Updateinfo AQUA DESIGNER 80 englisch...ATV-DVWK-A 131, May 2016 ATV-DVWK-A 198, April 2003 DWA-A 202, May 2011 DWA-M 210, July 2009 DWA-A 226, August 2009 DWA-M 229-1, May 2013 DWA-M

Updateinfo AQUA DESIGNER Version 8.0

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Entwicklung BITControl

BITControl GmbH Auf dem Sauerfeld 20 54636 Nattenheim

Ersteller: Dipl. Ing. Norbert Meyer Erstelldatum: 25.08.2016 Version: 01

Content

1 SHORT DESCRIPTION .................................................................................................. 2

2 NEW FUNCTIONS .......................................................................................................... 3

2.1 Secondary clarifier (A 131)..................................................................................... 3

2.2 Activated chamber (A 131) ..................................................................................... 4

2.3 Load according to A 198 ........................................................................................ 5

2.4 Design of the Activated Sludge System (A 226) ................................................... 7

2.5 Aeration and Mixing according to M 229-1 ........................................................... 9

Operating form ................................................................................................... 9 2.5.1

Handover Values...............................................................................................10 2.5.2

Load Cases .......................................................................................................11 2.5.3

Conversion from norm to environmental conditions ...........................................14 2.5.4

Selection of machines .......................................................................................14 2.5.5

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1 Short Description Version: 01

updateinfo aqua designer 80 englisch

1 Short Description

AQUA DESIGNER is one of the most widespread design softwares for wastewater treatment

plants in Germany and worldwide. The scope of tools has been extended to all common

steps of treatment during the last 20 years.

So it`s possible to prepare all steps of a treatment plant by AQUA DESIGNER.

� Grit Chamber as Aerated Grit- and Grease Chamber

� Primary Sedimenation as Rectangular or Circular Chamber

� Activated Sludge System as Continuous Flown or Sequencing Batch

� Thickeners

� Sludge Treatment als anaerobic of aerobic process

Lots of guidelines are implemented, for example:

� ATV-DVWK-A 131, May 2016

� ATV-DVWK-A 198, April 2003

� DWA-A 202, May 2011

� DWA-M 210, July 2009

� DWA-A 226, August 2009

� DWA-M 229-1, May 2013

� DWA-M 368, June 2014

In the actual update, the DWA-A 131 (dimensioning of a single-stage aeration plant), the

DWA-A 226 (Principles for Wastewater Treatment in Sewage Treatment Plants with

simultaneous aerobic sludge stabilisation) and the DWA-M 229-1 (Systems for Aeration and

Mixing in Activated Sludge Systems, Part 1) were incorporated.

Furthermore AQUA DESIGNER was converted to a new programming language, in case to

ensure a durable actualization and service. A lot of user interfaces were improved and

adapted to the new programm moduls.

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2 New Functions Version: 01


2 New Functions

2.1 Secondary clarifier (A 131)

As before, the secondary clarifier is first calculated to obtain the dry matter concentration.

The calculation of the secondary settling tank was expanded to the dimensioning of the

central construction. Here, the inflow depth, the construction size and the inflow can now be

dimensioned for the secondary clarifier and the characteristics can be determined.

Figure 1: Form of horizontally flowed secondary settling tank

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2.2 Activated chamber (A 131)

The activated sludge process is calculated according to the approaches of the new A131 on

the basis of the COD. The denitrification process was "combined" extended by the variant.

The calculation includes

− optional dimensioning on only carbon degradation or nitrification

− the denitrification

− chemical and biological phosphorus removal

− external carbon dosage

− optionally simultaneously aerobic sludge stabilization

Figure 2: Form of the activated sludge treatment, parameters of the biological stage

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2.3 Load according to A 198

Handling and display was extended and improved. You can directly enter absolute values

now, without the need of entering the people equivalent first. Degradation degrees are easier

to advice.

Figure 3: Degradation in the primary sedimentation

Loads are shown clearly and itemized for municipal, industrial and supernatant fractions.

