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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:20.23.2.14 DIBBLE ENGINEERS INC. (c)ENERCALC INC 1983-2022 <br /> DESCRIPTION: HDR2 <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+ 750.0 psi E:Modulus of Elasticity <br /> Load Combination IBC 2021 Fb- 750.0 psi Ebend-xx 1,300.Oksi <br /> Fe-Prll 700.0 psi Eminbend-xx 470.Oksi <br /> Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi <br /> Wood Grade No.2 Fv 170.0 psi <br /> Ft 475.0 psi Density 31.210pcf <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling <br /> D(0.2625)Lr(0.35)S(0.4375) t <br /> ) <br /> D <br /> -- 48 <br /> Span=5.0 ft <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= 17.50 ft, (Upper+ Lower Roof) <br /> DESIGN SUMMARY - • <br /> Maximum Bending Stress Ratio = 0.77a. 1 Maximum Shear Stress Ratio = 0.405 : 1 <br /> Section used for this span 4x8 Section used for this span 4x8 <br /> fb:Actual = 862.85psi fv:Actual = 79.15 psi <br /> F'b = 1,121.25 psi F'v = 195.50 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 2.500ft 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 0.043 in Ratio= 1400> 360 Span: 1 :S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.069 in Ratio= 868>=180 Span: 1 :+D+S <br /> Max Upward Total Deflection 0 in Ratio= 0<180 nla <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 C t CLx CIF 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=5.0 ft 1 0.374 0.197 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.84 327.8 877.5 0.51 30.1 153.0 <br /> +D+Lr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=5.0 ft 1 0.620 0.326 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.93 755.8 1,218.8 1.17 69.3 212.5 <br /> +D+S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=5.0 ft 1 0.770 0.405 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 2.20 862.8 1,121.3 1.34 79.1 195.5 <br /> +D+0.75OLr 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=5.0 ft 1 0.532 0.280 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.66 648.8 1,218.8 1.01 59.5 212.5 <br /> +D+0.750S 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0,00 0.0 0.0 <br /> Length=5.0 ft 1 0.650 0.342 1.15 1.00 1.00 1.00 1.300 1.00 1.00 1.00 1.86 729.1 1,121.3 1.13 66.9 195.5 <br />