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Project Title: <br /> Engineer: <br /> Project ID: SDA#9684A- 12' DECK <br /> Project Descr: <br /> Wood Beam Project File:9684A.ec6 <br /> LIC#:KW-06014008,Build:20.23.3.22 Structural Design Associates (c)ENERCALC INC 1983-2023 <br /> DESCRIPTION: DECK JOIST <br /> CODE REFERENCES <br /> Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 <br /> Load Combination Set: IBC 2018 <br /> Material Properties <br /> Analysis Method : Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity <br /> Load Combination: IBC 2018 Fb- 850.0 psi Ebend-xx 1,300.0 ksi <br /> Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi <br /> Wood Species : Hem-Fir Fc-Perp 405.0 psi <br /> Wood Grade : No.2 Fv 150.0 psi <br /> Ft 525.0 psi Density 26.840 pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase <br /> D(0.01596)L(0.0798)S(0.03325) D(0.01596)L(0.0798)S(0.03325) <br /> 0 o v v v v ve4iN 0 <br /> 2x10 2x10 <br /> Span=10.70 ft Span=1.330 ft <br /> 14 <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 =0.0120, L=0.060, S= 0.0250 ksf, Tributary Width = 1.330 ft, (DECK) <br /> Load for Span Number 2 <br /> Uniform Load : D =0.0120, L=0.060, S = 0.0250 ksf, Tributary Width = 1.330 ft, (DECK) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.890 1 Maximum Shear Stress Ratio = 0.418 : 1 <br /> Section used for this span 2x10 Section used for this span 2x10 <br /> fb:Actual = 765.36psi fv:Actual = 50.13 psi <br /> F'b = 860.20psi F'v = 120.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 5.260ft Location of maximum on span = 9.983ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.187 in Ratio= 686>=360 Span: 1 :L Only <br /> Max Upward Transient Deflection -0.071 in Ratio= 446>=360 Span:2:L Only <br /> Max Downward Total Deflection 0.242 in Ratio= 529>=240 Span: 1 :+D+0.750L+0.750S <br /> Max Upward Total Deflection -0.093 in Ratio= 344>=240 Span:2:+D+0.750L+0.7505 <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 Cr M fb F'b V Iv F'v <br /> D Only 0.0 0.00 0.0 0.0 <br /> Length= 10.70 ft 1 0.186 0.088 0.90 1.00 1.00 1.00 1.100 1.00 0.80 1.15 0.26 144.3 774.2 0.09 9.5 108.0 <br /> Length=1.330 ft 2 0.012 0.088 0.90 1.00 1.00 1.00 1.100 1.00 0.80 1.15 0.02 9.2 774.2 0.01 9.5 108.0 <br /> +D+L 1.00 1.00 1.00 1.100 1.00 0.80 1.15 0.0 0.00 0.0 0.0 <br /> Length=10.70 ft 1 0.890 0.418 1.00 1.00 1.00 1.00 1.100 1.00 0.80 1.15 1.36 765.4 860.2 0.46 50.1 120.0 <br /> Length= 1.330 ft 2 0.057 0.418 1.00 1.00 1.00 1.00 1.100 1.00 0.80 1.15 0.09 48.8 860.2 0.06 50.1 120.0 <br /> +D+S 1.00 1.00 1.00 1.100 1.00 0.80 1.15 0.0 0.00 0.0 0.0 <br /> Length= 10.70 ft 1 0.407 0.191 1.15 1.00 1.00 1.00 1.100 1.00 0.80 1.15 0.72 403.1 989.2 0.24 26.4 138.0 <br />