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GK Structural Engineering,LLC Project Title: Burgwt Resid Fire Damage Repair <br /> 14703 1st Lane NE,Ste 205 Engineer: JG <br /> Duvall,WA 98019 Project ID: YR15-23-023 <br /> 425.318.6049 Project Descr: <br /> www.gkstructural.com <br /> Wood Beam Project File:stmet caics(Burgett) 23 023.ec6 <br /> LIClt:KW-06013991,Build:20.23,07,20 GK STRUCTURAL ENGINEERING LLC - (c)ENERCALC INC 1983-2023 <br /> DESCRIPTION: (N)Repl Rim Beam Under Living Room <br /> CODE REFERENCES _ <br /> Calculations per NDS 2018,IBC 2018,CBC 2019,ASCE 7-16 <br /> j Load Combination Set: IBC 2018 <br /> Material I Properties - <br /> Analysis Method: Allowable Stress Design Fb+ 850 psi E:Modulus of Elasticity <br /> Load Combination:IBC 2018 Fb- 850 psi Ebend-xx 1300 ksi <br /> Fc-Prll 1300 psi Eminbend-xx 470 ksi <br /> Wood Species Hem-Fir Fc-Perp 405 psi <br /> Wood Grade No.2 Fv 150 psi <br /> Ft 525 psi Density 26.84 pcf <br /> Beam Bracing Completely Unbraced <br /> 910.112)s10.2) Dt0,112)s(o.2) <br /> D(0.0_160)L0.04) 0(0.010c L(0.0#) ` <br /> E O(0.109) 08) 4 <br /> I <br /> i <br /> i <br />� t.�... _.................................... 4x8I.� _ ., __ 4ae <br /> AL <br /> I� <br /> Span=3350 R i Span=3.750 It <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loading <br /> i Load for Span Number 1 <br /> Uniform Load: D=0,0120 ksf, Tributary Width=9.0 ft,(ex wall DL) <br /> j Uniform Load: D=0.0160, L=0.040 ksf, Tributary Width=1.0 ft,(Floor DL+LL) <br /> Uniform Load: D=0.0140, S=0.0250 ksf, Tributary Width=8.0 ft,(Roof DL+SL) <br /> Load for Span Number 2 <br /> Uniform Load: D=0.0120 ksf, Tributary Width=9.0 ft,(ex wall DL) <br /> j Uniform Load: D=0.0160, L=0.040 ksf, Tributary Width=1.0 ft,(Floor DL+LL) <br /> Uniform Load: D=0.0140, S=0.0250 ksf, Tributary Width=8.0 ft,(Roof DL+SL) <br /> DESIGN SUMMARY <br /> Maximum Bending Stress Ratio = 0.3001 Maximum Shear Stress Ratio = 0.332 :1 <br /> Section used for this span 4x8 Section used for this span 4x8 <br /> fb:Actual = 303.20 psi fv:Actual = 45.78 psi <br /> j F'b = 1,009.54ps1 F'v = 138.00 psi <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span = 3.750ft Location of maximum on span - 3.750ft <br /> Span#where maximum occurs - Span#1 Span#where maximum occurs = Span#1 <br /> i Maximum Deflection <br /> Max Downward Transient Deflection 0.003 in Ratio= 16509>=480 Span:2:S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0<480 nla <br /> Max Downward Total Deflection 0.006 in Ratio= 7491>=240 Span:2:+D+S <br /> Max Upward Total Deflection 0 in Ratio= 0<240 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 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 /> EEE Length=3.750 ft 1 0.209 0.232 0.90 1.00 1.00 0.99 1.300 1.00 0.80 1.00 0.42 165.6 791.4 0.42 25.0 108.0 <br /> I Length=3.750 ft 2 0.209 0.232 0.90 1.00 1.00 0.99 1.300 1.00 0.80 1.00 0.42 165.6 791 A 0.42 25.0 108.0 <br /> +D+L 1.00 1.00 0.99 1.300 1.00 0.80 1.00 0.0 0.00 0.0 0.0 <br /> I <br /> E <br />