GB2108950A - Tank aeration installation and operation - Google Patents
Tank aeration installation and operation Download PDFInfo
- Publication number
- GB2108950A GB2108950A GB08228725A GB8228725A GB2108950A GB 2108950 A GB2108950 A GB 2108950A GB 08228725 A GB08228725 A GB 08228725A GB 8228725 A GB8228725 A GB 8228725A GB 2108950 A GB2108950 A GB 2108950A
- Authority
- GB
- United Kingdom
- Prior art keywords
- aeration
- drip
- feed unit
- installation
- tank
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000005273 aeration Methods 0.000 title claims abstract description 120
- 238000009434 installation Methods 0.000 title claims abstract description 50
- 239000010865 sewage Substances 0.000 claims abstract description 23
- 238000000034 method Methods 0.000 claims abstract description 21
- 230000008569 process Effects 0.000 claims abstract description 21
- 238000005352 clarification Methods 0.000 claims abstract description 20
- 239000010802 sludge Substances 0.000 claims description 32
- 238000001179 sorption measurement Methods 0.000 claims description 19
- 239000004576 sand Substances 0.000 claims description 11
- 238000005276 aerator Methods 0.000 claims description 5
- 238000011010 flushing procedure Methods 0.000 claims description 5
- 241001503485 Mammuthus Species 0.000 claims description 3
- 230000008021 deposition Effects 0.000 claims description 3
- 150000003839 salts Chemical class 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 2
- 229920003023 plastic Polymers 0.000 claims description 2
- 239000004033 plastic Substances 0.000 claims description 2
- 238000012258 culturing Methods 0.000 claims 1
- 239000000126 substance Substances 0.000 description 9
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- 238000005265 energy consumption Methods 0.000 description 5
- 238000000354 decomposition reaction Methods 0.000 description 4
- 229910019142 PO4 Inorganic materials 0.000 description 3
- QVGXLLKOCUKJST-UHFFFAOYSA-N atomic oxygen Chemical compound [O] QVGXLLKOCUKJST-UHFFFAOYSA-N 0.000 description 3
- 229910052760 oxygen Inorganic materials 0.000 description 3
- 239000001301 oxygen Substances 0.000 description 3
- NBIIXXVUZAFLBC-UHFFFAOYSA-K phosphate Chemical compound [O-]P([O-])([O-])=O NBIIXXVUZAFLBC-UHFFFAOYSA-K 0.000 description 3
- 239000010452 phosphate Substances 0.000 description 3
- 230000002349 favourable effect Effects 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 238000000746 purification Methods 0.000 description 2
- 230000009467 reduction Effects 0.000 description 2
- NLZUEZXRPGMBCV-UHFFFAOYSA-N Butylhydroxytoluene Chemical compound CC1=CC(C(C)(C)C)=C(O)C(C(C)(C)C)=C1 NLZUEZXRPGMBCV-UHFFFAOYSA-N 0.000 description 1
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 1
- 230000000274 adsorptive effect Effects 0.000 description 1
- 229910052799 carbon Inorganic materials 0.000 description 1
- 230000001112 coagulating effect Effects 0.000 description 1
- 230000003750 conditioning effect Effects 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 239000010791 domestic waste Substances 0.000 description 1
- 238000001914 filtration Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 229910017464 nitrogen compound Inorganic materials 0.000 description 1
- 150000002830 nitrogen compounds Chemical class 0.000 description 1
- 150000002894 organic compounds Chemical class 0.000 description 1
- 230000003647 oxidation Effects 0.000 description 1
- 238000007254 oxidation reaction Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000000717 retained effect Effects 0.000 description 1
- 239000007787 solid Substances 0.000 description 1
- 238000012546 transfer Methods 0.000 description 1
Classifications
-
- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F3/00—Biological treatment of water, waste water, or sewage
- C02F3/02—Aerobic processes
- C02F3/12—Activated sludge processes
- C02F3/1205—Particular type of activated sludge processes
- C02F3/1215—Combinations of activated sludge treatment with precipitation, flocculation, coagulation and separation of phosphates
-
- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F3/00—Biological treatment of water, waste water, or sewage
- C02F3/02—Aerobic processes
- C02F3/04—Aerobic processes using trickle filters
-
- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F3/00—Biological treatment of water, waste water, or sewage
- C02F3/02—Aerobic processes
- C02F3/12—Activated sludge processes
- C02F3/1205—Particular type of activated sludge processes
- C02F3/121—Multistep treatment
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
- Y02W10/00—Technologies for wastewater treatment
- Y02W10/10—Biological treatment of water, waste water, or sewage
Abstract
A process for the operation of a tank aeration installation having two aeration tanks, an initial drip-feed unit and a final clarification tank is improved by having the drip-feed unit adapted as a high-load unit with a space load in the range 2 to 12 kg/BOD5/m<3>. day, preferably around 5 kg BOD5/m<3>. day, and is so operated. The sewage input from the high-load drip-feed unit so operated to the aeration tanks is increased to a rate at least 1.5 times greater than the rate applied to conventional tank aeration installations.
