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Project Title: L <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Wood Beam ;19\s19081s1908002-4924ChinookDrive\wo190820Additional Live Load11908020_enercalctrib_s1908002.ec6. <br /> Software copyright ENERCALC,INC.1983-2018,Build:10.18.12.22. <br /> Lic.#: KW-06006655 Licensee:SOUND STRUCTURAL SOLUTIONS <br /> Description: Joist HOT TUB <br /> CODE REFERENCES <br /> Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 <br /> Load Combination Set: IBC 2015 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity <br /> Load Combination iBC 2015 Fb- 850.0 psi Ebend-xx 1,300.0 ksi <br /> Fc-PrIl 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 26.830pcf <br /> Beam Bracing : Beam is Fully Braced against lateral-torsional buckling <br /> D((0.021328))L(0.09331) <br /> D(0.019995)L(0.07998)S(0.033325) b D(0.019995)L(0.017998)S(0.033325) D(0.t319995)L(0.07998)S(0.033325) <br /> 0 b b b b b bb b b b b b <br /> 2x8 2X6 2X8 <br /> Span=6.50 ft ., Span=6.750 ft Span=3.50 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Load for Span Number 1 <br /> Uniform Load: D=0.0150, L=0.060, S=0.0250 ksf, Tributary Width=1.333 ft,(DECK) <br /> Load for Span Number 2 <br /> Uniform Load: D=0.0150, L=0.060, S=0.0250 ksf, Tributary Width=1.333 ft,(DECK) <br /> Uniform Load: D=0.0160, L=0.070 ksf, Tributary Width=1.333 ft,(HOT TUB) <br /> Load for Span Number 3 <br /> Uniform Load: D=0.0150, L=0.060, S=0.0250 ksf, Tributary Width=1.333 ft,(DECK) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.81Q 1 Maximum Shear Stress Ratio = 0.850 : 1 <br /> Section used for this span 2x8 Section used for this span 2x8 <br /> fb:Actual = 661.23 psi fv:Actual = 102.06 psi <br /> FB:Allowable = 816.00 psi Fv:Allowable = 120.00 psi <br /> Load Combination +D+L Load Combination +D+L <br /> Location of maximum on span = 6.500ft Location of maximum on span = 6.500 ft <br /> Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.047 in Ratio= 1710>=360 <br /> Max Upward Transient Deflection -0.007 in Ratio= 5706>=360 <br /> Max Downward Total Deflection 0.058 in Ratio= 1385>=240. <br /> Max Upward Total Deflection -0.009 in Ratio= 4637>=240. <br /> Overall Maximum Deflections <br /> Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span <br /> +D+0.750L+0.750S 1 0.0201 2.458 +D+L -0.0039 5.790 <br /> +D+L 2 0.0585 3.460 0.0000 5.790 <br /> 3 0.0000 3.460 +D+L -0.0091 1.324 <br /> Vertical Reactions Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 Support 3 Support 4 <br /> Overall MAXimum 0.234 1.176 1.060 0.034 <br />