Complete Mix Activated Sludge for BOD and NH4 removal Handbook

Design tool for wastewater treatment biological reactors


Activated sludge design involves performing mass balances on key constituents and the application of fundamental kinetic relationships, the mass balance can be determined dynamically (over time) or based in the equilibrium (steady-state). This tool uses the steady-state design approach and should provide good enough designs for domestic or municipal wastewater. Industrial effluents can be treated using the same algorithms but the kinetic coefficients will require manual adjustments as well as careful biodegradability and toxicity analysis of the feed stream.

This tool sizes the biological reactor using NH4 as target contaminant. It should be used when the treatment objective is convert Ammonia to Nitrates and remove BOD at the same time. The algorithm considers both AOB and NOB kinetics for Nitrification instead of the "AOB only approach" very common in designs before 2015.

Design tool

Web Based Excel Interface



Quick calculation instructions

  1. Plant design inputs: Flow, temperature and altitude (impacts the oxygenation rate).
  2. Biological reactor design inputs:
    • Tank depth: Higher will improve the oxygen transfer but is limited by construction costs. Typical depths are between 4 and 5.5m for diffused aerators [2].
    • Aerator height: How high is the aerator from the bottom of the tank.
    • Aeration tank volume: If a number is set the value will be used as the tank volume and the MLSS will be adjusted according to the SRT. If this is set to false the volume will be determined by the algorithm (recommended).
    • Mixed Liquor Suspended Solids (MLSS): This is the most important design parameter for the reactor and together with the SRT, define the reactor volume. Typical values [2]:
      • 2500 to 4000mg/L for SRT between 20 and 30 days
    • Dissolved oxygen concentration typical values are between 1.5 and 2mg/L.
    • Safety factor for TKN: Accounts for the variation of the Ammonia concentration in the wastewater. Recommended value: 1.5[1]
  3. Clarifier design inputs:
    • Use the default values unless you have other guidelines.
    • Typical values for the MLSS in the return line [2]:
      • 8000 to 12000mg/L
  4. Wastewater quality inputs:
    • All parameters from this list are the minimum required for sizing the plant.
    • TDS impacts the aeration efficiency.
    • Minimum recommended nutrient concentrations BOD:N:P (mg/L) for biodegradability [2]:
      • 100:3:0.5 for SRT between 20 and 30 days
    • Effluent Nitrite concentration: The Nitrite (NO2) concentration in the treated effluent is very low but in some cases the nitrification is limited by NOB and this concentration can be high even with low Ammonia in the product. If there are no regulations for Nitrites it is advised to keep the same value as set for Ammonia in the product.
    • You can use the default values for the "Expected Suspended solids in the product" and "bCOD to BOD ratios" unless you have more accurate values.
  5. Biochemical constants (advanced)
    • Use this section to adjust the biochemical/kinetic constants.
    • Actual values are valid for domestic and municipal wastewater.
    • Coefficients are based in bCOD instead of BOD for maximum compatibility with dynamic computation models. Be aware that several constants reported in the literature are BOD based and need to be converted before use.
    • To prevent the model from using the NOB route for nitrification calculations, set the maximum specific growth for NOB bacteria to 100.
  6. Aeration constants (advanced)
    • Use this section do adjust the aeration devices efficiency and parameters.
    • Default aerator: Fine bubble membrane.

Calculation model description

    1. bCOD, nbCOD, nbsCODe, nbVSS and iTSS parameters are calculated according to the wastewater inputs.
    2. Endogenous decay coefficient and maximum specific growth rates correction for the design temperature [1].
    3. Calculation of the specific growth rate for AOB and NOB [1];
    4. The program will pick the lower specific growth rate and use to calculate the SRT.
    5. Final SRT is adjusted with the safety factor.
    6. Soluble bCOD calculation from the SRT and coefficients [1].
    7. Effluent soluble BOD calculation from bCOD.
    8. Biomass production is calculated. An optimization algorithm is used to find the exact NOX production for the calculated SRT.
    9. Production of TSS and VSS is calculated [1].
    10. Volume of the reactor is calculated based on the user specified MLSS. If the user defined the tank volume then the MLSS will be adjusted to accommodate the biomass into the specified volume.
    11. HRT, MLVSS, FM, BODload and yields are determined from mass balance relations.
    12. Oxygen consumption is calculated [1]
    13. Alpha coefficient for the aerator is calculated from the MLSS in the tank [5].
    14. Atmospheric pressure [1] and oxygen saturation [3,4] determination
    15. Standard Oxygen Transfer Rate determination [1].
    16. Air flow calculation from the air density[1].
    17. Activated sludge return rate and waste flow by mass balance relations.
    18. Clarifier area determination
    19. Final BOD from effluent suspended solids and soluble BOD [1].
    20. Alkalinity requirements check [1].

Known limitations and important notes

  • This model does not estimate suspended solids removal in the primary clarifier. It assumes the wastewater inputs already consider the primary removal.
  • Biochemical and aeration constant inputs are assumed at 20°C and then corrected to the process temperature.
  • TDS effects in the biomass are not considered. TDS inputs are used only for oxygen transfer efficiency calculations.
  • This model calculates the rates for AOB and NOB bacteria and then picks the slower (critical) reaction to calculate the design SRT [6]. When the design is based in the NOB kinetics, the final Ammonia concentration will be lower than the desired value specified in the inputs. When the design is limited by AOB, the final Nitrite concentration will be lower than the desired value.

Literature references

[1] Metcalf & Eddy, AECOM - Wastewater Enginering: Treatment and Resource Recovery, 5th Edition, McGraw-Hill 2014
[2] Marcos Von Sperling, Lodos Ativados, 2ed, Departamento de Engenharia Sanitária e Ambiental - UFMG, Belo Horizonte - MG - Brasil 2002
[3] Benson, B.B., and Daniel Krause, Jr, 1980, The concentration and isotopic fractionation of gases dissolved in freshwater in equilibrium with the atmosphere. 1. Oxygen: Limnology and Oceanography, vol. 25, no. 4
[4] Benson, B.B., and Daniel Krause, Jr, 1984, The concentration and isotopic fractionation of oxygen dissolved in freshwater and seawater in equilibrium with the atmosphere: Limnology and Oceanography, vol. 29, no. 3
[5] Racault. Y.A.-E. Stricker. A. Husson, and S.Gillot (2010) "Effect of Mixed Liquor Suspended Solids on the Oxygen Transfer Rate in Full-Scale Membrane Biorreactors,"Proceedings of the WEF 83rd ACE", New Orleans, L A.
[6] EPA/600/R-10/100 EPA Nutrient Control Design Manual, August 2010