CN210457854U - Mainstream autotrophic nitrogen removal system based on MBBR - Google Patents
Mainstream autotrophic nitrogen removal system based on MBBR Download PDFInfo
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- CN210457854U CN210457854U CN201921247903.4U CN201921247903U CN210457854U CN 210457854 U CN210457854 U CN 210457854U CN 201921247903 U CN201921247903 U CN 201921247903U CN 210457854 U CN210457854 U CN 210457854U
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Abstract
The utility model discloses a mainstream autotrophic nitrogen removal system based on MBBR belongs to biological denitrogenation technical field of sewage. The water supply device solves the technical problems of slow start, low load, unstable operation, substandard effluent and the like in the prior art. The device comprises two denitrification systems, wherein a single denitrification system comprises an anaerobic tank, an anoxic tank, an aerobic decarbonization tank, a sedimentation tank, a first autotrophic denitrification tank, a second autotrophic denitrification tank, an aerobic nitrification tank, a water outlet tank, a sludge reflux device, a nitrification liquid reflux device and a tail water reflux device, wherein the sludge reflux device is connected with the anaerobic tank and the sedimentation tank, the nitrification liquid reflux device is connected with the anoxic tank and the water outlet tank, and the tail water reflux device is connected with the water outlet tank and the first autotrophic denitrification tank of the other denitrification system. The utility model discloses can change into high ammonia-nitrogen concentration waste water by mainstream sewage according to denitrification system treatment effect short-term, handle jointly through two sets of denitrification systems, realized the stable high efficiency processing of mainstream sewage, go out water quality of water index and can reach a kind earth's surface IV class water standard.
Description
Technical Field
The utility model relates to a biological denitrogenation technical field of sewage, concretely relates to mainstream autotrophic denitrogenation system based on MBBR.
Background
The autotrophic denitrification process utilizes nitrosobacteria (AOB) and anaerobic ammonium oxidation bacteria (AnAOB) to carry out coupling of short-cut nitrification and anaerobic ammonium oxidation, and carries out denitrification in the same reactor, and compared with the traditional nitrification denitrification process, the autotrophic denitrification process has the advantages of saving 60% of aeration amount, not needing to add organic carbon sources, reducing 90% of sludge yield, relatively reducing the release amount of nitrogen oxides and the like. The autotrophic nitrogen removal process is mainly used for treating high-ammonia nitrogen low-carbon nitrogen ratio wastewater such as sludge digestive juice and landfill leachate, the high-ammonia nitrogen wastewater can ensure that a system FA is in a proper concentration, so that the system can inhibit nitrobacteria on the basis of not inhibiting AOB, and further can maintain a stable semi-nitrosation state, in addition, the low-carbon nitrogen ratio of inlet water can ensure that the concentration of organic matters in the inlet water is low enough, further ensures that dominant microorganisms in the system are autotrophic bacteria, and prevents the propagation of heterotrophic bacteria such as denitrifying bacteria and the like to compete for substrates required by ANAOB metabolism.
The process development has become a new path for solving the problem of high-efficiency biological denitrification of urban main stream sewage with high carbon-nitrogen ratio so far. At present, the main bottleneck of the mainstream sewage autotrophic nitrogen removal technology is the stable operation of the system. Firstly, because the autotrophic nitrogen removal functional microorganisms AOB and AnAOB both need ammonia nitrogen as a metabolism substrate, the abundance of the autotrophic nitrogen removal functional microorganisms AOB and AnAOB has obvious correlation with the concentration of ammonia nitrogen of inlet water, and the substrate concentration for ensuring the growth and metabolism of AOB and AnAOB is low, so that the autotrophic nitrogen removal system is not beneficial to the stable operation of a single-stage autotrophic nitrogen removal system, and the degradation of the activity of strains is easy to occur, so that the treatment effect is reduced. Secondly, with the reduction of the concentration of the ammonia nitrogen in the inlet water, the inhibition of FA on NOB is reduced, so that the NOB activity of the system is easily recovered, and the shortcut nitrification effect of the system is damaged. Thirdly, the urban main stream sewage contains high organic matters, is directly taken as system water inlet and is easy to cause the propagation of denitrifying bacteria, and competes with the AnAOB in autotrophic denitrification microorganisms for a matrix so as to eliminate the AnAOB. Finally, the process usually adopts an activated sludge form to carry out autotrophic nitrogen removal at present, so that the occupation of the secondary sedimentation tank is increased in the process flow, and the activated sludge is easy to run off along with the effluent to cause unstable system treatment performance in the treatment effect. Thus, many deficiencies limit the application of autotrophic denitrification processes to the treatment of mainstream wastewater. At present, although there are few process designs related to the main stream sewage autotrophic nitrogen removal, many of the current processes still have more defects in consideration of the need of maintaining long-term stable operation of the system.
The research reports of the related aspects of the prior art mainly include:
CN 109502906A discloses a municipal sewage main and side stream anaerobic ammonia oxidation and denitrification cooperative process device and an application method thereof, comprising a municipal sewage raw water tank, a biological reaction tank, a secondary sedimentation tank, a sludge digestion liquid raw water tank and a sludge digestion liquid AOB strengthening tank; the raw urban sewage tank is connected with a water inlet valve of the biological reaction tank through a water inlet pump of the biological reaction tank; the biological reaction tank is connected with the secondary sedimentation tank through a secondary sedimentation tank connecting pipe; the sludge digestive fluid raw water tank is connected with a water outlet valve of the digestive fluid raw water tank through a water inlet pump of the sludge digestive fluid raw water tank; the sludge digestive fluid AOB strengthening tank is connected with the anaerobic ammonia oxidation area cells of the biological reaction tank through a mud-water mixture return pipe and a mud-water mixture return pump. The anaerobic ammonia oxidation compartment of the biological reaction tank adopts autotrophic nitrogen removal, the strain is mixed with the activated sludge of a sewage plant by a biological film growing on a fixed filler in a form, the fixed bed is used as a microorganism attachment carrier with the autotrophic nitrogen removal function in the form, and the biological film is easy to thicken due to lack of sufficient hydraulic shearing, so that the mass transfer is limited, and the treatment load is further influenced; secondly, the common activated sludge is repeatedly circulated in anaerobic, anoxic and aerobic environments in the process flow, the microbial diversity is high, and the common activated sludge flows into an anaerobic ammonia oxidation compartment to easily cause system instability and destroy the anaerobic ammonia oxidation reaction. Thirdly, it adopts the side stream sewage to cultivate the enrichment AOB at AOB intensification pond and flow into the anaerobic ammonia oxidation compartment in order to guarantee autotrophic denitrogenation, and this operation can only guarantee the enrichment of AOB among the autotrophic denitrogenation function microorganism, and to main denitrogenation function microorganism AnAOB, the bacterial colony degeneration that easily takes place in long-term low ammonia nitrogen mainstream sewage operation process leads to the treatment effect to descend, and this utility model does not make any preventive measure to this, therefore the treatment effect can't obtain guaranteeing in the long-term operation process.
