APPARATUS AND PROCESS FOR SEWAGE AND WASTEWATER TREATMENT

Abstract: In this process, the treatment of wastewater is brought about by active biosolids which are arranged to continually fall through the liquid being treated, in a tank. Biosolids are then pumped from the base of the tank to be distributed over the tank surface. This distribution can take place from a suitable array of channels placed above the tank surface. As well as distributing the biosolids, these channels act as weirs and oxygen is dissolved in the liquid as it drops onto the liquid surface and by bubbles entrained into the surface layer of water in the tank. Because treatment is taking place in a low turbulence, settling, regime, clarification zones to remove the active biosolids from the treated wastewater before discharge, are readily created by the placement of simple baffles. A clarification zone is defined by any baffled area which does not receive re-circulating liquor from a weir channel. Treated wastewater is discharged from conventional launders placed within or around the clarification areas. There are a number of advantages from such a configuration when used for the treatment of wastewater.

Description: Apparatus and Process for Sewage and Wastewater Treatment The present invention relates to a wastewater treatment apparatus and a process for treating wastewater or sewage, that is for the biological treatment of sewage and wastewater. Existing biological treatment processes fall into one of two classes, fixed-film and suspended-growth systems. In fixed-film processes, wastewater is poured over biological films consisting of micro-organisms which develop on an inert support medium. In trickling filters wastewater is distributed over the top of such biof ilms growing on a support medium. Oxygen necessary for treatment comes from air which naturally ventilates the biofilms. Alternatively the biofilms and support medium can be flooded in which case oxygen is supplied by air bubbled into the liquid under the support medium or within the lower portion of the medium. In suspended growth systems, such as the activated sludge process, a culture of micro-organisms is maintained suspended in the wastewater being treated. Oxygen is provided by aeration by one of a number of means such as via diffusers placed in the bottom of the tank or by mechanical aeration at the surface of the tank. An important feature of all suspended growth systems is that sufficient energy must be supplied by the aeration system to maintain the flocculated micro-organisms in suspension. Another important feature of such systems is that the treated wastewater must be separated from the suspended micro-organisms, usually by settlement, though membranes can be used, and the separated micro-organisms returned to the process. Trickling filter systems and other fixed-film systems have higher capital costs but lower running costs than suspended growth systems. The economics is such that suspended growth systems are always more cost effective for large installations. Flooded filters have both high capital cost and relatively high running costs but can be attractive where space is limited. The current invention can be viewed as an improvement of suspended growth processes. In order to understand some of the potential benefits of the present invention, the following description of suspended growth systems is given. Two important features of suspended growth processes are cost and degree of treatment. The capital cost is made up mostly of the main tank, the clarification tank and the aeration equipment. The running cost is made up mostly of the energy required to operate the aeration system. Diffused air systems are theoretically more efficient than surface aerators, particularly in clean water, but factors such as the presence of detergent which improve the efficiency of surface aerators but lessen the efficiency of diffused aeration, often result in similar performance. The transfer, into solution, of 2 kg of oxygen per kWh of energy consumed is considered a good target figure for such systems. The system required to transfer the separated solids back to the main tank also has a capital and operating cost. Systems have been designed which dispense with the clarification tank. The first such systems attempted to achieve clarification by using baffles to create a clarification zone within the main treatment tank. However the difficulty of creating such a quiescent clarification zone adjacent to the high turbulence necessary to keep the flocculated micro-organisms in suspension meant such systems were at best only partially successful and were not commercially viable. In sequencing batch reactors the same tank is used both for treatment and clarification, the functions being separated in time. To achieve a viable system requires multiple tanks and a complex control system. To date it is not clear whether such systems achieve an overall space saving compared to the conventional aeration tank and clarification tank. During treatment, organic waste material is part oxidised and part converted to settleable, particulate matter which is removed in the separation stage (most of the separated solids, which are biologically active, are