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Dibble Engineers,Inc. Project Title: <br /> 1029 Market Street Engineer: <br /> II� Kirkland,WA 98033 Project ID: <br /> (425)828-4200 Project Descr. <br /> DEI <br /> Wood Beam Project File:23-079 charter club.ec6 <br /> LIC#:KW-06014989,Build:20.23.2.14 DIBBLE ENGINEERS INC. (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: RBM1 <br /> CODE REFERENCES <br /> Calculations per NDS 2018,.I6C 2021,CBC 2022,ASCE 7-16 <br /> Load Combination Set: IBC 2021 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 875.0 psi E:Modulus of Elasticity <br /> Load Combination:IBC 2021 Fb- 875.0 psi Ebend-xx 1,300.Oksi <br /> Fc-Prll 600.0 psi Eminbend-xx 470.0ksi <br /> Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi <br /> Wood Grade No.2 Fv 170.0 psi <br /> Ft 425.0 psi Density 31.210pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br /> D(0.07875)Lr(0.105)S(0.13125) D(0.07875)Lr(0.105)S(0.13125) <br /> ( <br /> 4x10 4x10 <br /> Span-8.830 ft Span=5.0 n <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=0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width= 5.250 ft <br /> Load for Span Number 2 <br /> Uniform Load : D=0.0150, Lr=0.020, S =0.0250 ksf, Tributary Width= 5.250 ft <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.54111 Maximum Shear Stress Ratio = 0.262 : 1 <br /> Section used for this span 4x10 Section used for this span 4x10 <br /> fb:Actual = 652.21 psi fv:Actual = 51.19 psi <br /> F'b = 1,207.50psi F'v = 195.50 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 8.830ft Location of maximum on span = 8.090ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.089 in Ratio= 1340-360 Span:2:S Only <br /> Max Upward Transient Deflection -0.002 in Ratio= 51844> 360 Span: 1 :S Only <br /> Max Downward Total Deflection 0.148 in Ratio= 810> 240 Span:2 :+D+S <br /> Max Upward Total Deflection -0.003 in Ratio= 31354> 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 CIF Cfu C i Cr M fb F'b V fv F'v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length=8.830 ft 1 0.273 0.132 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.07 267.8 945.0 0.44 20.2 153.0 <br /> Length=5.0 ft 2 0.273 0.132 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.07 257.8 945.0 0.36 20.2 153.0 <br /> +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=8,830 ft 1 0.437 0.212 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.38 573.3 1,312.5 0.97 45.0 212.5 <br /> Length=5.0 ft 2 0.437 0.212 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.38 573.3 1,312.5 0.81 45.0 212.5 <br /> +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=8.830 ft 1 0.540 0.262 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.71 652.2 1,207.5 1.10 51.2 195.5 <br />