CN 104334500 a discloses a method for removing ammonia from a wastewater stream using Ammonia Oxidizing Bacteria (AOB) and anaerobic ammonia oxidizing (ANAMMOX) bacteria. Sludge separated from wastewater in a mainstream is treated in a sidestream including an anaerobic digester, a dewatering system and a biofilm reactor. Anaerobic digesters produce digested sludge, which is dewatered to produce a wastewater containing a higher ammonia concentration and a lower organic carbon concentration and a higher temperature. Treating the wastewater in a sidestream deammonification biofilm reactor comprising biofilm carriers seeded with AOB and AnAOB effective to remove ammonia from the wastewater. In order to remove ammonia from the wastewater in the mainstream, AOB and AnAOB on the media support are used to contact the wastewater in the mainstream and remove ammonia therefrom. Conditions in the mainstream result in AOB and AnAOB being ineffective at removing ammonia after a certain period of time. In order to rejuvenate the AOB and AnAOB on the biofilm carriers, the AOB and AnAOB are again contacted with the wastewater in a lateral flow biofilm reactor, where conditions favor the growth and propagation of AOB and AnAOB. The utility model only has the main stream sewage denitrification capability in terms of process form, and does not relate to any removal process for phosphorus contained in the sewage; secondly, in operation, the utility model predicts that the condition in the main stream causes that AOB and AnAOB can not effectively remove ammonia after a certain period of time, but when the removal effect is enhanced by adopting side stream digestive juice, the main stream sewage in the inlet water can not be effectively treated, and further the outlet water exceeds the standard; thirdly, the reflux of the mixed liquid is not generated in the whole process, so that the effluent matrix is easily overhigh and is difficult to reach the relevant discharge standard.
CN101805094A discloses a starting method of a single-stage autotrophic nitrogen removal reactor, which comprises the following steps: firstly, under the conditions of limited oxygen supply and a small amount of organic carbon sources, a microbial system taking nitrosobacteria and nitrobacteria as the leading parts is constructed, then ammonia nitrogen is controlled to be oxidized to a nitrous acid stage through limited oxygen supply, so that the nitrosobacteria are enriched, the growth of the nitrobacteria is inhibited, the microbial system taking the nitrosobacteria as the leading parts is established, on the basis of a stable nitrous acid system, the aeration mode is adjusted and the dissolved oxygen level is controlled, the microenvironment in which the nitrosobacteria and the anaerobic ammonium oxidation bacteria coexist is optimized, the growth and enrichment of the anaerobic ammonium oxidation bacteria are promoted, and the single-stage autotrophic nitrogen removal system is successfully started. The system starting method involved in the utility model is comparatively complicated, and the condition that autotrophic nitrogen removal function microorganism is degenerated probably occurs in the long-term operation.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide a mainstream autotrophic nitrogen removal system based on MBBR, it can ensure that the core index of sewage is whole up to standard.
The technical solution comprises:
a mainstream autotrophic nitrogen removal system based on MBBR comprises two groups of first nitrogen removal systems and second nitrogen removal systems which are completely identical, wherein each first nitrogen removal system/each second nitrogen removal system comprises a reaction tank, a sludge reflux device, a nitrified liquid reflux device, a tail water reflux device and a stirring device, and the reaction tank comprises an anaerobic tank, an anoxic tank, an aerobic decarbonization tank, a sedimentation tank, a first autotrophic nitrogen removal tank, a second autotrophic nitrogen removal tank, an aerobic nitrification tank and a water outlet tank which are sequentially communicated;
activated sludge of a common sewage treatment plant is inoculated in the anaerobic tank, the anoxic tank and the aerobic decarbonization tank;
suspended carriers are added into the first autotrophic nitrogen removal tank, the second autotrophic nitrogen removal tank and the aerobic nitrification tank;
aeration pipes are arranged at the bottoms of the aerobic decarbonization tank and the aerobic nitrification tank, and a microporous aeration pipe and a perforated aeration pipe are arranged at the bottoms of the first autotrophic denitrification tank and the second autotrophic denitrification tank;
the anaerobic tank is connected with a main water inlet pipeline, and the water outlet tank is connected with a main water outlet pipeline;
a sludge discharge pipe is arranged at the bottom of the sedimentation tank;
the sludge reflux device comprises a sludge reflux pump and a sludge reflux pipeline for connecting the sedimentation tank and the anaerobic tank, one end of the sludge reflux pump positioned in the sedimentation tank is used as a sludge inlet, and one end of the sludge reflux pump positioned in the anaerobic tank is used as a sludge outlet;
the nitrifying liquid reflux device comprises a nitrifying liquid reflux pump and a nitrifying liquid reflux pipeline for connecting the water outlet pool and the anoxic pool, one end of the nitrifying liquid reflux pump positioned at the water outlet pool is used as a water inlet, and one end of the nitrifying liquid reflux pump positioned at the anoxic pool is used as a water outlet;
the tail water reflux device comprises a tail water reflux pump and a tail water reflux pipeline for connecting the water outlet tank with the first autotrophic nitrogen removal tank of the other group of reaction tanks, wherein one end of the tail water reflux pipeline positioned at the water outlet tank is used as a water inlet, and one end of the tail water reflux pipeline positioned at the first autotrophic nitrogen removal tank of the other group of reaction tanks is used as a water outlet;
the stirring device is used for stirring the activated sludge.
