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Dibble Engineers, Inc. Project Title: <br /> 1029 Market Street,Suite 200 Engineer: <br /> Kirkland,WA 98033 Project ID: <br /> T:(425)828-4200 Project Descr: <br /> www.dibbleengineers.com <br /> Wood Beam Project File:23-079 charter club.ec6 <br /> LIC#:KW-06014989,Build:20.23.08.30 DIBBLE ENGINEERS INC. (c)ENERCALC INC 1983-2023 <br /> DESCRIPTION: BM1 <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2021,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.Oksi <br /> Fe-Prll 1,650.0 psi Eminbend-xx 950.Oksi <br /> Wood Species DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi <br /> Wood Grade 24F-V4 Fv 265.0 psi Eminbend-yy 850.Oksi <br /> Ft 1,100.0 psi Density 31.210pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br /> D(2.703)Lr(3.804)S(4.505) <br /> D 0.071 5 Lr 0.095 S 0.11875 <br /> 5.503.5 <br /> Span=13.50 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loading <br /> Uniform Load : D = 0.0150, Lr=0.020, S=0.0250 ksf, Tributary Width=4.750 ft,(Upper Roof) <br /> Point Load : D=2.703, Lr=3.604, S=4.505 k @ 6.0 ft, (RIDGE) <br /> DESIGN SUMMARY ___ _ �' • <br /> Maximum Bending Stress Ratio = 0.745 1 Maximum Shear Stress Ratio = 0.343 : 1 <br /> Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 <br /> fb:Actual = 2,056.50psi fv:Actual = 104.49 psi <br /> F'b = 2,760.00psi FV = 304.75 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 6.011 ft Location of maximum on span = 0.000ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.238 in Ratio= 679> 360 Span: 1 :S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.387 in Ratio= 418-240 Span:1 :+D+S <br /> Max Upward Total Deflection 0 in Ratio= 0<240 n/a <br /> Maximum Forces & Stresses for Load Combinations <br /> Load Combination Max btreSS Katios Moment Values Shear a ues <br /> Segment Length Span# M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V tv F v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length=13.451 It 1 0.365 0.169 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 10.96 787.4 2,160.0 2.00 40.3 238.5 <br /> Length=0.04927 It 1 0.003 0.169 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.09 6.3 2,160.0 1.70 40.3 238.5 <br /> +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 13.451 ft 1 0.601 0.277 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 25.10 1,802.7 3,000.0 4.54 91.7 331.3 <br /> Length=0.04927 ft 1 0.005 0.277 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.20 14.3 3,000.0 3.84 91.7 331.3 <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=13.451 ft 1 0.745 0.343 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 28.63 2,056.5 2,760.0 5.17 104.5 304.8 <br /> Length=0.04927 ft 1 0.006 0.343 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.23 16.2 2,760.0 4.37 104.5 304.8 <br /> 11 1 1 <br />