returned to the process, but a portion is wasted for disposal). The degree of treatment depends both on the degree of oxidation/stabilisation and the efficiency of the separation process. An important feature of treatment is the oxidation of ammonia to nitrate. Though nitrate is much less toxic in the environment than ammonia, it is an important nutrient and can have unfavourable effects upon receiving waters. Increasingly the removal of nitrate is also required. Nitrate reduction can be brought about in suspended growth systems in anoxic zones. Here the returned micro-organisms and untreated wastewater are mixed without aeration. A range of micro-organisms obtain energy for the oxidation of organic matter from the reduction of nitrate to gaseous nitrogen and nitrous oxide. In the conventional activated sludge process the degree of de-nitrification cannot exceed the ratio of the sludge return flow to the inflow, normally 50 to 75%. As well as being environmentally beneficial, de-nitrification is a means of recovering some of the energy used in dissolving oxygen necessary for nitrification and so is doubly beneficial. A feature of municipal wastewater treatment plants is that they must deal with a diurnally varying inflow in terms of both strength and volume, both generally peaking in the late morning. As a result of this peak inflow, the micro-organisms necessary for treatment are transferred form the oxidation tank to the clarification tank just at the time of peak flow. This results in a reduced level of treatment, particularly of the oxidation of ammonia. Because of the retention time of the process, this typically results in higher levels of ammonia in the effluent in the evening period. This diurnal variation in performance may be avoided in traditional designs with low loadings, but prevents the further optimisation of designs. In theory the problem could also be overcome by sophisticated control of the rate of return of solids but this is not currently done because reliable instruments do not exist which can measure the required parameters in the environment of a sewage treatment plant. The present invention seeks to provide a more efficient wastewater clarifying apparatus and an associated method of clarifying wastewater. According to a first embodiment of the present invention there is provided a wastewater clarifying apparatus including a settlement tank arranged to be filled with liquid upto a predetermined level and an aeration means arranged to aerate liquid in the region of said level, wherein the apparatus is arranged such that solids generated through aerobic treatment of said liquid settle towards a base region of the tank, and further including transfer means arranged to transfer at least some of said solids from the base region to the predetermined level. Less energy is required that in suspended solids reactors as energy does not have to be supplied to keep the solids in suspension. Preferably, the apparatus further includes a partition arranged to separate the tank into a treatment zone and a clarification zone. This has the advantage of reducing the capital cost of the plant and space required therefor. Normally, the partition extends downwardly from the predetermined level e.g. to a set height from the bottom of the tank, for example 1 m from the top. Advantageously the apparatus is arranged such that liquid in said base region only contains levels of dissolved oxygen suitable for de-nitrification of the liquid. In a particularly preferred embodiment of the apparatus according to any one of the preceding claims, wherein the aeration means comprises a weir. Preferably, there is a fall of a preset distance between the weir and the predetermined level and the preset distance is normally between 0.1 m and 1 .5m, preferably in the region of 0.5m. The aeration means is advantageously arranged for providing sufficient dissolved oxygen in liquid near the top of the tank for aerobic treatment of said liquid and levels of dissolved oxygen in said liquid towards the bottom of the tank for di-nitrification of said liquid. The transfer means preferably includes the weir, and liquid and solid from the base region of the tank are transferred to the predetermined level via the weir. In a preferred embodiment, the weir has a total length of about 50m. In larger scale installations it is preferred for the apparatus to include a plurality of aeration means and possibly also a plurality of clarification zones. This can keep the space requirement for the plant to a low level. Preferably, the clarification zones comprise about 90% of the total surface area of the tank at the predetermined level. In another preferred embodiment, an inlet for wastewater is provided towards the bottom of the tank, e.g. in the base region. Normally the apparatus will include an outlet for clarified water. Preferably, the outlet comprises a launder, e.g. of known design. In larger scale plants, a plurality of said outlets may be provided. Advantageously it is easy for the present invention to provide an apparatus is arranged such that oxygen transfer in clean water tests are greater that 2Kg of oxygen per KWh. Preferably, the apparatus is arranged for typical effluent quality is in the