Vertical flow grid hydraulic self-stirring MBBR (moving bed biofilm reactor) sewage treatment system

Abstract

The invention discloses a vertical flow grid hydraulic self-stirring MBBR (moving bed biofilm reactor) sewage treatment system, which belongs to the technical field of sewage treatment and comprises a vertical flow grid anaerobic-anoxic zone module, an MBBR aerobic zone module and an efficient combined settling zone module, sewage sequentially passes through the vertical flow grid anaerobic-anoxic zone module, the MBBR aerobic zone module and the efficient combined settling zone module to be treated so as to obtain standard water quality. According to the invention, the traditional anaerobic tank and anoxic tank are improved into the vertical flow grid tank, and the sewage and sludge in the tank are strongly disturbed, stirred and sheared by using up-and-down diagonal staggered flow formed by inlet and outlet water, so that the sludge is in a suspended state, and the sludge is effectively prevented from precipitating; meanwhile, the sewage sequentially flows in the vertical flow grid pool region in an S-shaped path, so that the anaerobic and anoxic region has the longest flow path under the same effective volume, the sewage does not flow short and is in full contact with the sludge, the equipment volume and the occupied area are greatly reduced, and the energy consumption and the equipment investment are reduced.

Description

Technical Field

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

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

[0003] When the A / O treatment process is used for sewage treatment, the heterotrophic bacteria in the anaerobic section (Section A) hydrolyze the suspended pollutants such as starch, fiber, carbohydrates and soluble organic matter in the sewage into organic acids, decompose the macromolecular organic matter into small molecular organic matter, and convert the insoluble organic matter into soluble organic matter. When these products of anoxic hydrolysis 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 the anoxic environment, the heterotrophic bacteria ammonify pollutants such as proteins and fats (N on the organic chain or the amino group in the amino acid) to release ammonia ( ). In the aerobic section (O section), the nitrification of autotrophic bacteria will ( ) is oxidized to , returns to section A through reflux control, and under anoxic conditions, the denitrification of heterotrophic bacteria Reduction to molecular nitrogen ( ) Complete the cycle of C, N, and O in the ecology and achieve harmless treatment of sewage.

[0004] Although the A / O treatment process has certain advantages, such as (a) simple process, no need for external carbon source, using raw sewage as carbon source, and low construction and operation costs; (b) denitrification first, nitrification later, internal circulation, using organic substrates in raw sewage as carbon source, good effect, and sufficient denitrification reaction; (c) aeration tank at the end, so that denitrification residues can be further removed, improving the quality of treated water. However, during the treatment, in order to achieve full mixing of sewage and sludge, prevent sludge precipitation, maintain anaerobic environment and other requirements in section A, a mixer or flowmaker is required to operate. The use of a mixer or flowmaker to operate continuously has high energy consumption, complex maintenance, and high operating costs; and the equipment required for the A / O treatment process is large, and it is easy to have dead corners or short-flow sites during treatment, resulting in poor treatment effect. Summary of the invention

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

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

[0007] A vertical flow grid hydraulic self-stirring MBBR sewage treatment system, the treatment system comprises: a vertical flow grid anaerobic anoxic zone module, an MBBR aerobic zone module and a high-efficiency combined sedimentation zone module, the 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 water quality that meets the standards;

[0008] The vertical flow grid anaerobic and anoxic zone module includes a vertical flow grid pool, one side of the vertical flow grid pool is provided with a water inlet pipe, each grid pool of the vertical flow grid pool is provided with a water pipe and a combined filler, the water pipes are distributed in an "S" shape, and each water pipe is inserted from the top of one end of the grid pool to the bottom of the next grid pool.

[0009] Furthermore, the MBBR aerobic zone module comprises an MBBR aerobic tank, a plurality of aeration plates are arranged at the bottom of the MBBR aerobic tank, the aeration plates are connected by aeration pipes, aeration valves are arranged at the confluence of the aeration pipes, and a suspended filler is also arranged in the MBBR aerobic tank.

[0010] Furthermore, the high-efficiency combined sedimentation zone module includes a sedimentation tank, a water inlet pipe is provided on one side of the sedimentation tank, one end of the water inlet pipe is connected to the MBBR aerobic tank, and the other end is connected to a central guide tube, a reflector is arranged below the central guide tube, an overflow weir is provided in the sedimentation tank, a water collecting trough is provided below the overflow weir, an inclined tube filler is provided below the water collecting trough, a conical sludge sedimentation tank is provided below the inclined tube filler, the end of the conical sludge sedimentation tank is connected to a water outlet pipe, and the reflector is located in the conical sludge sedimentation tank.

[0011] Furthermore, a hydraulic circulation pipe is arranged at the tail end of the vertical flow grid pool, and the hydraulic circulation pipe is connected to the front end of the vertical flow grid pool. The hydraulic circulation pipe is connected to a first air lift pipe, and the first air lift pipe is provided with a first air lift valve. The muddy water at the tail end of the vertical flow grid pool is refluxed to the front end of the vertical flow grid pool through the control of the first air lift pipe and the first air lift valve.