As a preferable scheme of the present invention, the stirring device comprises a first stirrer, a second stirrer and a third stirrer, which are respectively located in the anaerobic tank, the anoxic tank and the aerobic decarbonization tank; the sludge return pipeline is also provided with a sludge return flowmeter, and the nitrifying liquid return pipeline is also provided with a nitrifying liquid return flowmeter.
As another preferred scheme of the utility model, separate through the baffle between the adjacent reaction tank, all be provided with the mouth of a river that keeps the adjacent reaction tank intercommunication on foretell baffle, foretell mouth of a river crosses the mouth of a river including the anaerobism pond that is located on the baffle between anaerobism pond and the oxygen deficiency pond, the mouth of a river is crossed to the oxygen deficiency pond that is located on the space bar of oxygen deficiency pond and good oxygen decarbonization pond, the mouth of a river is crossed to the good oxygen decarbonization pond that is located on the baffle between good oxygen decarbonization pond and the sedimentation tank, the mouth of a river is crossed to the sedimentation tank that is located on the baffle between sedimentation tank and the first autotrophic denitrogenation pond, the mouth of a river is crossed to the first autotrophic denitrogenation pond that is located on the baffle between first autotrophic denitrogenation pond and the second autotrophic denitrogenation pond, the mouth of a river is crossed to the second autotrophic denitrogenation.
Further, a first interception screen and a second interception screen are respectively arranged in front of the water gap of the first autotrophic nitrogen removal tank and in front of the water gap of the second autotrophic nitrogen removal tank; the upper edges of the first interception screen and the second interception screen are 30cm below the operating water level, and the lower edges of the first interception screen and the second interception screen are higher than half of the operating water level, and the mounting height of the operating water level is the same as that of the lower edge of the main water outlet pipeline; and a third interception screen is arranged in front of the water passing opening of the aerobic nitrification tank, the upper edge of the third interception screen is below 65% of the operating water level, and the lower edge of the third interception screen is higher than 35% of the operating water level, and the operating water level is the same as the mounting height of the lower edge of the main water outlet pipeline.
Further, the density of the above-mentioned suspension carrier is 0.97 to 0.99g/cm3The porosity is more than 90 percent, and the effective specific surface area of the suspension carrier is 620-1200m2/m3。
Furthermore, the opening directions of the aeration pipes and the perforated aeration pipes are downward, the opening aperture is 4-6mm, the installation height is 30cm above the bottom of each tank, the microporous aeration pipes are aerated by microporous aeration discs or microporous aeration heads, the openings of the aeration discs or the aeration heads are upward, and the installation height of the microporous aeration pipes is 10-20cm higher than that of the perforated aeration pipes.
The utility model relates to a mainstream autotrophic nitrogen removal system's theory of operation based on MBBR does:
by utilizing the advantages of high utilization rate of raw water carbon source and good organic matter treatment effect of the activated sludge system, enhanced nitrogen removal of biological phosphorus removal and denitrification and deep removal of organic matters are realized through ultra-short sludge age; the pure membrane MBBR technology is used for loading the autotrophic nitrogen removal technology, high-load treatment of total nitrogen can be realized without a carbon source, in addition, aiming at the condition that the ammonia nitrogen concentration of main stream sewage is low, and therefore the degradation of autotrophic nitrogen removal functional microorganisms can occur in long-term operation, after the TN removal rate in the autotrophic nitrogen removal link is reduced to below 40%, a system starts to replace inlet water with high-ammonia nitrogen wastewater to enrich the autotrophic nitrogen removal functional microorganisms, the reaction tank of the group does not independently discharge water, the outlet water enters another group of autotrophic nitrogen removal tank to further increase the inlet water load to enrich the autotrophic nitrogen removal functional microorganisms, and the other group can still normally operate to treat the main stream sewage after the single group of inlet water is improved, so that the operation of the system is not influenced or is less.
Compared with the prior art, the utility model discloses following beneficial technological effect has been brought:
1) energy conservation and consumption reduction, based on the autotrophic denitrification technology, 60 percent of aeration cost and 100 percent of external carbon source can be saved, denitrification is not limited by inlet water C/N, and the method is suitable for urban main stream sewage treatment; in addition, the sludge yield of the autotrophic denitrification process is low, and the project sludge treatment cost can be reduced;
2) the operation stability is high, and based on the alternate operation of the high ammonia nitrogen wastewater and the main stream sewage, a high ammonia nitrogen environment is intermittently provided for the anammox bacteria, functional microorganisms can be rapidly enriched, and the retention of the anammox bacteria is ensured not to be degraded;
3) the effluent has high guarantee, the effluent of the high ammonia nitrogen wastewater is effectively prevented from exceeding the standard during the high ammonia nitrogen operation through the design of tail water backflow, the stable effluent meets the design requirement, the substrate which can utilize the backflow of the nitrifying liquid and COD (chemical oxygen demand) contained in the influent water are added into the anoxic tank for denitrification, the TN of the effluent is reduced, certain alkalinity can be supplemented for the subsequent process, and the denitrification effect is enhanced; the aerobic decarbonization tank can further reduce the adverse effect of influent COD on autotrophic denitrification functional microorganisms, and create a good environment for the autotrophic denitrification reaction tank; the whole process ensures that the effluent stably reaches the standard through the function combination of all reaction tanks;
4) the biological phosphorus removal is stable and efficient: the system adjusts the sludge age in due time according to the change of the water temperature, so that the phosphorus-accumulating bacteria can always keep the ultra-short sludge age, and the biological phosphorus removal effect is stable and efficient;
5) and (3) saving the occupied area of the project: the MBBR pure membrane-based autotrophic nitrogen removal process does not need a traditional secondary sedimentation tank, and can save project floor area compared with the traditional process;
6) the operation is simple, and the impact load resistance is strong: the autotrophic nitrogen removal pond is based on the MBBR technology, and contrast activated sludge process need not to set up the mud backward flow, compare fixed bed technology and need not the back flush, and the operation is comparatively simple, and simultaneously, the intensive enrichment of suspension carrier to functional microorganisms makes the system can bear quality of water and the impact of water yield for a longer time and does not influence the effect of water.
