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Dibble Engineers, Inc. Project Title: <br /> 1029 Market Street Engineer: <br /> 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:20.23.04.05 DIBBLE ENGINEERS INC. (o)ENERCALC INC 1983-2023 <br /> DESCRIPTION: RBM2 <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+ 1,350.0 psi E:Modulus of Elasticity <br /> Load Combination : IBC 2021 Fb- 1,350.0 psi Ebend-xx 1,600.Oksi <br /> Fc-Prll 925.0 psi Eminbend-xx 580.Oksi <br /> Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi <br /> Wood Grade No.1 Fv 170,0 psi <br /> Ft 675.0psi Density 31.210pcf <br /> Beam Bracing Completely Unbraced <br /> -- 1)(0.93)Lr(1.137)S(1.422) <br /> D 0.03 Lr(0.04)S(0.05) <br /> i <br /> 600 <br /> L Span=10.250 it <br /> r � <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 = 2.0 ft <br /> Point Load : D =0.930, Lr= 1.137, S = 1.422 k @ 5.125 ft <br /> DESIGN SUMMARY • <br /> (Maximum Bending Stress Ratio = 0.682 1 Maximum Shear Stress Ratio = 0.231 : 1 <br /> Section used for this span 6x10 Section used for this span 6x10 <br /> fb:Actual = 1,048.19psi fv:Actual = 45.14 psi <br /> F'b = 1,537.97psi F'v = 195.50 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 5.125ft 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 0.108 in Ratio= 1138>=360 Span: 1 : S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.182 in Ratio= 675>=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 Ratio-s Moment Values Shear Values <br /> Segment Length Span# M V CD CM Ct CLx CF Cfu C i C r M fb F'b V fv F'v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length= 10.250 ft 1 0.352 0.121 0.90 1.00 1.00 0.99 1,000 1.00 1.00 1.00 2.93 424.4 1,206.4 0.64 18.5 153.0 <br /> +D+Lr 1.00 1.00 0.99 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 10.250 ft 1 0.553 0.187 1.25 1.00 1.00 0.99 1.000 1.00 1.00 1.00 6.36 923.2 1,670.1 1.39 39.8 212.5 <br /> +D+S 1.00 1.00 0.99 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 10.250 ft 1 0.682 0.231 1.15 1.00 1.00 0.99 1.000 1.00 1.00 1.00 7.23 1,048.2 1,538.0 1.57 45A 195.5 <br /> +D+0.750Lr 1.00 1.00 0.99 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length= 10.250 ft 1 0.478 0.162 1.25 1.00 1.00 0.99 1.000 1.00 1.00 1.00 5.50 798.5 1,670.1 1.20 34.5 212.5 <br /> +D+0.750S 1.00 1.00 0.99 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br />