Description
SPECIFICATION
Tank aeration installation and operation
This invention relates to a process for the operation of a tank aeration installation having aeration tanks, an initial drip-feed unit and a final clarification basin, which tank aeration installation has existing or planned aeration tanks with prescribed tank aeration indices and prescribed tank aeration capacity parameters (inhabitants or equivalent parameters) and is thus adapted to treat a prescribed throughput in cubic metres per day of sewage requiring tank aeration. It is usual to provide two aeration tanks operating in series.
The invention further relates to a tank aeration installation adapted to carrying out the said treatment process. In the context of the invention, the term "sewage" more particularly covers domestic wastes and discharges which can be decomposed similarly easily. The terms "tank aeration index" and "tank aeration capacity parameter" relate to the known art of disposal by tank aeration. The typical indices for conventional tank aeration installations having two aeration tanks and a single final clarification basin include a specific space requirement of about 3m3 per inhabitant or equivalent inhabitant and a specific area requirement of about 2m2 per inhabitant or equivalent inhabitant, these indices being minimum levels. The space load on the aeration tanks is about 309 BOD#m3. day.The normal tank aeration capacity parameter varies from 8,000 to
10,000 at the most of inhabitants or their equivalent served.
In known installations of this type, the drip-feed unit is operated as a low-load unit with a space load of the order of magnitude of 1 to 2 kg BOD#m3. day, and the low-load drip-feed unit operated under these conditions supplies the aeration tanks at the conventional rate corresponding to the capacity parameters quoted above. No difficulties arise up to the quoted capacity parameter of 8,000 to 10,000 inhabitants or their equivalent served. If the load ceiling is exceeded, both the area and the space requirements become excessive.The quoted limit applies both to tank aeration installations of the type having stationary compressed-air candles, as they are called, which are usually disposed at the midpoint of each aeration tank, and to those of the type having compressed-air candles which reciprocate across the aeration tanks and are usually disposed on the endfaces of the aeration tanks. The following detailed comments must however be made on the subject of the purification of discharges in general and domestic sewage in particular, with the aid of tank aeration installations.
There must be several hundred conventional tank aeration installations in operation in the
German Federal Republic. They meet the current regulations and performance requirements, and to this extent they are well proven. They maintain highly stable treatment conditions and are environmentally favourable. On the one hand they have very high specific area and space requirements, but on the other hand they require very little attention. The capital cost per inhabitant or equivalent inhabitant served is very low.Their cost effectiveness with regard to capital outlay and maintenance charges can be attributed, among other factors, to the possibility in general of constructing this type of tank aeration installation by simple earth moving means, added to the fact that generous space and area provisions avoid the installation of special equipment in the form of sand traps, rakes and sludge handlers. The dwell period for treating sewage in the aeration tanks is in the range 10 to 15 days. The specific energy consumption per kg of substances destroyed (BOD5) is of the order of 1 kWh/kg BOD5, which corresponds to the value for oxidation ditches. As previously pointed out, tank aeration installations with ample space provisions need no rakes, sand traps or special sludge handling stages. The sludge settles on the floors of the aeration tanks.The permanently aerated water stream sweeps over the sludge and supplies oxygen to the topmost sludge layers, so that sludge never floats up and the topmost layer never putrefies. The lower sludge layers are decomposed anaerobically. Years elapse before the fully stabilised sludge need be pumped out.
The sewage itself is purified in the aerated tanks by very fine floccules floating in the water and by aerobic organisms attached to the floor.
One object of the invention is to provide a process whereby a tank aeration installation can be operated at higher tank aeration capacity parameters than those conventionally applied, so that a substantially increased throughput of sewage can be treated. Another object of the invention is to provide a tank aeration installation adapted to carrying out the said process.
