A vertical-flow grid hydraulic self-agitating MBBR sewage treatment system

Abstract

The present invention discloses a vertical-flow grid hydraulic self-agitating MBBR sewage treatment system, belonging to the technical field of sewage treatment, comprising: a vertical-flow grid anaerobic-anoxic zone module, an MBBR aerobic zone module, and a high-efficiency combined sedimentation zone module. Sewage is sequentially treated through the vertical-flow grid anaerobic-anoxic zone module, the MBBR aerobic zone module, and the high-efficiency combined sedimentation zone module to obtain up-to-standard water quality. The present invention improves the traditional anaerobic tank and anoxic tank into vertical-flow grid tanks, and utilizes the inflow and outflow to form upper and lower diagonal cross-flow, which generates strong disturbance, agitation, and shearing effects on the sewage sludge in the tank, making the sludge in a suspended state and effectively preventing sludge sedimentation. At the same time, the sewage flows in an "S"-shaped path in the vertical-flow grid tank area in sequence, making the flow path of the anaerobic-anoxic zone the longest under the same effective volume, preventing sewage from short-circuiting, and ensuring the most sufficient contact with the sludge, greatly reducing the equipment volume and floor area, lowering energy consumption, and reducing equipment investment.

Description

Technical Field

[0001] The present invention belongs to the technical field of sewage treatment, and particularly relates to a vertical flow grid hydraulic self-agitating MBBR sewage treatment system. Background Art

[0002] There are various rural domestic sewage treatment methods. Among them, the A / O treatment process is a biological treatment method widely used in the sewage treatment field. This process effectively removes pollutants such as organic matter, nitrogen, and phosphorus in sewage by combining anaerobic and aerobic stages, and is particularly suitable for the treatment of rural domestic sewage.

[0003] When the A / O treatment process is used for sewage treatment, in the anaerobic section (A section), heterotrophic bacteria hydrolyze suspended pollutants and soluble organic matter such as starch, fiber, and carbohydrates in the sewage into organic acids, decompose macromolecular organic matter into small molecular organic matter, and convert insoluble organic matter into soluble organic matter. When these products hydrolyzed under anoxic conditions enter the aerobic tank for aerobic treatment, the biodegradability of the sewage and the efficiency of oxygen can be improved; at the same time, in an anoxic environment, heterotrophic bacteria ammonify pollutants such as proteins and fats (N on the organic chain or amino groups in amino acids) to release ammonia ( ). In the aerobic section (O section), the nitrification of autotrophic bacteria converts ( ) into , returns to the A section through reflux control, and under anoxic conditions, the denitrification of heterotrophic bacteria reduces to molecular nitrogen ( ), completing the cycle of C, N, and O in the ecosystem and achieving harmless treatment of sewage.

[0004] Although the A / O treatment process has certain advantages, such as (a) simple process, no need to add external carbon source, using the original sewage as the carbon source, with relatively low construction and operation costs; (b) denitrification first and nitrification later, setting an internal cycle, using the organic substrate in the original sewage as the carbon source, with good effect and sufficient denitrification reaction; (c) the aeration tank is at the back, enabling further removal of denitrification residues and improving the quality of the treated water. However, during treatment, in order to achieve full mixing of sewage and sludge, prevent sludge sedimentation, and maintain an anaerobic environment in the A section, it is necessary to use a mixer or a pusher for operation. Continuous operation of the mixer or pusher has high energy consumption, complex maintenance, and high operating costs; moreover, the equipment required for the A / O treatment process has a large volume, and there are easily dead water areas or short-circuit phenomena during treatment, resulting in a deterioration of the treatment effect. Summary of the Invention

[0005] The purpose of the present invention is to provide a vertical flow grid hydraulic self-agitating MBBR sewage treatment system to solve the problems faced in the above background art.