Drawings
The present invention will be further explained with reference to the accompanying drawings:
FIG. 1 is a top view of a main stream autotrophic nitrogen removal system based on MBBR of the present invention;
in the figure, 1, an anaerobic tank, 2, an anoxic tank, 3, an aerobic decarbonization tank, 4, a sedimentation tank, 5, a first autotrophic nitrogen removal tank, 6, a second autotrophic nitrogen removal tank, 7, an aerobic nitrification tank, 8, a water outlet tank, 9, a first stirrer, 10, a second stirrer, 11, a third stirrer, 12, a first interception screen, 13, a second interception screen, 14, a third interception screen, 15, a suspension carrier, 16, a total water inlet pipeline, 17, a sludge backflow pipeline, 18, a nitrification liquid backflow pipeline, 19, a tail water backflow pipeline, 20 and a total water outlet pipeline.
Detailed Description
The utility model provides a mainstream autotrophic nitrogen removal system based on MBBR, in order to make the utility model discloses an advantage, technical scheme are clearer and more clear, and will combine specific embodiment below, it is right the utility model discloses further detailed description.
First, the related technical terms involved in the present invention are explained as follows:
1) autotrophic nitrogen removal: the process is a general name of nitrosation and anaerobic ammonia oxidation (ANAMMOX), so that the aim of denitrification is fulfilled; under aerobic conditions, nitrite bacteria (AOB) oxidize ammonia nitrogen part into nitrous acid, and the produced nitrous acid and part of the rest ammonia nitrogen are subjected to anaerobic ammonia oxidation (ANAMMOX) reaction under the action of anaerobic ammonia oxidation bacteria (ANAOB) to generate nitrogen;
2) effective specific surface area: the suspended carrier can realize good mass transfer and oxygen transfer per unit volume, and can grow the protected surface area of effective microorganism, m2/m3；
3) Porosity: naturally stacking the suspended carrier in a container of 1m multiplied by 1m, filling tap water into the container after the naturally stacked plane of the suspended carrier is flush with the upper plane of the container body, calculating the volume of the added tap water, repeating for 3 times, and taking the arithmetic mean value and multiplying by 100 percent;
4) fluidization: under the action of aeration or stirring, the filler flows along with the water flow in the liquid and is in full contact with water pollutants, and the suspended carriers do not accumulate and can freely flow along with the water flow in the tank;
5) TN removal of volume load: TN mass, kgN/m, removed per unit volume of reaction cell per day3D; if the removal volume load from the first autotrophic denitrification pool to the aerobic nitrification pool TN is equal to (the water inlet TN of the first autotrophic denitrification pool TN-the water outlet TN of the aerobic nitrification pool) + the total pool volume from the first autotrophic denitrification pool to the aerobic nitrification pool TN/the daily water inlet volume of the reaction pool;
6) the ammonia oxidation rate: the ratio of the total ammonia nitrogen amount of the oxidized ammonia nitrogen of the inlet water after the inlet water is subjected to aerobic conditions to the total ammonia nitrogen amount of the inlet water is percent; if the ammonia nitrogen oxidation rate of the inlet water after passing through the anaerobic tank, the anoxic tank, the aerobic decarbonization tank and the sedimentation tank is equal to (inlet water ammonia nitrogen-outlet water ammonia nitrogen of the sedimentation tank) ÷ inlet water ammonia nitrogen multiplied by 100 percent;
7) C/N: refers to BOD in water5The ratio to Kjeldahl nitrogen (organic nitrogen + ammonia nitrogen);
8) TN removal rate: the removal amount of the total nitrogen accounts for the ratio of the total nitrogen of the inlet water,%; if the removal rate of TN from the first autotrophic denitrification pool, the second autotrophic denitrification pool to the aerobic nitrification pool is equal to (the water inlet TN of the first autotrophic denitrification pool-the water outlet TN of the aerobic nitrification pool) ÷ the water inlet TN multiplied by 100 percent.
As shown in figure 1, the utility model relates to a mainstream autotrophic nitrogen removal system based on MBBR, it includes two sets of nitrogen removal systems (first nitrogen removal system and second nitrogen removal system), wherein two sets of nitrogen removal system parallel arrangement, the two approximate parallel operation compares with the nitrogen removal system of a set of operation among the prior art, the utility model discloses can realize the operation of not stopping production.
Specifically, the two sets of denitrification systems have the same structure, each set of denitrification system comprises a reaction tank, a sludge reflux device, a nitrification liquid reflux device, a tail water reflux device and a stirring device, and the reaction tank comprises an anaerobic tank 1, an anoxic tank 2, an aerobic decarbonization tank 3, a sedimentation tank 4, a first autotrophic denitrification tank 5, a second autotrophic denitrification tank 6, an aerobic nitrification tank 7 and a water outlet tank 8 which are sequentially communicated; wherein, activated sludge of a common sewage treatment plant is inoculated in the anaerobic tank, the anoxic tank and the aerobic decarbonization tank;
the above-mentioned stirring device includes a first stirrer 9, a second stirrer 10, and a third stirrer 11, and of course, the driving device and the like associated with each stirrer will not be described in detail, and those skilled in the art can realize the stirring device by using the prior art, and the structure of each stirrer will not be described in detail, and the specific positional relationship and the function thereof are: the first stirrer 9, the second stirrer 10 and the third stirrer 11 are respectively positioned in the anaerobic tank, the anoxic tank and the aerobic decarbonization tank and are respectively used for stirring activated sludge.