region of: 5 to 10mg/l BOD, 5 to 10 mg/L SS, less than 1 mg/L NH3-N, and less than 1 mg/L NO3-N (provided that input had high enough BOD: N ratio). Normally, the transfer means needs only to include a pump rather than more complex equipment. The pump is often mounted about the predetermined level. According to a second aspect of the present invention there is provided a wastewater treatment process, comprising the steps of: a) providing wastewater into a tank to provide liquid upto a predetermined level; b) aerating the liquid sufficiently to allow oxidation of said liquid to form biosolids towards the top of the tank; c) allowing biosolids to settle towards the bottom of the tank; and d) transferring biosolids from towards the bottom of the tank to the predetermined level in the tank. Preferably, the treatment of the liquid occurs in a treatment zone of the tank and clarification occurs in a clarification zone of the same tank. Advantageously, aerobic treatment of the liquid occurs towards the top of the tank and di-nitrification occurs towards the bottom of the tank. Preferably, the distribution of biosolids and the necessary aeration for treatment is achieved at the liquid surface by any means which introduces sufficiently low turbulence into the tank contents to allow the establishment of the necessary treatment and clarification zones. Advantageously, the distribution of biosolids and the necessary aeration for treatment both take place from an array of weir channels placed above the liquid surface of the treatment plant. The method will of ten advantageously provide a gradient of dissolved oxygen levels between the liquid surface and the bottom of the treatment system. Preferably in the upper portion of the tank levels of dissolved oxygen are sufficient for full aerobic oxidation of waste matter including nitrification, and/or towards the bottom of the treatment system, levels of dissolved oxygen fall towards zero, establishing an anoxic zone in which de-nitrification occurs and optionally the process including repeated passing of the micro-organisms responsible for treatment through the different treatment zones. In a preferred embodiment of the process, the degree of oxygen transfer is controlled by controlling the rate of pumping of the biosolids to the surface; and optionally the rate is controlled by controlling the rpm of pumps used in step d) and/or the angle of the impeller vanes of said pumps and/or by on-off control of a varying pattern of the pumps. In preferred embodiments of the invention the following benefits may be obtained: The current invention preferably dispenses with the need for a clarification tank. The present invention may achieve an aeration efficiency in excess of the norm and may even achieve up to 100% de-nitrification with the associated environmental benefit and further improvement to the effective energy efficiency. Advantageously, the invention may reduce the problem of diurnal variability in performance since all solids are at all times in the treatment zone. Preferably, the invention allows very fine control of the degree of aeration thus even further reducing operating costs. Two examples of implementing this invention will be given with reference to the following Figures 1 to 4. However, the invention is generic and can be implemented in a number of ways. In the drawings: Figure 1 illustrates a first preferred embodiment of an apparatus according to the present invention; Figure 2 illustrates a second preferred embodiment of an apparatus according to the present invention; Figure 3 illustrates a preferred design of a weir and baffle arrangement suitable for use with the present invention; and Figure 4 illustrate a preferred design of a weir channel for use with the present invention. The invention superficially resembles a suspended growth process, where the suspended solids are responsible for the treatment of wastewater. However the crucial difference is that the solids are not maintained in suspension but allowed to continuously settle through a treatment zone. Solids from the bottom of the tank are returned and distributed over the liquid surface as an integral part of the aeration mechanism. Because of this new concept, and to bring it about, a form of surface aeration can be used which does not need to put in sufficient mixing energy to maintain the solids in suspension. This allows for the aeration system to be more efficient than other forms of mechanical aeration. In addition, because there is much less turbulence in the tank than in a conventional suspended growth system, it now becomes very easy simply to partition off part of the tank to act as a clarification zone before discharge of treated effluent if desired. Also because of the greatly reduced degree of turbulence, the tank is not well mixed in the vertical dimension. This allows a gradient of treatment zones to establish at different depths. At the surface of the tank dissolved oxygen levels are high enough for aerobic treatment including nitrification. At increasing depths, levels of dissolved oxygen fall until they are low enough for de-nitrification. One form of aeration that is suitable for this concept is aeration from a weir. Liquor and solids from the