According to the present invention, a process for the operation of a tank aeration installation has aeration tanks, an initial drip-feed unit, and a final clarification basin, which tank aeration installation has existing or planned aeration tanks with prescribed tank aeration indices and prescribed tank aeration capacity parameters and is thus adapted to treating a prescribed throughput of sewage requiring tank aeration, the drip-feed unit being adapted to be operated as a high-load unit with a space load in the range 2 to
12kg B0DWm3. day, preferably around 5kg B0D#m3., and that the aeration tanks are supplied with sewage from the high-load drip-feed unit operating under these conditions at a rate at least
1.5 times greater than the rate applied to conven#ional tank aeration installations.
Otherwise the aeration tanks are unchanged and are still operated in the conventional manner. The sludge settles as before on the floors of the aerated tanks. The permanently aerated water stream sweeps over the sludge and supplies oxygen to the topmost sludge layers, so that the sludge never floats up and as before there is no putrefaction. Years elapse before the fully stabilised sludge need be pumped out. The sewage itself is purified in the aeration tanks by very fine floccules floating in the water and by aerobic organisms attached to the floor.Thus the invention combines a drip-feed unit modified
into a high-load unit with aeration tanks which
are in no significant way, if at all, constructionally different from those included in conventional tank aeration installations, but this modification allows the installation as a whole to operate at capacity parameters at least 1.5 times, and possibly even 2 to 3 times greater, than for conventional tank aeration installations. For this reason, the invention is particularly significant when it is required to adapt or reinstate an existing tank aeration installation to operate at higher capacity parameters, or in other words to treat an increased volume of sewage. For this purpose, it is now sufficient to replace or modify the drip-feed unit. However, the significance of the invention is not confined to the modification of existing tank aeration installations.On the contrary, the invention is also relevant to newly constructed tank aeration installations, since the drip-feed unit can be adapted and operated as described above-while the aeration tanks remain as it were conventional.
Within the scope of the invention, there are numerous possibilities for further detailed improvement. In the case of a tank aeration installation having a coarse pre-clarification unit preceding the drip-feed unit, the coarse preclarification stage is preferably carried out in a cross-current circular basin, in which sand and coarse sludge settle out, and the sand and coarse sludge from the coarse pre-clarification unit is fed directly into the aeration tanks, bypassing the drip-feed unit, and there deposited. The drip-feed unit is preferably operated at a flushing rate of 5m/h or more, while the so-called biological turf formed in the drip-feed unit is flushed away for deposition again in the aeration tanks.
One embodiment of the invention of separate and independent significance relates to means whereby it is possible to operate a tank aeration installation constructed and operated on conventional lines at sewage throughput rates 2 or more times greater than for conventional tank aeration installations. For this purpose, an adsorption basin, also of the high-load type, is preferably interposed between the highly loaded drip-feed unit and the aeration tanks, the sludge from the adsorption basin being again fed into the aeration tanks and there deposited.The term adsorption basin refers in this case to a culture basin for the adsorptive, self-filtering and coagulating removal of carbon and nitrogen compounds which are relatively resistant to decomposition, which basin is aerated with atmospheric air and operated at a space load of about 10 kg BOD,"m3. day and a sludge load of at least 2 kg BOD$kg TS. day (cf. DE-AS 26 40 875,
DE-AS 28 03 759).
It is within the scope of the invention to add precipitants, such as Fe (II) salts, for example, between the first and second high-load biological stages. On the one hand, this raises the purification performance of the culture stage, while on the other hand the phosphate content is
absorbed for deposition with the sludge in the aeration tanks. In conjunction with phosphate reduction in the following tank aeration stages and in the moist biotope, phosphate reductions of 80 to 90% are reached by these means. It is also within the scope of the invention to add precipitants, such as Fe (II) salts, for example, between the first and second aeration tanks.
Again, it is within the scope of the invention to feed the purified effluent from the final clarification tank into a moist biotope and to purify if finally therein.
In the process of the invention, the aeration tanks in the tank aeration installation continue to function with their characteristic processing stability. As before, no separate sludge conditioning stages are required, and there is no need for rakes or the like. Nevertheless, the space or area requirement is substantially reduced, by a factory of up to 1/4, or in other words the volume of sewage treated can be correspondingly increased. The environmentally favourable tank aeration system can be applied to substantially higher capacity parameters, i.e., to serve 30,000 to 40,000 inhabitants or their equivalent. Little attention is required by either the drip-feed unit or the adsorption basin.The highly loaded culture can be aerated with the aid of compressed air or by surface aeration, but it is preferred to aerate with compressed air, using the air compressors already available in the tank aeration installation.