Separate through setting up the baffle between the adjacent reaction tank, specifically set up on the baffle and cross the mouth of a river and keep the intercommunication between the adjacent reaction tank, it is specific: the anaerobic tank water gap located on a partition plate between the anaerobic tank and the anoxic tank, the anoxic tank water gap located on a partition plate between the anoxic tank and the aerobic decarbonization tank, the aerobic decarbonization tank water gap located on a partition plate between the aerobic decarbonization tank and the sedimentation tank, the sedimentation tank water gap located on a partition plate between the sedimentation tank and the first autotrophic nitrogen removal tank, the first autotrophic nitrogen removal tank water gap located on a partition plate between the first autotrophic nitrogen removal tank and the second autotrophic nitrogen removal tank, the second autotrophic nitrogen removal tank water gap located on a partition plate between the second autotrophic nitrogen removal tank and the aerobic nitrification tank, and the aerobic nitrification tank water gap located on a partition plate between the aerobic nitrification tank and the effluent tank.
Further preferably, a first interception screen 12 and a second interception screen 13 are respectively arranged in front of the first autotrophic nitrogen removal tank water gap and in front of the second autotrophic nitrogen removal tank water gap; the first interception screen and the second interception screen are flat screens, the upper edges of the first interception screen and the second interception screen are 30cm below an operating water level, and the lower edges of the first interception screen and the second interception screen are higher than half of the operating water level; and a third interception screen 14 is arranged in front of the water passing opening of the aerobic nitrification tank, the third interception screen is a drum screen, the upper edge of the third interception screen is below 65% of the operating water level, the lower edge of the third interception screen is higher than 35% of the operating water level, and the mounting height of the operating water level is the same as that of the lower edge of the main water outlet pipeline.
Further preferably, the density of the above-mentioned suspension carrier is 0.97 to 0.99g/cm3The porosity is more than 90 percent, and the effective specific surface area of the suspension carrier is 620-1200m2/m3. The density of the suspension carrier before film formation is slightly less than that of water, and the density after film formation is equivalent to that of water, so that uniform fluidization in the tank can be ensured, and the high porosity can provide a huge specific surface area for microorganism attachment.
Aeration pipes are arranged at the bottoms of the aerobic decarbonization tank and the aerobic nitrification tank, and a microporous aeration pipe and a perforated aeration pipe are arranged at the bottoms of the first autotrophic denitrification tank and the second autotrophic denitrification tank; the installation height of the microporous aeration pipe is 10-20cm higher than that of the perforated aeration pipe. The perforated aeration pipe provides strong hydraulic shear to realize fluidization of the suspended carrier and simultaneously assists oxygen supply, and the micropore aeration mainly supplies oxygen by generated fine bubbles to assist in providing shear force to enhance fluidization of the suspended carrier.
The anaerobic tanks are connected with a total water inlet pipeline 16, when the anaerobic tanks start to operate, the total water inlet pipeline connected with each anaerobic tank synchronously feeds water, and the water outlet tank is connected with a total water outlet pipeline 20; the bottom of the sedimentation tank is provided with an activated sludge discharge pipe, and the precipitated sludge is discharged through the activated sludge discharge pipe.
The sludge reflux device comprises a sludge reflux pump, a sludge reflux flowmeter and a sludge reflux pipeline 17 which is used for connecting the sedimentation tank and the anaerobic tank, wherein one end of the sludge reflux pump, which is positioned at the sedimentation tank, is used as a sludge inlet, one end of the sludge reflux flowmeter, which is positioned at the anaerobic tank, is used as a sludge outlet, and the sludge reflux pump and the sludge reflux flowmeter are both arranged on the sludge reflux pipeline 17;
as one of the main innovation points of the present invention, the nitrifying liquid reflux device comprises a nitrifying liquid reflux pump, a nitrifying liquid reflux flowmeter and a nitrifying liquid reflux pipeline 18 connected to the water outlet tank and the anoxic tank, wherein one end of the nitrifying liquid reflux flowmeter located in the water outlet tank is used as a water inlet, and one end of the nitrifying liquid reflux flowmeter located in the anoxic tank is used as a water outlet;
as another main innovation point of the utility model, the tail water reflux device comprises a tail water reflux pump, a tail water reflux flowmeter and a tail water reflux pipeline 19 for connecting the water outlet tank and the first autotrophic nitrogen removal tank of the other group of reaction tanks, one end of the tail water reflux pipeline positioned in the water outlet tank is used as a water inlet, and one end of the tail water reflux pipeline positioned in the first autotrophic nitrogen removal tank of the other group of reaction tanks is used as a water outlet, so that the design can realize the series operation of the two groups of reactors, and ensure that the effluent stably reaches the standard; and the tail water reflux pump and the tail water reflux flowmeter are arranged on the tail water reflux pipeline.
Furthermore, the opening directions of the first perforated aeration pipe and the second perforated aeration pipe are downward, the opening aperture is 4-6mm, the installation height is above the bottom of each tank by 30cm, the microporous aeration pipe is aerated by a microporous aeration disc or a microporous aeration head, and the opening of the aeration disc or the aeration head is upward.
On the basis of understanding the main flow autotrophic nitrogen removal system based on MBBR, the operation mode is further explained as follows:
it includes two modes of operation:
a first, mainstream wastewater mode; ammonia nitrogen in the feed water<150mg/L, the DO of the first autotrophic nitrogen removal tank is 1.5-2.0mg/L, the DO of the second autotrophic nitrogen removal tank is 1.0-1.5mg/L, the DO of the aerobic nitrification tank is 2-6mg/L, and the TN removal volume load from the first autotrophic nitrogen removal tank to the aerobic nitrification tank is 0.1-0.3kgN/m3/d；
A second high ammonia nitrogen wastewater mode; the ammonia nitrogen of the inlet water is more than 150mg/L, the DO of the first autotrophic denitrification tank is controlled to be 2.0-3.0mg/L, the DO of the second autotrophic denitrification tank is controlled to be 1.5-2.0mg/L, the DO of the aerobic nitrification tank is controlled to be 4-8mg/L, and the TN removal volume load from the first autotrophic denitrification tank to the aerobic nitrification tank is 2-4 times of that of a sewage mode.