[0012] Furthermore, a nitrification liquid reflux pipe is arranged in the MBBR aerobic pool, the other end of the nitrification liquid reflux pipe is connected to the middle of the vertical flow grid pool, the nitrification liquid reflux pipe is connected to the second gas lift pipe, the second gas lift pipe is provided with a second gas lift valve, and the muddy water in the MBBR aerobic pool is refluxed to the middle of the vertical flow grid pool through the control of the second gas lift pipe and the second gas lift valve.

[0013] Furthermore, a sludge return pipe is arranged in the conical sludge sedimentation tank, a return valve is installed on one end of the sludge return pipe, the other end of the return valve is connected to the vertical flow grid pool, the other end of the sludge return pipe is connected to a sludge discharge pipe, a sludge discharge pipe valve is arranged on the sludge discharge pipe, the sludge return pipe is also connected to a third air lift 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 pool or discharged through the sludge discharge pipe through the control of the third air lift pipe and the third air lift valve.

[0014] Furthermore, the composite filler is evenly distributed inside the vertical flow grid pool, a highly active biofilm is attached to the surface of the composite filler, and the suspended filler is in a honeycomb cylindrical shape.

[0015] Furthermore, the treatment system also includes an electromagnetic fan, and the electromagnetic fan is connected to the aeration pipe, the first air lift pipe, the second air lift pipe and the third air lift pipe.

[0016] Beneficial effects of the present invention:

[0017] The present invention improves the traditional anaerobic tank and anoxic tank into a vertical flow grid tank, forms an anaerobic and anoxic zone, utilizes the inlet and outlet water to form an up and down diagonal staggered flow, produces strong disturbance, stirring and shearing effects on the sewage sludge in the tank, makes the sludge suspended, and effectively prevents the sludge from settling; at the same time, the sewage flows in the vertical flow grid tank area in an "S"-shaped path, so that the anaerobic and anoxic zone has the longest flow path under the same effective volume, the sewage will not be short-circuited, and the contact with the sludge is the most complete, which greatly reduces the equipment volume and floor space, reduces energy consumption and reduces equipment investment, and realizes maintenance-free.

[0018] The present invention arranges a hydraulic circulation pipe to return the sludge at the end of the vertical flow grid pool to the front end, and arranges a sludge return pipe to return the sludge in the sedimentation tank to the front end of the vertical flow grid pool, thereby ensuring a higher concentration and stronger fluidity of the sludge in the vertical flow grid pool, realizing the recovery and full utilization of the kinetic energy of the water, forming hydraulic self-stirring, and while ensuring the stability of the treatment effect, having a very strong ability to resist shock loads, and greatly reducing the discharge of residual sludge.

[0019] Of course, any product implementing the present invention does not necessarily need to achieve all of the advantages described above at the same time. BRIEF DESCRIPTION OF THE DRAWINGS

[0020] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings required for describing the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other accompanying drawings can be obtained based on these accompanying drawings without paying creative work.

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

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

[0023] Figure 3 This is a cross-sectional view of the vertical flow grid hydraulic self-stirring MBBR sewage treatment system of the present invention.

[0024] Description of the accompanying drawings:

[0025] 1. Water inlet pipe; 2. Vertical flow grid pool; 3. Water pipe; 4. Combined filler; 5. MBBR aerobic pool; 6. Aeration pipe; 7. Aeration plate; 8. Suspended filler; 9. Sedimentation tank; 10. Water inlet pipe; 11. Central guide tube; 12. Overflow weir; 13. Water collecting tank; 14. Oblique tube filler; 15. Reflector; 16. Conical sludge sedimentation tank; 17. Sludge return pipe; 18. Return valve; 19. Mud discharge pipe valve; 20. Hydraulic circulation pipe; 21. Nitration 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. ​​Water outlet pipe; 30. Mud discharge pipe; 31. Electromagnetic fan. DETAILED DESCRIPTION

[0026] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0027] In one embodiment, a vertical flow grid hydraulic self-stirring MBBR sewage treatment system is disclosed, such as Figure 1As shown in the figure, the treatment system includes: a vertical flow grid anaerobic and anoxic zone module, an MBBR aerobic zone module and a high-efficiency combined sedimentation zone module. The vertical flow grid anaerobic and anoxic zone module includes a vertical flow grid anaerobic tank and a vertical flow grid anoxic tank. The MBBR aerobic zone module is mainly an MBBR aerobic tank. The high-efficiency combined sedimentation zone module is mainly an inclined tube sedimentation tank. The sewage enters the vertical flow grid anaerobic tank through the water inlet, and enters the vertical flow grid anoxic tank, the MBBR aerobic tank and the inclined tube sedimentation tank in turn for treatment, and finally from The water quality reaches the standard through 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 be nitrified and returned to the vertical flow grid anoxic tank, while the sludge in the inclined tube sedimentation tank can be returned to the vertical flow grid anaerobic tank or the qualified sludge can be transported out through the sludge discharge pipe to achieve efficient sedimentation of the entire treatment process. At the same time, this treatment system is also equipped with an electromagnetic fan to provide air lift or aeration for the entire treatment system. In this way, the higher concentration and stronger fluidity of the sludge in the vertical flow grid tank can be guaranteed, the recovery and full utilization of the kinetic energy of the water can be achieved, and hydraulic self-stirring can be formed. While ensuring the stability of the treatment effect, the impact load resistance capacity is increased, and the discharge of residual sludge is greatly reduced.