[0006] The object of the present invention can be achieved by the following technical solutions:

[0007] A vertical-flow grid hydraulic self-agitating MBBR sewage treatment system, the treatment system comprising: a vertical-flow grid anaerobic-anoxic zone module, an MBBR aerobic zone module, and a high-efficiency combined sedimentation zone module. Sewage is sequentially treated through the vertical-flow grid anaerobic-anoxic zone module, the MBBR aerobic zone module, and the high-efficiency combined sedimentation zone module to obtain up-to-standard water quality;

[0008] The vertical-flow grid anaerobic-anoxic zone module includes a vertical-flow grid tank. One side of the vertical-flow grid tank is provided with a water inlet pipe. Each grid tank of the vertical-flow grid tank is provided with a water passing pipe and combined packing. The water passing pipes are distributed in an "S" shape, and each water passing pipe is inserted into the bottom of the next grid tank from above one end of the grid tank.

[0009] Further, the MBBR aerobic zone module includes an MBBR aerobic tank. A plurality of aeration disks are provided at the bottom of the MBBR aerobic tank. The aeration disks are connected by an aeration pipe. An aeration valve is provided at the confluence of the aeration pipes. Suspended packing is also provided in the MBBR aerobic tank.

[0010] Further, the high-efficiency combined sedimentation zone module includes a sedimentation tank. One side of the sedimentation tank is provided with a water inlet pipe. One end of the water inlet pipe is connected to the MBBR aerobic tank, and the other end is connected to a central draft tube. A baffle plate is arranged below the central draft tube. An overflow weir is provided in the sedimentation tank. A water collecting tank is provided below the overflow weir. Inclined tube packing is provided below the water collecting tank. A conical sludge sedimentation tank is provided below the inclined tube packing. A water outlet pipe is connected to the end of the conical sludge sedimentation tank. The baffle plate is located in the conical sludge sedimentation tank.

[0011] Further, a hydraulic circulation pipe is also arranged at the tail end of the vertical-flow grid tank. The hydraulic circulation pipe is connected to the front end of the vertical-flow grid tank. A first air-lift pipe is connected to the hydraulic circulation pipe. A first air-lift valve is provided on the first air-lift pipe. The muddy water at the tail end of the vertical-flow grid tank is refluxed to the very front end of the vertical-flow grid tank through the control of the first air-lift pipe and the first air-lift valve.

[0012] Further, a nitrification liquid reflux pipe is arranged in the MBBR aerobic tank. The other end of the nitrification liquid reflux pipe is connected to the middle part of the vertical-flow grid tank. A second air-lift pipe is connected to the nitrification liquid reflux pipe. A second air-lift valve is provided on the second air-lift pipe. The muddy water in the MBBR aerobic tank is refluxed to the middle part of the vertical-flow grid tank through the control of the second air-lift pipe and the second air-lift valve.

[0013] Further, a sludge return pipe is arranged in the conical sludge sedimentation tank. A return valve is installed at one end of the sludge return pipe. The other end of the return valve is connected to the vertical flow grid tank. The other end of the sludge return pipe is connected to a sludge discharge pipe. A sludge discharge pipe valve is provided on the sludge discharge pipe. A third air-lift pipe is also connected to the sludge return pipe. A third air-lift valve is installed on the third air-lift pipe. The sludge in the conical sludge sedimentation tank is returned to the front end of the vertical flow grid tank under the control of the third air-lift pipe and the third air-lift valve or discharged through the sludge discharge pipe.

[0014] Further, the combined packing is evenly arranged inside the vertical flow grid tank. A highly active biofilm adheres to the surface of the combined packing. The suspended packing is in the shape of a honeycomb cylinder.

[0015] Further, the treatment system further includes an electromagnetic fan, which is connected to the aeration pipe, the first air-lift pipe, the second air-lift pipe, and the third air-lift pipe.

[0016] Advantages of the present invention:

[0017] The present invention improves the traditional anaerobic tank and anoxic tank into a vertical flow grid tank, forming an anaerobic-anoxic zone. By using the inflow and outflow water to form upper and lower diagonal cross-flow, strong disturbance, stirring, and shearing effects are generated on the sewage and sludge in the tank, making the sludge in a suspended state, effectively preventing sludge sedimentation. At the same time, the sewage flows in an "S"-shaped path in sequence in the vertical flow grid tank area, making the anaerobic-anoxic zone have the longest flow path under the same effective volume, preventing the sewage from short-circuiting, and having the most sufficient contact with the sludge, greatly reducing the equipment volume and floor area, reducing energy consumption and equipment investment, and achieving maintenance-free operation.