The denitrification method of the MBBR-based mainstream autotrophic denitrification system will be described in detail below.
The method sequentially comprises the following steps:
a. each reaction tank operates in a main stream sewage mode, wherein the main stream sewage mode is as follows: ammonia nitrogen in the feed water<150mg/L, the DO of the first autotrophic nitrogen removal tank is 1.5-2.0mg/L, the DO of the second autotrophic nitrogen removal tank is 1.0-1.5mg/L, the DO of the aerobic nitrification tank is 2-6mg/L, and the removal volume load of the TN from the first autotrophic nitrogen removal tank to the aerobic nitrification tank is 0.1-0.3kgN/m3D; the main stream sewage to be treated firstly enters the anaerobic tanks of each group synchronously through a main water inlet pipeline, and the activated sludge reflowing from the sedimentation tanks of each group utilizes organic matters in the sewage to carry out anaerobic phosphorus release;
b. the effluent of each group of anaerobic tanks respectively enters into respective anoxic tanks, nitrate carried by the return nitrification liquid is removed through denitrifying bacteria growing in the activated sludge, and part of organic matters in the raw water are consumed;
c. the effluent of each anoxic pond respectively enters each aerobic decarbonization pond, and the removal of organic matters in the raw water is completed through heterotrophic bacteria in the activated sludge;
d. the effluent of each group of aerobic decarbonization tanks respectively enters a respective sedimentation tank to complete sludge-water separation, the settled sludge flows back to respective anaerobic tanks through sludge return pipes, the residual sludge is discharged through sludge discharge pipelines of the sedimentation tanks, the COD (chemical oxygen demand) of the effluent of the sedimentation tanks is less than 50mg/L, the SS (suspended solid) is less than 100mg/L, and compared with the influent, the ammonia nitrogen oxidation rate of the effluent of the sedimentation tanks is less than 10 percent, and the C/N is less than 0.5;
e. the effluent of each group of sedimentation tanks enters into respective first autotrophic nitrogen removal tanks, and partial removal of total nitrogen is completed by performing short-cut nitrification and anaerobic ammonia oxidation reactions on nitrosobacteria and anaerobic ammonia oxidation bacteria which grow on the suspended carriers;
f. the effluent of each group of first autotrophic nitrogen removal tank enters a respective second autotrophic nitrogen removal tank, and the nitrite bacteria and the anaerobic ammonia oxidation bacteria attached and grown on the suspended carriers respectively carry out short-cut nitrification and anaerobic ammonia oxidation reactions to complete the further removal of the total nitrogen;
g. the effluent of each group of second autotrophic nitrogen removal tanks enters into respective aerobic nitrification tanks, and the removal of residual ammonia nitrogen is completed through nitrifying bacteria attached and grown on the suspended carriers;
h. the effluent of the aerobic nitrification tank enters a water outlet tank, the carried DO is reduced, and the effluent flows back to the anoxic tank through a nitrification liquid return pipeline;
i. if the TN removal rate of the single-group reaction tank from the first autotrophic denitrification tank, the second autotrophic denitrification tank to the aerobic nitrification tank is less than 40%, switching the group of reaction tanks to a high ammonia nitrogen wastewater mode, wherein the high ammonia nitrogen wastewater mode is as follows: the ammonia nitrogen in the inlet water is more than 150mg/L, the DO of the first autotrophic nitrogen removal tank is controlled to be 2.0-3.0mg/L, the DO of the second autotrophic nitrogen removal tank is controlled to be 1.5-2.0mg/L, the DO of the aerobic nitrification tank is controlled to be 4.0-8.0mg/L, the TN removal volume load from the first autotrophic nitrogen removal tank to the aerobic nitrification tank is 2-4 times of that of a sewage mode, the reaction tanks DO not independently discharge water, and the tail water of the water outlet tank of the reaction tanks of the group completely flows back to the first autotrophic nitrogen removal tank of the other group of reaction tanks until the TN removal rate from the first autotrophic nitrogen removal tank and the second autotrophic nitrogen removal tank to the aerobic nitrification tank of the group of the reaction tanks is more than 50%, and then the operation is recovered to a main flow mode. As another main innovation point of the utility model, the sludge concentration of the anaerobic tank, the anoxic tank and the aerobic decarbonization tank is 2500-; when the water temperature is higher than 20 ℃, the sludge age of the activated sludge is less than 3 d; when the water temperature T is less than 20 ℃, the age of the activated sludge is 3-7 d; ORP of the anaerobic tank is less than-200 mV; different sludge ages are set according to the influence of water temperature on the proliferation rate of microorganisms, so that the activated sludge can be controlled to be always in an ultra-short sludge age, and biological phosphorus removal is facilitated.
In order to facilitate an understanding of the main innovative features of the present application, the present invention is further described below with reference to the specific embodiments.
