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( ,b Dibble Engineers,Inc. Project Title: <br /> t 1029 Market Street Engineer: <br /> Kirkland,WA 98033 Project ID: <br /> (425)8284200 Project Descr: <br /> DEI <br /> Wood Beam Project File:23-079 Charter Club.ec-6 <br /> LIC#:KW-06014989,Build:20.23.2.14 DIBBLE ENGINEERS INC. (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: BM4 <br /> CODE REFERENCES <br /> Calculations per NDS 2018,.I11C 2021,C80 2024 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 DFIDF 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(0.2175)Lr(0.29)S(0.3625) <br /> 5.5x10.5 <br /> Span=12.50 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= 14.50 ft, (Roof) <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.49R 1 Maximum Shear Stress Ratio = 0.272 : 1 <br /> Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 <br /> fb:Actual = 1,374.11 psi fv:Actual = 82.85 psi <br /> F'b = 2,760.00psi Fv = 304.75psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 6.250ft Location of maximum on span = 11.633ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.210 in Ratio= 715> 360 Span: 1 :S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.343 in Ratio= 437> 240 Span:1 :+D+S <br /> Max Upward Total Deflection 0 in Ratio= 0<240 nla <br /> Maximum Forces & Stresses for Load Combinations <br /> Load Combination max Stress a los omen Values bhear Va ues <br /> Segment Length Span# M V CD CM Ct CLx Cy 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=12.50 ft 1 0.247 0.135 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.49 533.4 2,160.0 1.24 32.2 238.5 <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=12.50 ft 1 0.402 0.220 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 10.16 1,206.0 3,000.0 2.80 72.7 331.3 <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=12.50 It 1 0.498 0.272 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 11.57 1,374.1 2,760.0 3.19 82.8 304.8 <br /> +D+0.75OLr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=12.50 ft 1 0.346 0.189 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 8.74 1,037.8 3,000.0 2.41 62.6 331.3 <br /> +D+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=12.50 ft 1 0.422 0.230 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 9.80 1,163.9 2,760.0 2.70 70.2 304.8 <br />