[0018] The present invention returns the sludge at the end of the vertical flow grid tank to the front end by setting a hydraulic circulation pipe, and returns the sludge in the sedimentation tank to the front end of the vertical flow grid tank by setting a sludge return pipe, ensuring a high concentration and strong fluidity of the sludge in the vertical flow grid tank, realizing the recovery and full utilization of the water flow kinetic energy, forming a hydraulic self-stirring, having a very strong anti-shock load capacity while ensuring stable treatment effects, and greatly reducing the discharge amount of excess sludge.

[0019] Of course, it is not necessary for any product implementing the present invention to achieve all the above advantages simultaneously. Description of the Drawings

[0020] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for describing the embodiments will be briefly introduced below. Obviously, the drawings in the following description are only some embodiments of the present invention. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without creative efforts.

[0021] Figure 1 It is the overall module block diagram of the present invention;

[0022] Figure 2 It is the plan view of the vertical flow grid hydraulic self-agitating MBBR sewage treatment system of the present invention;

[0023] Figure 3 It is the sectional view of the vertical flow grid hydraulic self-agitating MBBR sewage treatment system of the present invention.

[0024] Description of the drawings in the figure:

[0025] 1. Inlet pipe; 2. Vertical flow grid tank; 3. Cross-pipe; 4. Composite packing; 5. MBBR aerobic tank; 6. Aeration pipe; 7. Aeration disc; 8. Suspended packing; 9. Sedimentation tank; 10. Inlet pipeline; 11. Central draft tube; 12. Overflow weir; 13. Collection trough; 14. Inclined tube packing; 15. Reflection plate; 16. Conical sludge sedimentation tank; 17. Sludge return pipe; 18. Return valve; 19. Sludge discharge pipe valve; 20. Hydraulic circulation pipe; 21. Nitrification liquid return pipe; 22. Aeration valve; 23. First air-lift pipe; 24. First air-lift valve; 25. Second air-lift pipe; 26. Second air-lift valve; 27. Third air-lift pipe; 28. Third air-lift valve; 29. Outlet pipe; 30. Sludge discharge pipe; 31. Electromagnetic fan. Specific embodiments

[0026] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts belong to the scope of protection of the present invention.

[0027] In one embodiment, a vertical flow grid hydraulic self-agitating MBBR sewage treatment system is disclosed, as Figure 1As shown in the figure, the treatment system includes: a vertical flow grid anaerobic-anoxic zone module, an MBBR aerobic zone module, and a high-efficiency combined sedimentation zone module. The vertical flow grid anaerobic-anoxic zone module contains a vertical flow grid anaerobic tank and a vertical flow grid anoxic tank. The MBBR aerobic zone module is mainly an MBBR aerobic tank, and the high-efficiency combined sedimentation zone module is mainly an inclined tube sedimentation tank. Sewage enters the vertical flow grid anaerobic tank through the inlet and then enters the vertical flow grid anoxic tank, the MBBR aerobic tank, and the inclined tube sedimentation tank in sequence for treatment, and finally the qualified water quality is discharged from the outlet pipe. At the same time, the muddy water in the vertical flow grid anoxic tank can enter the vertical flow grid anaerobic tank through hydraulic circulation, and the muddy water in the MBBR aerobic tank can have nitrified liquid refluxed to the vertical flow grid anoxic tank, while the sludge in the inclined tube sedimentation tank can be refluxed to the vertical flow grid anaerobic tank through sludge or the treated qualified sludge can be transported out through the sludge discharge pipe to achieve efficient sedimentation in the whole treatment process. At the same time, this treatment system is also equipped with an electromagnetic fan to provide air-lifting or aeration effects for the whole treatment system. Through this method, it can ensure a relatively high concentration and strong fluidity of the sludge in the vertical flow grid tank, realize the recovery and full utilization of the water flow kinetic energy, form hydraulic self-stirring, while ensuring the stable treatment effect, increase the anti-shock load capacity, and also greatly reduce the discharge amount of surplus sludge.