bottom of the tank are pumped to weirs of suitable configuration placed above the top of the tank. From these weirs the liquor free falls onto the surface of the tank. From a height of e.g. 0.5 metres, from 3 to 4 mg/l of oxygen are effectively added to the re-circulating flow. In fact the bulk of the oxygenation takes place at the surface of the tank by bubbles entrained by the falling liquor. The levels of dissolved oxygen at the surface of the tank are maintained in the region of 1 mg/l. To give complete treatment the required re-circulating flow is likely to be in the region of 50-100 times the inflow rate (for municipal plant) depending on the strength of the wastewater being treated. It can be seen that the only mechanical equipment required by this treatment system is a number of simple low head pumps such as are commonly used in fish farms. It is noted that prior to this invention, aeration from a weir could not be used as the dominant form of aeration in a biological treatment system since it does not induce enough turbulence to maintain solids in suspension. The invention is described in more detail initially with reference to Figure 1 . Example dimensions are given suitable for a treatment plant for a population of about 1 50. Figure 2 presents an example suitable for a population of about 100,000. In Figure 1 , treatment takes place in a tank 1 2m in diameter, 5m deep. Feed wastewater 2 is introduced via a pipe 3, in a preferred configuration to the base of the tank. Solids are recycled via a pump 4 from the bottom of the tank to an aeration/distribution device, in this example a weir structure 5. The height of this weir structure influences the degree and efficiency of oxygen transfer into the falling re-circulating liquor 6. The lower the structure the lower is the amount of oxygen transferred per unit of liquor pumped as is the energy required to pump a unit of liquor. In fact the efficiency of oxygen transfer increases with decreasing height provided the height is sufficient to develop full turbulence in the liquor falling from the weir and normally weir height will be in the region of 0.1 m to 1 .5m. Heights in the region of 0.5m provide a particularly efficient transfer of oxygen. The height necessary to develop the required turbulent flow depends on the flow-rate per unit length of weir. In the example described in Figure 1 , a high level of treatment will be given with a retention time of around 1 2 hours, a rate of inflow of wastewater of 0.33 l/s. A re- circulation ratio of 75:1 requires a re-circulation rate of 25 l/s. A suitable weir design is shown. This consists of a semi-circular weir trough, 1 m in diameter, giving a perimeter of approximately 2.5 metres. A suitable configuration of flow will be developed from touching 45O v-notches 7 placed around the weir perimeter, each 70mm wide. Other designs and configurations of weir are possible and will be in the normal competence of the skilled person to design and implement. A clarification zone 8 is created by baffle 9 which extends across the diameter of the tank and extends to typically 1 m below the liquid surface. Final effluent 10 leaves the tank through a peripheral launder 1 1 placed around the clarification zone. In Figure 1 , the concentration of biosolids is approximately indicated by the closeness of the cross hatching. In practice the increase in biosolids concentration will be more gradual on descending through the tank, though there will be a sharp interface at the bottom of the clarification zone. During operation, the re-circulation rate is controlled such that the dissolved oxygen levels at the surface of the tank are in the region of 1 mg/l and drop to zero at the bottom of the tank due to consumption of oxygen by the active solids as they fall through the tank. This control can be achieved by one or more of the following techniques: altering the rpm of the pump, the angle of the impeller vanes or simply by on-off control of a pump of fixed speed and geometry. Nitrification and some BOD reduction take place in the upper levels of the process, de-nitrification and further BOD removal takes place at lower levels in the process. During operation a biomass will develop in the liquor in the tank. By bleeding off a portion of mixed liquor 12 this can be controlled to a suitable level such as 3,000 mg/l nominal concentration. Solids picked up from the bottom of the tank are distributed over the weir and then settle through the tank back to the bottom. Depending on various factors, the rate of return of solids may be a little less than the rate of settlement of solids. A mixer 13 may be placed near the bottom of the tank. This mixer can be operated typically for 1 minute every 30 to prevent excessive settlement of the active biomass. An alternative to a mixer would be to fashion a hopper bottom to the tank thus ensuring that settling solids flow naturally to the inlet of the pump, placed at the bottom of the hopper. Typical effluent quality from this invention is 5 to 10 mg/l BOD, 5 to 10 mg/l SS, < 1 mg/l NH3-N and < 1 mg/l NO3-N (very high levels of de-nitrification (low levels of NO3-N) depend on a sufficiently high BOD:N ratio in the feed wastewater). Typical efficiencies of