In the embodiment having an initial adsorption basin, a proportion of the easily destroyed organic compounds is decomposed in the drip-feed unit, at a very low specific energy consumption of only 0.25 to 0.30 kWh/kg BOD5 reduced. The rest is treated in the adsorption basin, which can be operated anaerobically or aerobically, at will, but is preferably operated anaerobically, thereby converting substances which resist decomposition to substances which are easily decomposed. These residual substances can be decomposed in the aeration tanks. The energy consumption is reduced by about 50% compared with conventional tank aeration. The investment charges for a given sewage treatment capacity are reduced significantly, i.e., by aout 30 to 40%.
The process of the invention, and tank aeration installations adapted to carrying it out, will now be described in more detail with reference to the accompanying drawings, in which:~
Figure 1 is the flowsheet for a tank aeration
installation having a high-load drip-feed unit and adapted to carrying out the process of the invention; and
Figure 2 is the flowsheet for a tank aeration installation having a high-load drip-feed unit and an adsorption basin and adapted to carrying out the process of the invention.
Figure 1 shows a tank aeration installation having two aeration tanks 1 and 2, an initial drip feed unit 3 and a final clarification basin 4. The tanks 1 and 2 have prescribed tank aeration indices and prescribed tank aeration capacity parameters (inhabitants or their equivalent). This refers to the indices and parameters quoted initially in respect of the conventional art of aeration tank operation. In other words, it implies that the aeration tanks 1 and 2 are designed for a prescribed sewage throughput in cubic metres per day. However, the drip-feed unlt 3 is no longer a low-load unit, but is adapted as a high-load unit with a space load in the range 2 to 12 kg BOD5/m3. day. The installation as a whole is adapted to treat a sewage throughput at least 1.5 times greater than that for which the aeration tanks 1 and 2 were designed.The drip-feed unit 3 can be packed with plastics sprinkler material and designed so that biological turf build-up is prevented by maintaining a flushing rate of 5 m/h or more. Furthermore, an initial coarse preclarification unit 5 is provided. The arrangement is such that the sand and coarse sludge from the coarse pre-clarification unit 5 is fed into the aeration tanks 1 and 2 by means of a mammoth
pump connected to the aerators 6 in the aeration tanks 1 and 2. The aerators 6 are constructed on
conventional lines are moreover adapted for the
conventional sewage throughput for tank aeration.
Figure 2 shows an embodiment having an adsorption basin 7 interposed between the highload drip-feed unit 3 and the aeration tanks 1 and 2, the aeration equipment for the adsorption basin 7 being also connected to the aerators 6 in the aeration tanks. The sludge from the adsorption basin 7 can be fed into the aeration tanks 1 and 2.
The provision of the initial high-load drip-feed unit 3 in the embodiment shown in Figure 1 has the result that before ever reaching the aerated tanks 1 and 2 some 30 to 50% of the organic substances dissolved in the sewage is converted to solid substances which will settle out. Provided the drip-feed unit 3 is operated at the specific space load, this degree of destruction will be reached with ease. As a result, one can save more than 1 2,000m3 in tank capacity by providing 1 70m3 for the coarse pre-clarification and dripfeed stages. In other words, a community of 12,000 inhabitants or their equivalent can be served at the same area requirement as would be sufficient in a conventional tank aeration installation for only 6,000 inhabitants or their equivalent.
In accordance with the invention, the drip-feed unit 3 is preceded by a conventional biological stage, but the latter is operated in a specific manner, i.e., as a high-load unit. Moreover, the sludge formed in this biological stage is not handled in the conventional manner for biological stages. On the contrary, it is fed into the aeration tanks 1 and 2 and caused to settle there. The permanently aerated water stream sweeps over this sludge and supplies oxygen to the topmost sludge layers, so that sludge never floats up and the topmost layer never putrefies. Years elapse, as before, before the fully stabilised sludge need be pumped out. The sewage is then purified in the aeration tanks 1 and 2, as before, by very fine floccules floating in the water and by aerobic organisms attached to the floor.With the initial coarse pre-clarification unit 5, the functions of raking, sand entrapment and coarse preclarification are combined, preferably with the aid of a circular cross-current basin or alternatively an elongated pre-clarification basin. The floating constitutents are retained in the coarse preclarification unit 5 and caused to settle out by continuous slight aeration. The sand and coarse sludge are transferred, preferably through a mammoth pump, into the drip-feed unit outflow and thence into the aeration tanks 1 and 2.
