Design of Active Sludge

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Dear friends

For design of two system (A: flow is 10 m3/hr and COD is 26000 ppm and system B: flow is 100 and COD is 2600)  the total load is same and what  parameteres shall be considered. 

thanks

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9 Answers

  1. I will add:

    1) Correct nutrient balance (depending on the type of treatment)
    2) If you have recalcitrant COD (and how much it is).
    3) Temperature.
    4) Disponible area.
    5) Required removal.
    6) Others

    Surely they will be more parameters to have into account.

    Regards,

    Orlando D. Gutiérrez Coronado

  5. Dear Mr. Mahmud,

    Can you provide details of the process where this COD is generated , Is it a Syrp manufacturing or a distillation system. What kind of contaminants inorganic or organic etc. etc

     

  6. Dear Mr. Mahmud,

    Can you provide details of the process where this COD is generated , Is it a Syrp manufacturing or a distillation system. What kind of contaminants inorganic or organic etc. etc

     

  7. @Mahmud you willl need to find the type of solids you have and quantified. Do you know the BOD also?

  8. Ing.Tiziano Zampollo  wouldn’t the COD load of 26000ppm be to low to even consider AD?

    1 Comment

    1. Hello Ivo. We still ignore BOD(5 or 20) but, ANA is effective at these low flowrates even at COD as low as 2000ppm, indeed.
      When target is not Biogas production, ANA process also promotes a very helpful conversion of insoluble COD into soluble COD, which could be easily treated in any aerobic activated sludge unit downstream (as suggested).
      I would easily expect minumum 35-40% COD removal from ANA unless more, it all depending on OLR chosen and COD/BOD ratio of the influent (lot of case studies are and, due to the low flowrate indicated, experimental studies could be easily applied here)
      We treat textile effluents anaerobically first: COD drops from 2000ppm to 900ppm in just 12hrs with just Hybrid ABR, while BOD/COD ratio rises from 0.3 to 0.4/0.5 resulting in smaller aerobics downstream. 
      More info could be beneficial, though.
      Regards
      Tiziano 
       

  9. Dear Mahmud, biodegradable pollutants? 

    My first guess:
    System A could be managed with anaerobic process, while process B with conventional activated sludge.
    Temperature, Nitrogen (as TKN), layout availability limits at discharge (or reuse) are the main factors driving Your choice.
    System A could be treated anaerobically then outflows sent to System B...in event of systems proximity.
    Anaerobic process is stable and requires almost no energy and reduced footprint, while aerobic is more energy demanding and tanks/services demanding.
    Should You need to design, just let me know, I will be glad to assist.
    BR

    PS it could be helpful to know the nature of the waste first.
     

    1 Comment

    1. Dear Tiziano 

      first of all tank for your reply 

      This is a symbolic question, and most of all, I mean, when the amount of organic load is one , does  the design process will be the same?

      1 Comment reply

      1. Dear Mahmud, my pleasure!.
        I don't get it: "when the ​amount of ​organic load is ​one , does ​ the design ​process will be ​the same?" 
        I would opt for AD in event of high COD and low flowrates simply because it's less layout consuming and high COD would result in bigger aeration tanks, more air, maybe higher HRT.
        You may blend the two streams - unless advised against by the existing, more helpful segregation - injecting the concentrated stream into diluted to feed a conventional aerobic ETP. This is theory, since lot has to be known about contaminants, pollutants, inhibitory compounds etc. before we could choose and scale up a process.
        T