oxygen transfer, measured in clean water tests are well in excess of 2kg of oxygen per kWh. Energy efficiencies during treatment are even higher when compared to conventional systems since in addition to the intrinsic high efficiency there is no energy requirement for settlement tank scrapers or sludge return and the very high levels of de- nitrification mean that the oxygen demand per unit of treatment is also less. Large treatment plant based on the principles of this invention could be based on a simple scale-up of Figure 1 , possibly keeping the depth the same). However this scaling up is not preferred as it could lead to an excessive number of pumps and the design of the clarification zone would be more complex. A design is presented in Figure 2, which is a very elegant implementation for large works. It has the benefit that almost 90% of the surface of the reactor is used for clarification. As loadings are increased, this clarification area could be the limiting factor on treatment. Example dimensions are given for Figure 2, suitable to treat the wastewater from a population of 100,000. This design is not optimised. Treatment takes place in a tank 14 50m by 40m by 6m deep. The feed of settled sewage 1 5 (at about 200 l/s average daily flow) is introduced into the centre of the tank 16 near the bottom. Like most wastewater treatment plants it would also be possible to treat finely screened crude sewage at a slightly lower loading and this is preferred as it would have the added benefit of increasing the BOD:N ratio thus favouring complete de-nitrification. Active solids, settling to the bottom of the tank, are pumped back to the surface by e.g. 30 low head pumps 1 7 arranged in e.g. a 5 by 6 rectangular array in the tank. Each pump is rated at e.g. 0.5 m°/s. Each pump delivers wastewater and solids to a weir arrangement 18 placed inside a circular baffle or coffer 19, e.g. 3m in diameter, that extends e.g. 1 m below the liquid surface. All of the tank surface 20 outside of these circular baffles will be quiescent and will act as a clarification zone for the separation of the final effluent from the active solids. Aeration and distribution of solids is achieved by passing the tank liquor and settled solids to the weir arrangement placed e.g. 0.5m above the liquid surface inside each circular baffle such that it free-falls onto the liquid surface 21 . The length of weir 17 is an important factor in order to sufficiently distribute the flow onto the tank surface; too short a length of weir would cause the weir to become drowned by excessive flow and aeration would be inhibited. 50m is considered a sufficient length of weir per pump/baffle combination. This can be achieved as shown in Figure 3, a plan view of a singular circular baffle and weir arrangement. A peripheral weir channel 22 is placed around the inside of each circular baffle 23. A second double-sided weir channel 24 with a 2m diameter is fitted. These two channels are connected via 8 radiating double sided weir channels 25. V-notches are cut into the walls of the weir channels e.g. 15 no. 70mm wide, 45 degree v-notches per metre of weir channel wall. The pipes 26 carrying solids and liquor to each pump can be angled such that they draw from a position central between 4 circular baffles, thus helping to keep unused volume in the tank to a minimum. Each such central position in the tank feeds one pump. A number, e.g. 10, submersible mixers 27 are placed around the tank, for intermittent use, e.g. 1 -2 minutes every 30 minutes, to prevent a gradual excessive accumulation of solids in dead spots at the bottom of the tank. A number of dissolved oxygen probes are placed in the tank and used to control the levels of dissolved oxygen by the sequential turning off of varying numbers of the pumps (the pumps could be fitted with variable speed motors or variable pitch impellers in which case pump rates could be turned down). Launders of standard design 28 are fitted around the tank for the collection of treated final effluent 29. A small increase in effluent quality might be achieved if additional launders are placed across the tank surface. Figure 4 shows a section of a suitable configuration of a weir channel with, in this case, with both walls acting as a weir. A shoulder or inclined plate 30 placed below the v-notches 31 of the weir walls, will provide a small increase in aeration efficiency. Returned liquor 32 is flowing longitudinally down the channel and leaves via the plurality of v-notches placed along the channel walls. The inclined plate helps to break up and distribute the falling liquor onto the liquid surface. The use of a variable head outlet device will allow further fine tuning of the efficiency of the process. If the water level in the tank is raised or lowered, this will respectively raise or lower the energy drawn by the pumps, moving their duty point with respect to the point of maximum efficiency, as well as lowering or raising respectively the amount of oxygen transferred. Since only around 10% of the surface is used for aeration in the configuration for the larger system in Figure 2, the intensity of aeration within the circular baffled zones is higher than in the smaller system shown in Figure 