Example 1:
designed water quantity of 20000m for certain sewage treatment plant3D, COD, BOD of the influent water5、NH3TN and TP design values are respectively 500, 260, 55, 70 and 9mg/L, and the sum of total residence time is 10.3 h; the sludge concentration of the anaerobic tank, the anoxic tank and the aerobic decarbonization tank is 2500-; adjusting the sludge age of the activated sludge system with the water temperature of 13-24 ℃ according to the water temperature, wherein the sludge age is 2.5 days when the water temperature is 13-20 ℃, and the sludge age is 5.5 days when the water temperature is 20-24 ℃; anaerobic tank ORP<-250 mV; DO in the anoxic tank is less than 0.4 mg/L; the filling rate of the suspended carriers in the first autotrophic nitrogen removal tank is 40 percent, and the load of the membrane surface is 2.0-2.5gN/m2D, DO is 1.5-2.0 mg/L; second oneThe filling rate of the suspended carriers in the autotrophic nitrogen removal tank is 50 percent, and the load of the membrane surface is 0.8-1.2gN/m2D, DO is 1.0-1.5 mg/L; the filling rate of the suspension carriers in the aerobic nitrification tank is 35 percent, and the load of the membrane surface is 1.0 to 1.2gN/m2D, DO is 2-4 mg/L; the hydraulic retention time of the anaerobic pool is 95min, and the surface load of the sedimentation pool is 1.9/m2H; the SS of the first autotrophic nitrogen removal tank, the SS of the second autotrophic nitrogen removal tank and the SS of the aerobic nitrification tank are less than 300 mg/L; COD and BOD of the effluent5、NH3The average values of TN and TP were 11.4, 1.3, 0.32, 4.01 and 0.11mg/L, respectively.
Example 2:
the process parameters are set as follows:
design water quantity of 300m for certain integrated equipment3D, COD, BOD of the influent water5、NH3TN and TP design values are respectively 410, 220, 31, 39 and 5.5mg/L, and the sum of total retention time is 8.0 h; the sludge concentration of the anaerobic tank, the anoxic tank and the aerobic decarbonization tank is 2500-; adjusting the sludge age of the activated sludge system with the water temperature of 12-27 ℃, wherein the sludge age is 2.0d when the water temperature is 12-20 ℃, and the sludge age is 6.0d when the water temperature is 20-27 ℃; anaerobic tank ORP<-250 mV; DO in the anoxic tank is less than 0.4 mg/L; the filling rate of the suspended carriers in the first autotrophic nitrogen removal tank is 50 percent, and the load of the membrane surface is 1.5-2.0gN/m2D, DO is 1.5-2.0 mg/L; the filling rate of the suspended carriers in the second autotrophic nitrogen removal tank is 40 percent, and the load of the membrane surface is 0.7-1.0gN/m2D, DO is 1.0-1.5 mg/L; the filling rate of the suspension carriers in the aerobic nitrification tank is 40 percent, and the load of the membrane surface is 0.8 to 1.0gN/m2D, DO is 2-6 mg/L; the hydraulic retention time of the anaerobic pool is 60 min; the surface load of the secondary sedimentation tank is 1.4m3/m2H; the SS of the first autotrophic nitrogen removal tank, the SS of the second autotrophic nitrogen removal tank and the SS of the aerobic nitrification tank are less than 300mg/L, and the COD and the BOD of effluent water5、NH3The average values of TN and TP were 14.2, 3.2, 1.22, 3.25 and 0.11mg/L, respectively.
Comparative example 1:
the design water quantity of a certain sewage treatment project is 700m3D, COD, BOD of the influent water5、NH3TN and TP design values are respectively 550, 270, 52, 59 and 2.2mg/L, and the treatment process comprises an anaerobic fixed bed decarbonization tank, an aerobic decarbonization tank, a primary sedimentation tank,The autotrophic nitrogen removal tank and the secondary sedimentation tank are kept for 19h, the aerobic decarbonization tank adopts an activated sludge form, the sludge concentration is controlled to be 2500-3500mg/L, and the autotrophic nitrogen removal tank adopts a granular sludge form, the sludge concentration is controlled to be 3000-3500 mg/L. In the process selection of the project, two or more sets of denitrification systems which are operated in parallel are not arranged, autotrophic denitrification strain degeneration occurs after a single set is operated for a long time, the project stops the main stream sewage inflow, the strain is enriched by high ammonia nitrogen wastewater, the main stream sewage flows out again after the total nitrogen removal rate is recovered, and the treatment effect is limited during the period of the high ammonia nitrogen wastewater because tail water backflow is not arranged, and the effluent exceeds the standard and is discharged; in the aspect of denitrification effect, autotrophic denitrification in the form of granular sludge easily causes strain loss along with effluent, and a secondary sedimentation tank of the system slightly fails during the period, so that sludge leakage of the system is caused, the effluent effect is further influenced, and the effluent TN exceeds the standard; in the aspect of dephosphorization effect, because the anaerobic tank of the system adopts the fixed bed, the activated sludge of the system does not undergo anaerobic-anoxic circulation, and phosphorus accumulation bacteria can not excessively absorb phosphorus, so that the TP of discharged water continuously exceeds the standard. Finally, the project is again rectified.
Comparative example 2:
the designed water quantity of some integrated equipment is 5000m3D, COD, BOD of the influent water5、NH3The design values of TN, TP and SS are 440, 230, 47, 61, 7 and 370mg/L respectively, the equipment comprises a reactor, the reactor treats sewage by combining MBBR and magnetic separation and precipitation, wherein the reactor comprises an anaerobic tank, an anoxic tank, an aerobic decarbonization tank, a secondary sedimentation tank, a first autotrophic denitrification tank, a second autotrophic denitrification tank, an aerobic nitrification tank, a degassing tank, a chemical feeding mixing tank, a magnetic seed loading tank, a flocculation reaction tank and a final sedimentation tank which are communicated in sequence; the device also comprises a magnetic powder separation device and a magnetic powder recovery device, wherein the magnetic powder separation device is connected with a sludge outlet pipe of the final sedimentation tank, the magnetic powder recovery device is respectively connected with the magnetic powder separation device and the magnetic seed loading tank, and a nitrifying liquid return pipe is connected between the aerobic nitrification tank and the anoxic tank. The sum of the total residence time of the equipment is 9.7 h; because the degradation of autotrophic nitrogen removal microbial flora caused by the long-term operation of the system with low ammonia nitrogen wastewater is not considered, the obvious reduction of TN removal rate occurs after the system is operated for a long time, and the autotrophic nitrogen removal theoryThe coefficient is increased, which indicates that the activity of the nitrobacteria appears in the system, and the high ammonia nitrogen wastewater needs to be used for enriching the autotrophic denitrification functional microorganisms again and inhibiting the activity of the nitrobacteria.
