,016.60psi Fv = 120.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.073 in Ratio= 817>=360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 nla Max Downward Total Deflection 0.082 in Ratio= 735>=180 Span:1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces & Stresses for Load Combinations Load Combination max ress a os omen Values ear a ues Segment Length Span# M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V tv F'v D Only 0.0 0.00 0.0 0.0 Length=5.0 ft 1 0.081 0.051 0.90 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.05 73.7 914.9 0.03 5.5 108.0 +D+L 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length=5.0 it 1 0.723 0.459 1.00 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.46 734.7 1,016.6 0.30 55.1 120.0 +D+S 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length=5.0 ft 1 0.204 0.130 1.15 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.15 239.0 1,169.1 0.10 17.9 138.0 +D+0.750L 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length=5.0 ft 1 0.448 0.285 1.25 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.36 569.5 1,270.8 0.23 42.7 150.0 +D+0.750L+0.750S 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.0 0.00 0.0 0.0 Length=5.0 ft 1 0.593 0.377 1.15 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.44 693.4 1,169.1 0.29 52.0 138.0