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Figure 4: Form Load with results before and after primary sedimentation

Now in a lot of forms, it`s possible to easily change values by mouseclick, like shown here for

separate aerobic sludge stabilization.

Figure 5: Aerobic Thermophilic Sludge Stabilization

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2.4 Design of the Activated Sludge System (A 226)

The calculation is supported by graphics for the design of the secondary sedimentation,

activated chamber and aeration system.

Figure 6: True scaled drawing of a hopper tank

Figure 7: True scaled drawing of a compact system

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Figure 8: True scaled drawing of the aeration and mixing devices

Figure 9: True scaled drawing of the aeration and mixing devices

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2.5 Aeration and Mixing according to M 229-1

The calculation is valid for continuous flown activated sludge systems and sequencing batch

reactor systems.

Operating form 2.5.1

The aeration form has completely been modified for the adaption to the leaflet DWA 229-1.

So now it`s much more sofisticated, but also enables the user to calculate more cases or

variants. The standard values which are automatically submitted, will also lead to a good

solution here, even if you do not change anything.

Figure 10: Operating form

By integrating the different cases according to DWA M 229-1, you get results which go

beyond the calculation of the oxygen demand.

− The load cases are calculated for different temperatures and operating situations. So

you also get different sludge ages, possible denitrification ratios, outflow

concentrations and more parameters.

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− The calculation for different temperature shows the different dry solid concentration,

the process can be run with under different process conditions.

− The adaption of the denitrification ratio naturally causes different aeration times for

intermittend denitrification.

Also the α-value, oxygen concentration in operation and peak factors can be edited here.

Handover Values 2.5.2

From the previous steps a lot of parameters are determined and are the basis for the

different load cases here.

The basic dimensioning, done in the form Activated Sludge Parameters, gives the

minimum volume VAC, Excess Sludge Produktion ÜSd, Sludge Age, Denitrification Ratio etc.

for the design temperature, for example 12°C.

With the chosen chamber dimensions, you get the given volume VAC,real.

The water level is also given by the chosen dimensions.

The immersion depth for membrane aeration results of the distance between the water level

and the construction hight of the aeration system. This value is available at Options –

Generell Constants – Buildings / Equipment.

For surface aeration only the water level is significant.

Immersion Factor and saturation concentration at 20°C are necessary for the conversion

from oxygen demand to required oxygen supply and the air demand.

Figure 11: Handing over values

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Load Cases 2.5.3

Four load cases are requested by the M 229-1.

Load Case 1: Average oxygen demand at real conditions OVh,aM

Average Loads, yearly middle temperature

Load Case 2: Maximum oxygen demand at real conditions, OVh,max

Case for dimensioning the aeration and mixing devices, highest or lowest temperature

Load Case 3: Minimum oxygen demand at real conditions, OVh,min

For the stepping of blowers, verification of the minimum load of the membranes, stepping of

surface aerators

Load Case 4: Forecast and Maintenance Cases

To ensure process flexibility at increasing loads

Further Load Cases

Case 0 shows the main parameters for the basic design, so for minimum volume and design

temperature.

Load Case 5 is provided for a further case, for example at the lowest temperature.

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Figure 12: Load Cases

1. row, load At different cases average or minimum loads are requested.

2. row, wasewater temperature T This is the design temperature for the give case.

3. row, dry solids concentration DS, MLSS, TSBB The design of the secondary sedimentation gives the available dry solids concentration or MLSS. This value is pre-set for all cases. Here the user can check now, how far the MLSS can be reduced at higher temperatures.

4. row, Kjeldahl Nutreint in the inflow CTKN,ZB The inflow value form the load Zeile, Stickstoff im Zulauf CTKN,ZB

5. row, Nitrate-N in the inflow, SNO3,ZB Inflow Value from the load

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6. row, Ammonia-N, Outflow Concentration, SNH4,AN The design value, für case 4 and 5 this value can be modified.