The above-mentioned non-listed parts can be obviously realized under the guidance of the above-mentioned examples 1-2.
In the description of the present invention, it is to be understood that the terms "center", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like indicate orientations or positional relationships based on those shown in the drawings, and are merely for convenience of description and simplicity of description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore, are not to be construed as limiting the present invention.
The specific embodiments described herein are merely illustrative of the spirit of the invention. Various modifications, additions and substitutions for the specific embodiments described herein may be made by those skilled in the art without departing from the spirit of the invention or exceeding the scope of the invention as defined in the accompanying claims.
Claims (5)
1. The utility model provides a mainstream autotrophic nitrogen removal system based on MBBR which characterized in that: the device comprises two groups of first denitrification systems and second denitrification systems which are completely identical, wherein each first denitrification system/each second denitrification system comprises a reaction tank, a sludge reflux device, a nitrification liquid reflux device, a tail water reflux device and a stirring device, and each reaction tank comprises an anaerobic tank, an anoxic tank, an aerobic decarbonization tank, a sedimentation tank, a first autotrophic denitrification tank, a second autotrophic denitrification tank, an aerobic nitrification tank and a water outlet tank which are sequentially communicated;
activated sludge of a common sewage treatment plant is inoculated in the anaerobic tank, the anoxic tank and the aerobic decarbonization tank;
suspended carriers are added into the first autotrophic nitrogen removal tank, the second autotrophic nitrogen removal tank and the aerobic nitrification tank;
aeration pipes are arranged at the bottoms of the aerobic decarbonization tank and the aerobic nitrification tank, and a microporous aeration pipe and a perforated aeration pipe are arranged at the bottoms of the first autotrophic denitrification tank and the second autotrophic denitrification tank;
the anaerobic tank is connected with a main water inlet pipeline, and the water outlet tank is connected with a main water outlet pipeline;
a sludge discharge pipe is arranged at the bottom of the sedimentation tank;
the sludge reflux device comprises a sludge reflux pump and a sludge reflux pipeline for connecting the sedimentation tank and the anaerobic tank, one end of the sludge reflux pump positioned in the sedimentation tank is used as a sludge inlet, and one end of the sludge reflux pump positioned in the anaerobic tank is used as a sludge outlet;
the nitrifying liquid reflux device comprises a nitrifying liquid reflux pump and a nitrifying liquid reflux pipeline for connecting the water outlet pool and the anoxic pool, one end of the nitrifying liquid reflux pump positioned at the water outlet pool is used as a water inlet, and one end of the nitrifying liquid reflux pump positioned at the anoxic pool is used as a water outlet;
the tail water reflux device comprises a tail water reflux pump and a tail water reflux pipeline for connecting the water outlet tank with the first autotrophic nitrogen removal tank of the other group of reaction tanks, wherein one end of the tail water reflux pipeline positioned at the water outlet tank is used as a water inlet, and one end of the tail water reflux pipeline positioned at the first autotrophic nitrogen removal tank of the other group of reaction tanks is used as a water outlet;
the stirring device is used for stirring the activated sludge.
2. The MBBR-based mainstream autotrophic nitrogen removal system according to claim 1, wherein: the stirring device comprises a first stirrer, a second stirrer and a third stirrer which are respectively positioned in the anaerobic tank, the anoxic tank and the aerobic decarbonization tank; the sludge return pipeline is also provided with a sludge return flowmeter, and the nitrifying liquid return pipeline is also provided with a nitrifying liquid return flowmeter.
3. The MBBR-based mainstream autotrophic nitrogen removal system according to claim 1, wherein: the adjacent reaction tanks are separated by partition plates, the partition plates are provided with water passing ports for keeping the adjacent reaction tanks communicated, the water passing ports comprise anaerobic tank water passing ports located on the partition plates between the anaerobic tank and the anoxic tank, anoxic tank water passing ports located on the partition plates between the anoxic tank and the aerobic decarburization tank, aerobic decarburization tank water passing ports located on the partition plates between the aerobic decarburization tank and the sedimentation tank, sedimentation tank water passing ports located on the partition plates between the sedimentation tank and the first autotrophic denitrification tank, first autotrophic denitrification tank water passing ports located on the partition plates between the first autotrophic denitrification tank and the second autotrophic denitrification tank, second autotrophic denitrification tank water passing ports located on the partition plates between the second autotrophic denitrification tank and the aerobic nitrification tank, and aerobic nitrification tank water passing ports located on the partition plates between the aerobic nitrification tank and the water outlet tank.
4. The MBBR-based mainstream autotrophic nitrogen removal system according to claim 1, wherein: a first interception screen and a second interception screen are respectively arranged in front of the water outlet of the first autotrophic nitrogen removal tank and in front of the water outlet of the second autotrophic nitrogen removal tank; the upper edges of the first interception screen and the second interception screen are 30cm below the operating water level, and the lower edges of the first interception screen and the second interception screen are higher than half of the operating water level, and the operating water level is the same as the mounting height of the lower edge of the main water outlet pipeline; a third interception screen is arranged in front of the water passing opening of the aerobic nitrification tank, the upper edge of the third interception screen is below 65% of the operating water level, the lower edge of the third interception screen is higher than 35% of the operating water level, and the mounting height of the operating water level is the same as that of the lower edge of the main water outlet pipeline.
5. The MBBR-based mainstream autotrophic nitrogen removal system according to claim 1, wherein: the density of the suspension carrier is 0.97-0.99g/cm3The porosity is more than 90 percent, and the effective specific surface area of the suspension carrier is 620-1200m2/m3。
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| CN110386731B (en) * | 2019-08-05 | 2023-11-24 | 青岛思普润水处理股份有限公司 | Main stream autotrophic nitrogen removal system and method based on MBBR |
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