Laserfiche WebLink
Dibble Engineers, Inc. Project Title: <br /> 1029 Market Street Engineer: <br /> Kirkland,WA 98033 Project ID: <br /> r 11. (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: BM2 <br /> CODE REFERENCES <br /> Calculations per NDS 2018,.IBC 2021,CBC 2022,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 /> Fc-Prll 1,650.0 psi Eminbend-xx 950.Oksi <br /> Wood Species DF/DF Fe-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(0.33)Lr(0.44)S(0.55) <br /> 5.5x15 <br /> fSpan=16.330 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=22.0 ft, (Upper Roof) <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.634 1 Maximum Shear Stress Ratio 0.374 : 1 <br /> Section used for this span 5.5x15 Section used for this span 5.5x15 <br /> fb:Actual = 1,741.36psi fv:Actual = 113.84 psi <br /> F'b = 2,748.37psi F'v = 304.75 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 8.165ft Location of maximum on span = 15.138ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.318 in Ratio= 616-360 Span: 1 :S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.519 in Ratio= 377-240 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 Stress a Ios omen Values ear Values <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=16.330 ft 1 0.314 0.185 0.90 1.00 1.00 1.00 0.996 1.00 1.00 1.00 11.60 674.7 2,150.9 2.43 44.1 238.5 <br /> +D+Lr 1.00 1.00 1.00 0.996 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=16,330 ft 1 0.511 0.302 1.25 1.00 1.00 1.00 0.996 1.00 1.00 1.00 26.26 1,528.0 2,987.4 5.49 99.9 331.3 <br /> +D+S 1.00 1.00 1.00 0.996 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=16.330 ft 1 0.634 0.374 1.15 1.00 1.00 1.00 0.996 1.00 1.00 1.00 29.93 1,741.4 2,748.4 6.26 113.8 304.8 <br /> +D+0.75OLr 1.00 1.00 1.00 0.996 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=16.330 ft 1 0.440 0.259 1.25 1.00 1.00 1.00 0.996 1.00 1.00 1.00 22.60 1,314.7 2,987.4 4.73 85.9 331.3 <br /> +D+0.750S 1.00 1.00 1.00 0.996 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=16.330 ft 1 0.537 0.316 1.15 1.00 1.00 1.00 0.996 1.00 1.00 1.00 25.35 1,474.7 2,748.4 5.30 96.4 304.8 <br />