[0028] As Figure 2 , Figure 3 shown, the vertical flow grid anaerobic-anoxic zone module includes a vertical flow grid tank 2. An inlet pipe 1 is provided on one side of the vertical flow grid tank 2. A water passing pipe 3 and a combined filler 4 are provided in each grid tank of the vertical flow grid tank 2. The water passing pipe 3 is distributed in an "S" shape, and each water passing pipe 3 is inserted into the bottom of the next grid tank from above one end of the grid tank. By inserting each water passing pipe 3 into the bottom of the next grid tank from above one end of the grid tank, it can ensure that sewage enters the bottom of the next grid tank through the water passing pipe 3 from the other end of the grid tank, so that the sewage forms an up-and-down diagonal staggered flow in a single grid tank, and thus forms a stirring effect by means of its own kinetic energy, making the muddy water fully mixed and suspended. The water passing pipe 3 is distributed in an "S" shape, so that the sewage can flow in an "S" shape in the vertical flow grid tank 2 in sequence, making the anaerobic-anoxic zone have the longest flow path under the same effective volume, preventing the sewage from short-circuiting and having the most sufficient contact with the sludge. The combined filler 4 is evenly arranged inside the vertical flow grid tank 2, and a highly active biofilm adheres to the surface of the combined filler 4. In this way, the pollutants in the influent will fully contact with the suspended sludge in the vertical flow grid tank 2 and the biofilm on the surface of the filler, so that the pollutants can be efficiently degraded and removed.

[0029] As Figure 2 , Figure 3As shown in the figure, the MBBR aerobic zone module includes an MBBR aerobic tank 5. At the bottom of the MBBR aerobic tank 5, there are multiple groups of aeration discs 7. The aeration discs 7 are connected by an aeration pipe 6. An aeration valve 22 is provided at the confluence of the aeration pipes 6. Suspended packing 8 is also provided in the MBBR aerobic tank 5. The suspended packing 8 is in the shape of a honeycomb cylinder; the confluence end of the aeration pipe 6 is finally connected to an electromagnetic fan 31, which is used to aerate the MBBR aerobic tank 5 to provide an aerobic environment. The aeration discs 7 arranged at the bottom of the tank cooperate with the aeration pipe 6 to form an aerobic reaction zone. Suspended packing 8 is arranged in the MBBR aerobic tank 5. The suspended packing 8 has a density close to that of water, is in the shape of a honeycomb cylinder, has a large specific surface area, is easy to form a biofilm, has good hydrophilicity, does not agglomerate, does not clog, and is easy to strip the film. In this way, the mud and water carry out aerobic nitrification reaction in the aerobic zone to remove ammonia nitrogen.

[0030] As Figure 2 , Figure 3 shown in the figure, the high-efficiency combined sedimentation zone module includes a sedimentation tank 9. On one side of the sedimentation tank 9, there is an inlet pipe 10. One end of the inlet pipe 10 is connected to the MBBR aerobic tank 5, and the other end is connected to a central draft tube 11. A baffle plate 15 is arranged below the central draft tube 11. An overflow weir 12 is provided in the sedimentation tank 9. A collecting trough 13 is provided below the overflow weir 12. Inclined tube packing 14 is provided below the collecting trough 13. A conical sludge sedimentation tank 16 is provided below the inclined tube packing 14. By combining a vertical flow sedimentation tank and the inclined tube packing 14, the sedimentation effect can be greatly enhanced to achieve high-efficiency sedimentation. The end of the conical sludge sedimentation tank 16 is connected to an outlet pipe 29. The baffle plate 15 is located in the conical sludge sedimentation tank 16. On the other side of the top of the MBBR aerobic tank 5, there is an inlet pipe 10, which is connected to the sedimentation tank 9. In this way, sewage can enter the central draft tube 11 through the inlet pipe 10 and then enter the bottom of the sedimentation tank 9. A baffle plate 15 is arranged below the central draft tube 11. Due to the impact and reflux of the sewage through the baffle plate 15 and being blocked by the upper inclined tube packing 14 during the upward flow along the inclined tube, impurities and sludge particles can slide down along the inclined tube under the action of gravity and settle in the conical sludge sedimentation tank 16, and are regularly discharged through a sludge discharge pipe 30; the clear water on the upper layer of the sedimentation tank 9 enters the collecting trough 13 through the overflow weir 12 and is discharged through the outlet pipe 29 installed at the bottom of the trough, realizing the treatment of sewage.