1 . This means that dissolved oxygen (DO) levels may rise significantly within the circular baffles. This could lead to a modest but perhaps significant reduction in aeration efficiency. To help overcome this, additional mixers (not shown) can be used to direct liquor from the vicinity of the circular baffles at e.g. 2m depth, into the baffled zones, thus reducing the level of dissolved oxygen therein. Generally the present invention, the treatment of wastewater is brought about by active biosolids (micro-organisms) which are arranged to continually fall through the liquid being treated, in a tank. Biosolids are then pumped from the base of the tank to be distributed over the tank surface. This distribution can take place from a suitable array of channels placed above the tank surface. As well as distributing the biosolids, these channels act as weirs (typically v- notches are cut into the channel walls). Oxygen is dissolved in the liquid as it drops onto the liquid surface and by bubbles entrained into the surface layer of water in the tank. The geometric configuration of this process both allows for aeration from such weirs and requires an aeration process such as this which does not induce significant turbulence into the liquid in the tank. Other means of distribution and aeration which do not introduce excessive turbulence into the liquid in the tank would be suitable. Because treatment is taking place in a low turbulence, settling, regime, clarification zones to remove the active biosolids from the treated wastewater before discharge, are readily created by the placement of simple baffles extending to typically 1 metre below the liquid surface. A clarification zone is defined by any baffled area which does not receive re-circulating liquor from a weir channel. Treated wastewater is discharged from conventional launders placed within or around the clarification areas. There are a number of advantages from such a configuration when used for the treatment of wastewater.

Claims: CLAIMS: 1 . A wastewater clarifying apparatus including a settlement tank arranged to be filled with liquid upto a predetermined level and an aeration means arranged to aerate liquid in the region of said level, wherein the apparatus is arranged such that solids generated through aerobic treatment of said liquid settle towards a base region of the tank, and further including transfer means arranged to transfer at least some of said solids from the base region to the predetermined level. 2. The apparatus according to claim 1 , further including a partition arranged to separate the tank into a treatment zone and a clarification zone. 3. The apparatus according to claim 2, wherein the partition extends downwardly from the predetermined level e.g. to a set height from the bottom of the tank. 4. The apparatus according to any one of the preceding claims arranged such that liquid in said base region only contains levels of dissolved oxygen suitable for de-nitrification of the liquid. 5. The apparatus according to any one of the preceding claims, wherein the aeration means comprises a weir. 6. The apparatus according to claim 5, wherein there is a fall of a preset distance between the weir and the predetermined level. 7. The apparatus according to claim 6, wherein the preset distance is between 0.1 m and 1 .5m, preferably in the region of 0.5m. 8. The apparatus according to claims 5, 6 or 7, wherein the aeration means is arranged for providing sufficient dissolved oxygen in liquid near the top of the tank for aerobic treatment of said liquid and levels of dissolved oxygen in said liquid towards the bottom of the tank for di-nitrification of said liquid. 9. The apparatus according to any one of claims 5 to 8, wherein the transfer means includes the weir and liquid and solid from the base region of the tank are transferred to the predetermined level via the weir. 10. The apparatus according to any one of claims 5 to 9, wherein the weir has a total length of about 50m. 1 1 . The apparatus according to any one of claims 5 to 10, wherein the weir are as shown in Figs. 1 and 2, or Figs. 3 and 4. 12. The apparatus according to any one of the preceding claims, wherein the apparatus includes a plurality of aeration means. 13. The apparatus according to claim 2 or any claims dependent thereon, wherein the apparatus includes a plurality of clarification zones. 14. The apparatus according to claim 1 3, wherein clarification zones comprises about 90% of the total surface area of the tank at the predetermined level. 1 5. The apparatus according to any one of the preceding claims wherein an inlet for wastewater is provided towards the bottom of the tank, e.g. in the base region. 16. The apparatus according to any one of the preceding claims, further including an outlet for clarified water. 17. The apparatus according to claim 1 6, wherein the outlet comprises a launder. 18. The apparatus according to claim 1 6 or claim 17, further including a plurality of said outlets. 19. The apparatus according to any one of the preceding claims, wherein the apparatus is arranged such that oxygen transfer in clean water tests are greater that 2Kg of oxygen per KWh. 20. The apparatus according to any one of the preceding claims, wherein the apparatus is arranged for typical effluent quality is in the region of: 5 to 10mg/I BOD, 5 to 10 mg/L SS, less than 1 mg/L NH3-N, and less than 1 mg/L NO3-N (provided that input had high enough BOD: N ratio). 