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Dibble Engineers, Inc. Project Title: <br /> 1029 Market Street Engineer: <br /> Kirkland,WA 98033 Project ID: <br /> (r , (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. (c)ENERCALC INC 1983-2023 <br /> DESCRIPTION: BM5 <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+ 875 psi E:Modulus of Elasticity <br /> Load Combination:IBC 2021 Fb- 875 psi Ebend-xx 1300ksi <br /> Fc-Prll 600 psi Eminbend-xx 470ksi <br /> Wood Species Douglas Fir-Larch Fe-Perp 625 psi <br /> Wood Grade No.2 Fv 170 psi <br /> Ft 425 psi Density 31.21 pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br /> D(0.196875)Lr(0.2625)S(0.328125) <br /> D(0.103126)Lr(0.1375)S(0.171875) <br /> 4x10 <br /> L Span=8.250 ft <br /> r J I <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, Extent=0.0--»4.0 ft, Tributary Width=6.875 ft, (Roof) <br /> Uniform Load : D =0.0150, Lr= 0.020, S=0.0250 ksf, Extent=4.0--»8.250 ft, Tributary Width= 13.125 ft, (Roof) <br /> DESIGN SUMMARY • <br /> Maximum Bending Stress Ratio = 0.713. 1 Maximum Shear Stress Ratio = 0.368 : 1 <br /> Section used for this span 4x10 Section used for this span 4x10 <br /> fb:Actual = 861.09psi fv:Actual = 71.89 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 = 4.577ft Location of maximum on span = 7.497ft <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= 1115-360 Span: 1 :S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.144 in Ratio= 685> 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 Ratios Moment Values Shear Values <br /> Segment Length Span# M V CD CM Ct CLx CIF Cfu Cl Cr M fb F'b V fv F'v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length=8.250 ft 1 0.351 0.181 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.38 331.8 945.0 0.60 27.6 153.0 <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=8.250 ft 1 0.575 0.297 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.14 755.2 1,312.5 1.36 63.0 212.5 <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=8.250 ft 1 0.713 0.368 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.58 861.1 1,207.5 1.55 71.9 195.5 <br /> +D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=8.250 ft 1 0.495 0.255 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.70 649.4 1,312.5 1.17 54.2 212.5 <br /> +D+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br />