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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 joists 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 L(0.25) D 0.01333 L 0.0 998 S 0.033325 2x6 Span=1.750 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= 1.333 ft, (deck load) Point Load : L=0.250 k @ 0.8750 ft, (IBC 1607.9.2 Bench Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.227. 1 Maximum Shear Stress Ratio = 0.250 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 231.17psi fv:Actual = 30.00 psi F'b = 1,016.60psi F'v = 120.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 0.875ft Location of maximum on span = 1.297 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 8237> 360 Span:1 :L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.003 in Ratio= 7859-180 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 Ratios Moment Values Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C I C r M fb F'b V tv F'v D Only 0.0 0.00 0.0 0.0 Length=1.750 ft 1 0.010 0.011 0.90 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.01 9.0 914.9 0.01 1.1 108.0 +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=1,750 ft 1 0.227 0.250 1.00 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.15 231.2 1,016.6 0.16 30.0 120.0 +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=1.750 ft 1 0.025 0.027 1.15 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.02 29.3 1,169.1 0.02 3.7 138.0 +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=1.750 ft 1 0.138 0.152 1.25 1.00 1.00 1.00 1.300 1.00 0.80 1.15 0.11 175.6 1,270.8 0.13 22.8 150.0 +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