21 . The apparatus according to any one of the preceding claims, wherein the transfer means includes a pump. 22. The apparatus according to claim 21 , wherein the pump is mounted about the predetermined level. 23. A wastewater treatment process, comprising the steps of: a) providing wastewater into a tank to provide liquid upto a predetermined level; b) aerating the liquid sufficiently to allow oxidation of said liquid to form biosolids towards the top of the tank; c) allowing biosolids to settle towards the bottom of the tank; and d) transferring biosolids from towards the bottom of the tank to the predetermined level in the tank. 24. The process according to claim 23 conducted in the apparatus according to any one of claims 1 to 22. 25. The process according to claim 23 or claim 24, wherein treatment of the liquid occurs in a treatment zone of the tank and clarification occurs in a clarification zone of the tank. 26. The process according to any one of claims 23 to 25, wherein aerobic treatment of the liquid occurs towards the top of the tank and di-nitrification occurs towards the bottom of the tank. 27. The process according to any one of the preceding claims 23 to 26 wherein treatment and clarification occur in the same tank. 28. The process according to any one of claims 23 to 27 in which distribution of biosolids and the necessary aeration for treatment is achieved at the liquid surface by any means which introduces sufficiently low turbulence into the tank contents to allow the establishment of the necessary treatment and clarification zones. 29. The process according to any one of claims 23 to 28, in which the distribution of biosolids and the necessary aeration for treatment both take place from an array of weir channels placed above the liquid surface of the treatment plant. 30. The process according to any one of claims 23 to 29, wherein baffles create clarification zones in said tank from which treated wastewater is discharged substantially free of solids. 31 . The process according to any one of claims 23 to 30, where a number of aeration/distribution zones are created within small, typically circular, areas in the tank, the zones being created by baffles extending to typically 1 m beneath the liquid surface, thus the major portion of the surface layer of liquid in the treatment tank to act as the clarification zone necessary for removing solids prior to discharge of treated wastewater. 32. The process according to any one of the preceding claims 23 to 31 , in which a gradient of dissolved oxygen levels is established between the liquid surface and the bottom of the treatment system, and preferably in the upper portion of the tank levels of dissolved oxygen are sufficient for full aerobic oxidation of waste matter including nitrification, and/or towards the bottom of the treatment system, levels of dissolved oxygen fall towards zero, establishing an anoxic zone in which de-nitrification occurs and optionally the process including repeated passing of the micro-organisms responsible for treatment through the different treatment zones. 33. The process according to any one of claims further including the step of mixing the liquid, (e.g. by submerged mixers) in a highly intermittent manner, to re-suspend a portion of bio-solids which are not picked up by the means for transferring of step d) when the process is operated without additional mixing. 34. The process according to any one of claims 23 to 33, wherein additional mixers are used to direct liquid into the aeration zones beneath the weirs so as to lower the level of dissolved oxygen in these zones and increase the efficiency of oxygen transfer. 35. The process according to any one of claims 23 to 34, where the degree of oxygen transfer is controlled by controlling the rate of pumping of the biosolids to the surface; and optionally the rate is controlled by controlling the rpm of pumps used in step d) and/or the angle of the impeller vanes of said pumps and/or by on-off control of a varying pattern of the pumps. 36. The process according to any one of claims 23 to 35, wherein control of the rate of oxygen transfer and the intrinsic efficiency of pumps used in step d) is obtained by varying the predetermined level in the treatment process, thus varying both the head against which the pumps must deliver together with the rate of pumping and also the height of fall from the weirs onto the liquid surface. 37. An apparatus for treating wastewater as hereinbefore described with reference to, and/or as illustrated by, the accompanying drawings. 38. A weir for use in an apparatus for treating wastewater as hereinbefore described with reference to, and/or as illustrated by, the accompanying drawings. 39. A method of treating wastewater as hereinbefore described with reference to, and/or as illustrated by, the accompanying drawings.

Inventors: HOBSON JOHN, HOBSON, JOHN
Applicants: HOBSON JOHN, WRC PLC, HOBSON, JOHN
Application year: 1999
Main classification: C02F3
IPC codes: B01F3, C02F3