[0031] As Figure 2 , Figure 3As shown, a hydraulic circulation pipe 20 is also arranged at the tail end of the vertical flow grid tank 2. The hydraulic circulation pipe 20 is connected to the front end of the vertical flow grid tank 2. A first air-lift pipe 23 is connected to the hydraulic circulation pipe 20. A first air-lift valve 24 is provided on the first air-lift pipe 23. The muddy water at the tail end of the vertical flow grid tank 2 can be refluxed to the very front end of the vertical flow grid tank 2 through the control of the first air-lift pipe 23 and the first air-lift valve 24. A nitrification liquid reflux pipe 21 is arranged in the MBBR aerobic tank 5. The other end of the nitrification liquid reflux pipe 21 is connected to the middle part of the vertical flow grid tank 2. A second air-lift pipe 25 is connected to the nitrification liquid reflux pipe 21. A second air-lift valve 26 is provided on the second air-lift pipe 25. The muddy water in the MBBR aerobic tank 5 is refluxed to the middle part of the vertical flow grid tank 2 through the control of the second air-lift pipe 25 and the second air-lift valve 26. A sludge reflux pipe 17 is arranged in the conical sludge sedimentation tank 16. A reflux valve 18 is installed at one end of the sludge reflux pipe 17. The other end of the reflux valve 18 is connected to the vertical flow grid tank 2. The other end of the sludge reflux pipe 17 is connected to a sludge discharge pipe 30. A sludge discharge pipe valve 19 is provided on the sludge discharge pipe 30. A third air-lift pipe 27 is also connected to the sludge reflux pipe 17. A third air-lift valve 28 is installed on the third air-lift pipe 27. The sludge in the conical sludge sedimentation tank 16 is refluxed to the very front end of the vertical flow grid tank 2 or discharged through the sludge discharge pipe 30 through the control of the third air-lift pipe 27 and the third air-lift valve 28. The reflux of the sludge to the vertical flow grid tank 2 is controlled by the reflux valve 18. The specific control method is determined by relevant algorithms. The first air-lift pipe 23, the second air-lift pipe 25 and the third air-lift pipe 27 are all connected to an electromagnetic fan 31 to provide air-lift operation. In this way, by setting the hydraulic circulation pipe 20, the sludge at the end of the vertical flow grid tank 2 is refluxed to the very front end, and by setting the sludge reflux pipe 17, the sludge in the sedimentation tank 9 is refluxed to the very front end of the vertical flow grid tank 2, ensuring a relatively high concentration and strong fluidity of the sludge in the vertical flow grid tank 2, realizing the recovery and full utilization of the water flow kinetic energy, forming a hydraulic self-stirring, having a very strong anti-shock load capacity while ensuring the stable treatment effect, and also greatly reducing the discharge amount of surplus sludge.