However, a similar transfer is made of the biological turf, which is flushed out of the dripfeed unit 3 by reason of the high flushing rate. It is finally deposited in the aeration tanks 1 and 2.
The energy costs are greatly reduced, since a half of the load is destroyed in the high-load drip-feed
unit 3. For example, the specific energy consumption in a drip-feed unit 4m tall is about 0.25 kWh/kg BODs reduced. Compared with straightforward tank aeration installations having a specific energy consumption of 1.0 kWh/kg
BOD5 reduced, the resulting energy saving is about 35%.
With the high-load adsorption basin 7 of the embodiment of Figure 2, disposed between the drip-feed unit 3 and the aeration tanks 1 and 2, even higher capacities can be attained without seriously affecting the specific area and space requirements. On the contrary, the specific space requirement can actually be reduced by thus interposing an adsorption basin. By providing the two intial high-load stages, viz., the drip-feed unit 3 and the adsorption basin 7, it is possible to remove approximately 75% of the organic load on the aeration tanks 1 and 2, so that they require only about 25% of the capacity previously needed, or in other words the sewage throughput can be increased by a factor of approximately 3. It is a surprising fact that the aerated tanks are in no way overloaded with a residue of substances which resist decomposition and cannot be dealt with adequately, if at all. Thus some 50% of the organic load is destroyed in the high-load dripfeed unit 3. In the high-load adsorption stage 7, which is preferably though not necessarily operated anaerobically, the substances which resist decomposition are broken down to substances more easily destroyed. Thus the effluent from the high-load adsorption stage 7 is easily destroyed biologically. It is purified completely satisfactorily in the aeration tanks 1 and 2 operating at the conventional space load of 20 to 30g BODl,/m3. day. Moreover, a final clarification period of 1 day is sufficient in this installation to treat domestic or similarly treatable discharges to final effluent values of 1 smug BOD5/1. These effluent values meet the latest legal requirements.
Claims (15)
1.5 times greater than the rate applied to conventional tank aeration installations.
2. A process as in Claim 1, wherein the space load is around 5kg BOD#m3. day.
3. A process as in Claim 1 or Claim 2, wherein a coarse pre-clarification unit preceds the dripfeed unit, the coarse pre-clarification stage is carried out in a cross-current circular basin or an elongated basin, in which sand and coarse sludge
settle out, and the sand and coarse sludge from the coarse pre-clarification unit is fed directly into the aeration tanks, bypassing the drip-feed unit, and
is there deposited.
4. A process as in any one of Claims 1 to 3, wherein the drip-feed unit is operated at a flushing rate of 5m/h or more, while the biological turf formed in the drip-feed unit is flushed away for deposition again in the aeration tanks.
5. A process as in any one of Claims 1 to 4, wherein an adsorption basin, also of the high-load type, is interposed between the highly loaded drip-feed unit and the aeration tanks, the sludge from the adsorption basin being again fed into the aeration tanks and there deposited.
6. A process as in any one of Claims 1 to 5, wherein precipitants are fed in before the first aeration tank is entered.
7. A process as in any one of Claims 1 to 6, wherein the purified effluent from the final clarification basin is fed into a moist biotope and therein finally purified.
8. A process as in any one of Claims 1 to 7, wherein precipitants are fed in between the first high-load drip-feed stage and the second highload culturing stage.
9. A process as in Claim 6 or Claim 8, wherein the precipitants are Fe(ll) salts.
10. An installation for carrying out the process as in any of Claims 1 to 9, having aeration tanks, an initial drip-feed unit and a final clarification basin, the drip-feed unit being designed as a highload unit with a space load in the range 8 to 12 kg BOD#m3. day and the installation as a whole being adapted to treat sewage at a rate at least 1.5 times greater than the rate applied to installations having aeration tanks of conventional dimensions.
1 An installation as in Claim 10, wherein the drip-feed unit is packed with plastics sprinkler material and kept free from biological turf by a flushing rate of 5m/h or more.
12. An installation as in Claim 10 or Claim 1 1, having an initial coarse pre-clarification unit in which sand and coarse sludge are removed, the sand and coarse sludge from the coarse preclarification unit being fed into the aeration tanks by means of a mammoth pump connected to the aerators in the aeration tanks.
13. An installation as in any one of Claims 10 to 12, having an interposed adsorption basin, the aeration equipment for the adsorption basin being connected to the aerators in the aeration tanks.
