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Cu06997 lecture 8_exercise
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Cu06997 lecture 8_exercise

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  • 1. Combined sewer / gemengd rioolstelsel50 mØ300 PVCØ500 concreteØ250 PVCpumpP4 P3 P2GL (ground level) +6.00 mIL +4,00 mIL +3,90 mIL +3,73 mRain waterWaste waterRainWaste+5,5 mIL (Invert level) +3,53 mP11
  • 2. LengthChezy formulaChezy formula describes the mean velocity of uniform, turbulent flowΔH𝑉 = 𝐶 ∙ 𝑅 ∙ 𝑆𝑓𝑉 = Mean Fluid Velocity [m/s]R = Hydraulic Radius [m]𝑆𝑓 = Hydraulic gradient [1]𝐶 =8𝑔𝜆Chezy coefficient [m1/2/s]𝑆𝑓 =ΔH𝐿3Total HeadPressure Head
  • 3. Head loss sewer pipe𝑉 = 𝐶 ∙ 𝑅 ∙ 𝑆𝑓 𝑄 = 𝑉 ∙ 𝐴 𝑆𝑓 = 𝑖 =∆𝐻𝐿Combine∆𝐻 = 𝐿𝑄2𝐶2 ∙ 𝑅ℎ ∙ 𝐴 𝑠2∆𝐻 = Head Loss, energy loss [m]Q = discharge pipe [m3/s]L = length of the pipe [m]C = Chezy coefficient [m1/2/s]R = Hydraulic Radius [m]A = Wetted Area, flow surface [m2]Sf ,i = slope of hydraulic gradient [-]3
  • 4. Question 150 mØ300 PVCØ500 concreteØ250 PVCPumpP4 P3 P2GL +6.00 mIL +4,00 mIL +3,90 mIL +3,73 mRainWasteRainWaste+5,5 mIL +3,53 mP15
  • 5. Question 250 mØ300 PVCØ500 concreteØ250 PVCPumpP4 P3 P2GL +6.00 mIL +4,00 mIL +3,90 mIL +3,73 mRain=0Waste=10l/sRain=0Waste=10l/s+5,5 mIL +3,53 mQ=20 l/sQ=10 l/sP15
  • 6. Partially filled pipe𝐼𝑛𝑝𝑢𝑡:𝑄 𝑝𝑎𝑟𝑡𝑄 𝑓𝑢𝑙𝑙= 0,17𝑂𝑢𝑡𝑝𝑢𝑡:ℎ𝐷= 0,27𝑂𝑢𝑡𝑝𝑢𝑡:𝑢 𝑝𝑎𝑟𝑡𝑢 𝑓𝑢𝑙𝑙= 0,755
  • 7. Table5
  • 8. Question 350 mØ300 PVCØ500 concreteØ250 PVCPumpP4 P3 P2GL +6.00 mIL +4,00 mIL +3,90 mIL +3,73 mRain=1,1 haWaste=10 l/sRain=3,75 haWaste=10 l/s+5,5 mIL +3,53 mP15
  • 9. Question 3c50 mØ300 PVCØ500 betonØ250 PVCPumpP4 P3 P2GL +6.00 mRain=66 l/sWaste=10 l/sRain=225 l/sWaste=10 l/s+5,5 mQ=66 l/sQ=291 l/sP1In example m = 1,85Q=0 l/s
  • 10. s/m1/3
  • 11. Strategy [situation with overflow]PreparationInformation available for each pipe- Diameter, R, L, k, C- Discharge and VelocityInformation Overflow / weir- Width, m- Discharge- Level crest in m N.A.P.𝐶 = 18 ∙ 𝑙𝑜𝑔12𝑅𝑘5
  • 12. 1. Calculate H at weir2. Calculate ∆H each pipe3. Water level at weir (P1) = level crest weir + H at weir4. Water level at P2 = Water level at weir + ∆Hweir(p1) – p25. Water level at P3 = Water level at P2 + ∆H p2– p36. Water level at P4 = Water level at P3 + ∆H p3– p4Strategy [situation with overflow]StepsAll levels in m N.A.P.𝑄 = 𝑚 ∙ 𝐵 ∙ 𝐻32 ∆𝐻 = 𝐿𝑄2𝐶2 ∙ 𝑅ℎ ∙ 𝐴 𝑠25
  • 13. Little error or inaccuracy:Distance between H en y is velocity head. At manhole(bigger than sewer pipe) we assume velocity head is = 0

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