[0032] The algorithm for controlling the sludge reflux is as follows: Set an adjustment opening period for the reflux valve 18, denoted as , and set an opening duration . Install a sludge concentration detector in the vertical flow grid tank to obtain the sludge concentration within the period , so as to obtain the average sludge concentration . At the same time, obtain the sludge sedimentation ratio at the end time point of the period . Obtain the sludge matching value through the formula . Among them, is the optimal sludge concentration set according to experience, is the optimal sludge sedimentation ratio set according to experience, and are their respective weight coefficients. It can be seen that when the average sludge concentration or the sludge sedimentation ratio increases, it may lead to problems such as sludge aging and poor sedimentation performance. At this time, the sludge return flow can be appropriately reduced. When the average sludge concentration or the sludge sedimentation ratio decreases, it indicates that the sludge concentration is insufficient, and the sludge return flow may need to be increased to improve the sludge concentration. And each treatment process has a suitable sludge volume range. Therefore, after obtaining the sludge matching value it is compared with the judgment threshold interval set in the system. When it means that the sludge volume in the vertical flow grid tank is normal, and the current opening duration of the return valve 18 needs to be maintained Otherwise, it means that the sludge volume in the vertical flow grid tank is abnormal and needs to be adjusted. When it means that the sludge volume in the vertical flow grid tank is too small, and the sludge return flow needs to be appropriately increased. Then increase the opening duration of the return valve 18, and adjust the opening duration to through the formula , where is the function of the sludge concentration changing with time obtained in this cycle , is the function of the standard sludge concentration changing with time formulated according to historical data, is the start time of this cycle , and is the end time of this cycle , is the effluent quality monitored at the outlet of the vertical flow grid tank at the end of the current cycle, is the effluent quality monitored at the outlet of the vertical flow grid tank at the end of the previous cycle, which is obtained through the relevant pollutant monitoring equipment installed at the outlet of the vertical flow grid tank, is the time conversion coefficient, determined according to experimental data, and are two set judgment thresholds; the formula represents the difference between the standard sludge concentration change and the sludge concentration change in the current cycle. The larger its value, the greater the difference from the standard concentration and the more sludge needs to be added. The formula represents the difference between the water quality at the end of the current cycle and the water quality at the end of the previous cycle. The larger its value, the worse the sewage treatment effect and the more sludge needs to be added; Therefore, finally, the opening duration is adjusted to through the formula to ensure the sludge volume in the vertical flow grid tank and ensure the sewage treatment effect. Similarly, when When , it means that the amount of sludge in the vertical flow grid pool is too much, and the sludge return volume needs to be appropriately reduced. Then, the opening time of the return valve 18 is reduced, and the formula is used Adjust the opening time of the return valve 18 to In this way, the sludge in the entire vertical flow grid pool is always kept in an appropriate amount, so that the treatment effect can be optimized.

[0033] When in use, domestic sewage is lifted by a water pump and enters the bottom of the anaerobic zone of the vertical flow grid pool 2 from the water inlet pipe 1, and then enters the bottom of the next grid pool from the other end of the grid pool through the water pipe 3. The sewage forms an up and down diagonal staggered flow in a single grid pool, and uses its own kinetic energy to form a stirring effect, so that the mud and water are fully mixed and suspended. At the same time, the sewage flows in the vertical flow grid pool 2 in an "S"-shaped path, so that the anaerobic and anoxic zone has the longest flow under the same effective volume, the sewage will not be short-circuited, and the contact with the sludge is the most complete; because the sewage's own kinetic energy is used to form stirring, oxygen dissolution can be effectively avoided, and an anaerobic zone is formed in the front section of the vertical flow grid pool 2 to ensure that DO is below 0.2 mg / L. In the back section of the vertical flow grid pool 2, due to the reflux of nitrification liquid, part of the dissolved oxygen is brought in to form an anoxic zone to ensure that DO is 0.2-0.5 mg / L. The vertical flow grid pool 2 is evenly provided with composite fillers 4, and a highly active biofilm is attached to the surface of the fillers. The pollutants in the influent are in full contact with the suspended sludge in the vertical flow grid pool 2 and the biofilm on the surface of the fillers, so that the pollutants are efficiently degraded and removed; after being treated in the vertical flow grid pool 2, the sewage enters the bottom of the MBBR aerobic pool 5 through the upper water pipe 3, and the bottom of the MBBR aerobic pool 5 is provided with an aeration plate 7 to form an aerobic reaction zone; a suspended filler 8 is provided in the pool, and the filler density is close to that of water, and it is in a honeycomb cylindrical shape, with a large specific surface area, easy to form biofilm, good hydrophilicity, no agglomeration, no clogging, and easy to remove the film; the muddy water undergoes aerobic nitrification reaction in the aerobic zone to remove ammonia nitrogen. An inlet pipe 10 is arranged on the other side of the top of the MBBR aerobic tank 5, and the sewage enters the central guide tube 11 through the inlet pipe 10. A reflector 15 is arranged below the central guide tube 11, so that the sewage enters the bottom of the sedimentation tank 9 through the central guide tube 11, and impacts the backflow through the reflector 15 below. In the process of rising along the inclined tube, it is blocked by the inclined tube filler 14 arranged on the upper part. Impurities and sludge particles slide down along the inclined tube under the action of gravity and are deposited in the conical sludge sedimentation tank 16, and are finally discharged regularly through the sludge discharge pipe 30, and the upper clear water of the sedimentation tank 9 enters the water collecting tank 13 through the overflow weir 12, and is finally discharged through the outlet pipe 29 provided at the bottom of the tank.

