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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: Bench Beam 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 525.0 psi Density 26.840pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase L(0 25) DO.01 L0. 6 S0.025 4x6 Span=5.50 ft r � 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=0.060, S=0.0250 ksf, Tributary Width= 1.0 ft, (deck load) Point Load : L=0.250 k @ 2.750 ft, (IBC 1607.9.2 Bench load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.41ft 1 Maximum Shear Stress Ratio = 0.191 : 1 Section used for this span 4x6 Section used for this span 40 fb:Actual = 422.99psi fv:Actual = 22.98 psi F'b = 1,016.60psi F'v = 120.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.750ft Location of maximum on span = 5.058ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.046 in Ratio= 1439> 360 Span: 1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.051 in Ratio= 1305-180 Span:1 :+D+L Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces & Stresses for Load Combinations Load Combination max Stress a ios omen Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C I Cr M lb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length=5.50 ft 1 0.038 0.023 0.90 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.05 34.9 914.9 0.03 2.4 108.0 +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=5.50 ft 1 0.416 0.191 1.00 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.62 423.0 1,016.6 0.29 23.0 120.0 +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=5.50 ft 1 0.085 0.050 1.15 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.15 99.2 1,169.1 0.09 6.9 138.0 +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=5.50 ft 1 0.257 0.119 1.25 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.48 326.0 1,270.8 0.23 17.8 150.0 +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 1 1 I i I I