7. row, Nitrate-N, Outflow Concentration, SNO3,AN The design value, für case 4 and 5 this value can be modified.

8. row, N-Incorporation in the biomass, XorgN,BM The part of biological incorporated nutrient is the same for all cases.

9. row, total sludge age tTS For the design case 0, the sludge age and minimum volume is calculated in the form Parameter Biologie. For the cases 1 – 5, the sludge age is based on the chosen volume.

10. row, peak factor fN The factor is always used for the design case 2. At case 3 – 5 the peak factors can be chosen or entered.

11. row, peak factor fC The factor is always used for the design case 2. At case 3 – 5 the peak factors can be chosen or entered.

12. row, maximum denitrification ratio, VD/VBBmax VD/VBB-max results from the design. Is the given volume bigger than the minimum volume, also the maximum VD/VBB is higher, because the total sludge age is increasing but the aerobic sludge age is static. Lastfall TW TSBB üsd tTS tTS,aerob VD/VBBmax VD/V2 °C kg/m³ kgTS/ kgBSB5 d d - - 0 12,00 3,15 0,866 12,90 7,61 0,410 0,410 1 15,00 3,15 0,833 13,45 5,67 0,500 0,399 2 20,00 3,15 0,786 14,26 3,48 0,500 0,380 3 12,00 3,15 0,866 12,94 7,61 0,412 0,410 4 15,00 2,30 0,883 9,26 5,67 0,399 0,399 5 10,00 3,70 0,862 15,26 9,26 0,393 0,393

The table above shows an example of the variation of parameters with the temperature

13. row, VD/VBBchosen For the required outflow values its not necessary to increase the VD/VBB. With a higher denitrification ratio at intermittend denitrification you have the disadvantage, that the aeration time is getting shorter. So you would have to design a higer capacity for the aeration system to supply the same amount of daily oxygen input. For this reason its possible, to reduce the denitrification ratio VD/VBB so, that it matches to the required outflow values. This adaption of the VD/VBB to the required nutrient outflow parameters is automatically done by AQUA DESIGNER.

14. row, aeration time tL For intermittend denitrification here the aeration time is according to the denitrification ratio. For separate stage and simultaneous denitrification the aeration time is 24 hours per day.

15. row, oxygen demand for carbon degradation

16. row, oxygen demand for nitrification

17. row, oxygen demand for denitrification

18. row, oxygen demand OVh

19. row, miminum oxygen demand OVh,min

20. row, oxygen concentration in operation For different cases you can chose different oxygen concentrations, like in real operation, for example higher oxygen concentration at lower temperature.

21. row, surfactant factor α for membrane aeration The value in operation can significantly differ from the design factor. See also the literature from the university of darmstadt, institute WAR.

22. row, standard oxygen transfer rate SOTR (Scotch on the rocks after work)

23. row, air demand here at norm conditions

24. row, superfactant factor α for surface aeration

25. row, oxygen supply for surface aeration

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Conversion from norm to environmental conditions 2.5.4

The results for oxygen demand and air demand are valid for norm conditions. For the

environmental conditions these values have to be converted to the conditions at the given

hight, suctions temperature and further environmental factors.

Figure 13: Factors for the conversion from norm- to environmental conditions

Selection of machines 2.5.5

Figure 14: Selection of blowers and mixers

Blowers and mixers can be selected

from data banks after the air amount

is determined. In AQUA DESIGNER

it`s possible to select to sizes of

blowers. Alternatively the second

selection block can be used to

define a standby machine. If the

second machine is dedicated for

standby, the checkbox standby has

to be activated.

It`s possible to drop the mixers. For

this case the number of mixers has

to be zero.

Documents

Updateinfo AQUA DESIGNER 80 englisch...ATV-DVWK-A 131, May 2016 ATV-DVWK-A 198, April 2003 DWA-A 202, May 2011 DWA-M 210, July 2009 DWA-A 226, August 2009 DWA-M 229-1, May 2013 DWA-M