[0034] The present invention improves the traditional anaerobic tank and anoxic tank into a vertical flow grid tank, forming an anaerobic-anoxic zone. By using the influent and effluent to form an upper and lower diagonal cross-flow, strong disturbance, agitation, and shearing effects are generated on the sewage and sludge in the tank, making the sludge in a suspended state and effectively preventing sludge sedimentation. At the same time, the sewage flows in an "S"-shaped path in turn in the vertical flow grid tank area, making the process in the anaerobic-anoxic zone the longest under the same effective volume. The sewage will not have short-circuit flow and has the most sufficient contact with the sludge, greatly reducing the equipment volume and floor area, reducing energy consumption and equipment investment, and realizing maintenance-free operation. The present invention returns the sludge at the end of the vertical flow grid tank to the front end through the setting of a hydraulic circulation pipe, and returns the sludge in the sedimentation tank to the front end of the vertical flow grid tank through the setting of a sludge return pipe, ensuring a high concentration and strong fluidity of the sludge in the vertical flow grid tank, realizing the recovery and full utilization of the water flow kinetic energy, forming a hydraulic self-agitation, having a very strong anti-shock load capacity while ensuring the stability of the treatment effect, and greatly reducing the discharge amount of excess sludge.

[0035] The above content is only an example and illustration of the concept of the present invention. Those skilled in the art of this technology can make various modifications or supplements to the described specific embodiments or use similar methods for substitution, as long as they do not deviate from the concept of the invention or exceed the scope defined by this claim book, they should all belong to the protection scope of the present invention.

Claims

1. A vertical flow grid hydraulic self-agitating MBBR sewage treatment system, characterized in that, The treatment system includes: a vertical flow grid anaerobic-anoxic zone module, an MBBR aerobic zone module, and a high-efficiency combined sedimentation zone module. Sewage is sequentially treated through the vertical flow grid anaerobic-anoxic zone module, the MBBR aerobic zone module, and the high-efficiency combined sedimentation zone module to obtain qualified water quality. The vertical flow grid anaerobic-anoxic zone module includes a vertical flow grid tank (2). An inlet pipe (1) is provided on one side of the vertical flow grid tank (2). A water pipe (3) and a combined filler (4) are provided in each grid tank of the vertical flow grid tank (2). The water pipe (3) is distributed in an "S" shape, and each water pipe (3) is inserted into the bottom of the next grid tank from above one end of the grid tank. A conical sludge sedimentation tank (16) is provided in the high-efficiency combined sedimentation zone module. A sludge return pipe (17) is arranged in the conical sludge sedimentation tank (16). A return valve (18) is installed at one end of the sludge return pipe (17). The other end of the return valve (18) is connected to the vertical flow grid tank (2). The sludge return to the vertical flow grid tank (2) is controlled by the return valve (18). The control method is as follows: The reflux valve (18) sets an adjusted opening period and an opening duration , installs a sludge concentration detector in the vertical flow grid pond, and obtains the sludge concentration within the period to obtain the average sludge concentration ; Meanwhile, at the end time point of the cycle obtain the sludge sedimentation ratio , and through the formula calculate the sludge matching value , where is the optimal sludge concentration set according to experience, is the optimal sludge sedimentation ratio set according to experience, and are their respective weight coefficients; After obtaining the sludge matching value it is compared with the judgment threshold interval set within the system When the current opening duration of the reflux valve (18) is maintained otherwise, adjustment is made. The adjustment method is as follows: When occurs, increase the opening duration of the reflux valve (18), and adjust the opening duration to through the formula , where is the function of the sludge concentration change curve with time obtained during this period , is the function of the standard sludge concentration change curve with time formulated based on historical data is the start time of this period , is the end time of this period , is the effluent quality monitored at the outlet of the vertical flow grid tank at the end of the current period is the effluent quality monitored at the outlet of the vertical flow grid tank at the end of the previous period is the time conversion coefficient and are two set judgment thresholds; When occurs, reduce the opening duration of the reflux valve (18), and adjust the opening duration of the reflux valve (18) to by the formula .

