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Dibble Engineers, Inc. <br /> 9' Project Title: <br /> 1029 Market Street Engineer: <br /> Kirkland,WA 98033 Project ID: <br /> I (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: HDR1 <br /> CODE REFERENCES <br /> Calculations per NDS 201 t3,.IBC 2021,CBC 2024 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 Fe-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 /> O(0.135)Lr(0.18)S(0.225) a <br /> 2-2x8 I <br /> Span=5.0 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=9.0 ft, (Lower Roof) <br /> DESIGN SUMMARY ' " , <br /> Maximum Bending Stress Ratio = 0.503 1 Maximum Shear Stress Ratio = 0.244 : 1 <br /> Section used for this span 2-2x8 Section used for this span 2-2x8 <br /> fb:Actual = 520.40psi fv:Actual = 47.74 psi <br /> F'b = 1,035.00psi 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 0.026 in Ratio= 2334>=360 Span: 1 :S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<360 n/a <br /> Max Downward Total Deflection 0.042 in Ratio= 1440>=180 Span:1 :+D+S <br /> Max Upward Total Deflection 0 in Ratio= 0<180 n/a <br /> Maximum Forces& Stresses for Load Combinations <br /> Load Combination Max Stress Ratios omen a ues Shear Values <br /> Segment Length Span# M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V tv Fv <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length=5.0 ft 1 0.246 0.120 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.44 199.4 810.0 0.27 18.3 153.0 <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=5.0 ft 1 0.406 0.197 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.00 456.2 1,125.0 0.61 41.8 212.5 <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=5.0 ft 1 0.503 0.244 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.14 520.4 1,035.0 0.69 47.7 195.5 <br /> +D+0.75OLr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 <br /> Length=5.0 ft 1 0.348 0.169 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.86 392.0 1,125.0 0.52 36.0 212.5 <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 /> Length=5.0 ft 1 0.425 0.207 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.96 440.1 1,035.0 0.59 40.4 195.5 <br />