14. Process for the operation of a tank aeration installation substantially as hereinbefore described with reference to Figure 1 or Figure 2 of the accompanying drawings.
15. A tank aeration installation operated substantially as hereinbefore described with reference to Figure 1 or Figure 2 of the accompanying drawings.
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| DE3141889A DE3141889C2 (en) | 1981-10-22 | 1981-10-22 | Method for operating a pond aeration system |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| GB2108950A true GB2108950A (en) | 1983-05-25 |
| GB2108950B GB2108950B (en) | 1985-10-16 |
Family
ID=6144622
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| GB08228725A Expired GB2108950B (en) | 1981-10-22 | 1982-10-07 | Tank aeration installation and operation |
Country Status (9)
| Country | Link |
|---|---|
| JP (1) | JPS5881495A (en) |
| AT (1) | AT385976B (en) |
| BE (1) | BE894670A (en) |
| CH (1) | CH661039A5 (en) |
| DE (1) | DE3141889C2 (en) |
| ES (1) | ES516684A0 (en) |
| FR (1) | FR2515164B1 (en) |
| GB (1) | GB2108950B (en) |
| NL (1) | NL8204025A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2165831A (en) * | 1984-10-18 | 1986-04-23 | Boehnke Botho | Effluent purification installation |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3146622C2 (en) * | 1981-11-25 | 1985-01-03 | Böhnke, Botho, Prof. Dr.-Ing., 5100 Aachen | Plant for the purification of wastewater |
| DE3543432A1 (en) * | 1985-12-09 | 1987-06-11 | Fraunhofer Ges Forschung | PLANT FOR THE BIOLOGICAL TREATMENT OF WASTEWATER |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CH285151A (en) * | 1950-02-17 | 1952-08-31 | Dorr Co | Process and system for wastewater treatment. |
| DE1459453B2 (en) * | 1963-11-20 | 1972-04-20 | Asendorf, Knut Erich, 6380 Bad Horn bürg | SEWAGE PURIFICATION SYSTEM |
| DE2640875C3 (en) * | 1976-09-10 | 1983-01-20 | Machinefabriek W. Hubert & Co. B.V., Sneek | Two-stage activated sludge process for cleaning wastewater |
| DE2803759C3 (en) * | 1978-01-28 | 1983-01-13 | Böhnke, Botho, Prof. Dr.-Ing. | Two-stage system for the treatment of wastewater according to the activated sludge process |
| DE2908134C2 (en) * | 1979-03-02 | 1983-10-20 | Böhnke, Botho, Prof. Dr.-Ing., 5100 Aachen | Plant for the purification of wastewater |
-
1981
- 1981-10-22 DE DE3141889A patent/DE3141889C2/en not_active Expired
-
1982
- 1982-09-27 CH CH5677/82A patent/CH661039A5/en not_active IP Right Cessation
- 1982-09-28 AT AT359182A patent/AT385976B/en not_active IP Right Cessation
- 1982-10-07 GB GB08228725A patent/GB2108950B/en not_active Expired
- 1982-10-12 BE BE2/59873A patent/BE894670A/en not_active IP Right Cessation
- 1982-10-18 FR FR8217375A patent/FR2515164B1/en not_active Expired
- 1982-10-19 NL NL8204025A patent/NL8204025A/en not_active Application Discontinuation
- 1982-10-20 JP JP57183027A patent/JPS5881495A/en active Pending
- 1982-10-20 ES ES516684A patent/ES516684A0/en active Granted
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB2165831A (en) * | 1984-10-18 | 1986-04-23 | Boehnke Botho | Effluent purification installation |
Also Published As
| Publication number | Publication date |
|---|---|
| DE3141889C2 (en) | 1984-05-30 |
| ATA359182A (en) | 1987-11-15 |
| BE894670A (en) | 1983-01-31 |
| FR2515164B1 (en) | 1989-12-29 |
| GB2108950B (en) | 1985-10-16 |
| AT385976B (en) | 1988-06-10 |
| JPS5881495A (en) | 1983-05-16 |
| ES8306685A1 (en) | 1983-06-16 |
| FR2515164A1 (en) | 1983-04-29 |
| NL8204025A (en) | 1983-05-16 |
| CH661039A5 (en) | 1987-06-30 |
| DE3141889A1 (en) | 1983-05-11 |
| ES516684A0 (en) | 1983-06-16 |
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