2. The vertical flow grid hydraulic self-agitating MBBR sewage treatment system according to claim 1, wherein, The MBBR aerobic zone module includes an MBBR aerobic tank (5). A plurality of aeration discs (7) are provided at the bottom of the MBBR aerobic tank (5). The aeration discs (7) are connected by an aeration pipe (6). An aeration valve (22) is provided at the confluence of the aeration pipes (6). Suspended fillers (8) are also provided in the MBBR aerobic tank (5).

3. A vertical flow grid hydraulic self-agitating MBBR sewage treatment system according to claim 2, wherein, The high-efficiency combined sedimentation zone module includes a sedimentation tank (9). An inlet pipe (10) is provided on one side of the sedimentation tank (9). One end of the inlet pipe (10) is connected to the MBBR aerobic tank (5), and the other end is connected to a central draft tube (11). A baffle plate (15) is arranged below the central draft tube (11). An overflow weir (12) is provided in the sedimentation tank (9). A collecting trough (13) is provided below the overflow weir (12). Inclined tube fillers (14) are provided below the collecting trough (13). A conical sludge sedimentation tank (16) is provided below the inclined tube fillers (14). The end of the conical sludge sedimentation tank (16) is connected to an outlet pipe (29). The baffle plate (15) is located in the conical sludge sedimentation tank (16).

4. A vertical flow grid hydraulic self-agitating MBBR sewage treatment system according to claim 3, characterized in that, A hydraulic circulation pipe (20) is also arranged at the tail end of the vertical flow grid tank (2). The hydraulic circulation pipe (20) is connected to the front end of the vertical flow grid tank (2). A first air lift pipe (23) is connected to the hydraulic circulation pipe (20). A first air lift valve (24) is provided on the first air lift pipe (23). The muddy water at the tail end of the vertical flow grid tank (2) is returned to the very front end of the vertical flow grid tank (2) through the control of the first air lift pipe (23) and the first air lift valve (24).

5. A vertical flow grid hydraulic self-agitating MBBR sewage treatment system according to claim 4, characterized in that, A nitrification liquid return pipe (21) is arranged in the MBBR aerobic tank (5). The other end of the nitrification liquid return pipe (21) is connected to the middle part of the vertical flow grid tank (2). A second air-lift pipe (25) is connected to the nitrification liquid return pipe (21). A second air-lift valve (26) is arranged on the second air-lift pipe (25). The muddy water in the MBBR aerobic tank (5) is returned to the middle part of the vertical flow grid tank (2) through the control of the second air-lift pipe (25) and the second air-lift valve (26).

6. A vertical flow grid hydraulic self-agitating MBBR sewage treatment system according to claim 5, characterized in that, A sludge return pipe (17) is arranged in the conical sludge sedimentation tank (16). A return valve (18) is installed at one end of the sludge return pipe (17). The other end of the return valve (18) is connected to the vertical flow grid tank (2). The other end of the sludge return pipe (17) is connected to a sludge discharge pipe (30). A sludge discharge pipe valve (19) is arranged on the sludge discharge pipe (30). A third air-lift pipe (27) is also connected to the sludge return pipe (17). A third air-lift valve (28) is installed on the third air-lift pipe (27). The sludge in the conical sludge sedimentation tank (16) is returned to the front end of the vertical flow grid tank (2) or discharged through the sludge discharge pipe (30) through the control of the third air-lift pipe (27) and the third air-lift valve (28).

7. A vertical flow grid hydraulic self-agitating MBBR sewage treatment system according to claim 6, characterized in that The combined packing (4) is evenly arranged inside the vertical flow grid tank (2). A highly active biofilm adheres to the surface of the combined packing (4). The suspended packing (8) is in the shape of a honeycomb cylinder.

8. A vertical flow grid hydraulic self-agitating MBBR sewage treatment system according to claim 7, characterized in that, The treatment system further includes an electromagnetic fan (31). The electromagnetic fan (31) is connected to the aeration pipe (6), the first air-lift pipe (23), the second air-lift pipe (25), and the third air-lift pipe (27).

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