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Aartselaar Aquafin water , Environmental water plant .

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http://www.aquafin.be/nl/index.php

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Aartselaar Aquafin water , Environmental water plant .

  1. 1. Waste Water Treatment Plant Case Study Aartselaar Aquafin MAIS AL JUBORI HANNES DECADT MOHAMMED HERZALLAH 1 April 2015
  2. 2. Outline  Introduction  General Scheme of the WWTP  Description of the WWTP  Calculations  Problems and Possible Solutions  Conclusion 2
  3. 3. Introduction  Aquafin is a regional wastewater treatment company in Flanders.  Mission: expanding, operating and financing the sewage treatment infrastructure in Flanders.  responsible for the operation of 287 sewage treatment plants distributed over the 5 provinces of Flanders.  Each plant recives household wastewater collected from the municipal sewers and treats it according to the European and Flemish standards.  Aquafin Aartselaar is one of these plants, located in province of Antwerp and serves the population of the zone Aartselaar and part of Wilrijk using the biological treatment. 3
  4. 4. GENERAL SCHEME OF THE WWTP Aartselaar 4
  5. 5. Description of the WWTP A. Collectors and screw system B. Sand traps C. Selector, anaerobic and anoxic tank D. Aeration tanks E. Sedimentation tanks F. Sludge handling 5 screw system Sand traps Selector tank Anaerobic tank Aeration tank with surface aerator Sedimentation tank F A B C D E
  6. 6. Calculations Nitrification-denitrification 6 Nitrification: NH4 + O2  NO3 - Denitrification: NO3 - N2 Unaerated tanks Aeration tanks Recycling Selector Anaerobic Anoxic Facultative aerated Aerobic
  7. 7. Calculations Phosphate removal 7 Growth P-uptake Selector Anaerobic Anoxic Facultative aerated Aerobic PHB forming P-release Unaerated tanks Aeration tanks Recycling
  8. 8. Calculations Removal efficiencies 8
  9. 9. Qinf = 28875 m³/d = 5962 m³/d G = 444 m³/d TT = 28818 m³/d=51788 m³/d Xt = 70 kg/m³ = 28488 m³/d = 22526 m³/d = 22970 m³/d Qtot = 57750 m³/d Unaerated tanks 2500 m³ Aeration tanks 5600 m³ Settle tanks 4242 m³ Xeff = 14.6 g/m³X = 4 kg/m³ = 387 m³/d = 57 m³/d Xw = 9 kg/m³ Qsi Qr’ Qr Qr+Qr’ Qreflow G+TT Qt Qso Qw Qeff ΔX=4000 kg sludge/d Calculations Flow scheme
  10. 10. Calculations Sludge-related parameters 10
  11. 11. Calculations Oxygen demand & aeration costs 11 30% €0.15/kWh
  12. 12. Problems and Possible Solutions  The high concentration of the suspended solids in the effluent  Poor nitrogen removal 12 - Improving NH4 +-removal: longer sludge residence time - Improving NO3 --removal: recycling more or making the anoxic zone larger - Turn-off the paddlers of the aeration tanks to let the sludge settle down calmly - Use of membranes
  13. 13. Conclusion  Typical conventional activated sludge system with recycling for biological treatment of COD, nitrogen and phosphate  Removal efficiencies reach the actual quota, but can be bettered:  The COD is removed properly  Concentration of suspended solids has to be carefully followed up  Removal of nitrogen could be improved by more recycling  Biological phosphate removal works satisfied 13

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