[0028] like Figure 2 , Figure 3 As shown, the vertical flow grid anaerobic anoxic zone module includes a vertical flow grid pool 2, a water inlet pipe 1 is provided on one side of the vertical flow grid pool 2, and each grid pool of the vertical flow grid pool 2 is provided with a water pipe 3 and a combined filler 4, the water pipe 3 is distributed in an "S" shape, and each water pipe 3 is inserted from one end of the grid pool to the bottom of the next grid pool. By inserting each water pipe 3 from one end of the grid pool to the bottom of the next grid pool, it can be ensured that the sewage enters the bottom of the next grid pool through the water pipe 3 from the other end of the grid pool, so that the sewage forms an up and down diagonal staggered flow in a single grid pool, so that a stirring effect is formed by its own kinetic energy, so that the mud and water are fully mixed and suspended; the water pipe 3 is distributed in an "S" shape, so that the sewage can flow in the vertical flow grid pool 2 in an "S" shape path in turn, so that the anaerobic anoxic zone has the longest process under the same effective volume, the sewage will not be short-circuited, and the contact with the sludge is most sufficient. The vertical flow grid pool 2 is evenly distributed with composite fillers 4, and the surface of the composite fillers 4 is attached with highly active biofilms, so that pollutants in the incoming water will fully contact the suspended sludge in the vertical flow grid pool 2 and the biofilms on the filler surface, so that the pollutants can be efficiently degraded and removed.

[0029] like Figure 2 , Figure 3As shown, the MBBR aerobic zone module includes an MBBR aerobic pool 5. A plurality of aeration plates 7 are provided at the bottom of the MBBR aerobic pool 5. The aeration plates 7 are connected by aeration pipes 6. An aeration valve 22 is provided at the confluence of the aeration pipes 6. A suspended filler 8 is also provided in the MBBR aerobic pool 5. The suspended filler 8 is in a honeycomb cylindrical shape. The confluence end of the aeration pipe 6 is finally connected to an electromagnetic fan 31 for aerating the MBBR aerobic pool 5 to provide an aerobic environment. The aeration plates 7 provided at the bottom of the pool cooperate with the aeration pipes 6 to form an aerobic reaction zone. The MBBR aerobic pool 5 is provided with a suspended filler 8. The suspended filler 8 has a density close to that of water, is in a honeycomb cylindrical shape, 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 remove the biofilm. In this way, the muddy water undergoes an aerobic nitrification reaction in the aerobic zone to remove ammonia nitrogen.

[0030] like Figure 2 , Figure 3 As shown, the high-efficiency combined sedimentation zone module includes a sedimentation tank 9, a water inlet pipe 10 is provided on one side of the sedimentation tank 9, one end of the water inlet pipe 10 is connected to the MBBR aerobic tank 5, and the other end is connected to the central guide tube 11, and a reflector 15 is arranged below the central guide tube 11. An overflow weir 12 is provided in the sedimentation tank 9, a water collecting tank 13 is provided below the overflow weir 12, an inclined tube filler 14 is provided below the water collecting tank 13, and a conical sludge sedimentation tank 16 is provided below the inclined tube filler 14. Combining the vertical flow sedimentation tank and the inclined tube filler 14 can greatly enhance the sedimentation effect and achieve efficient sedimentation. The end of the conical sludge sedimentation tank 16 is connected to the outlet pipe 29, and the reflector 15 is located in the conical sludge sedimentation tank 16. An inlet pipe 10 is provided on the other side of the top of the MBBR aerobic tank 5, and the inlet pipe 10 is connected to the sedimentation tank 9, so that the sewage can enter the central guide tube 11 through the inlet pipe 10, and then enter the bottom of the sedimentation tank 9. A reflector 15 is arranged below the central guide tube 11. The sewage flows back through the impact of the reflector 15, and is blocked by the upper inclined tube filler 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 deposit in the conical sludge sedimentation tank 16, and are regularly discharged through the sludge discharge pipe 30; the clear water in the upper layer of the sedimentation tank 9 enters the water collecting tank 13 through the overflow weir 12, and is discharged through the outlet pipe 29 installed at the bottom of the tank, so that the sewage is treated.

[0031] like Figure 2 , Figure 3As shown, a hydraulic circulation pipe 20 is also arranged at the tail end of the vertical flow grid pool 2, and the hydraulic circulation pipe 20 is connected to the front end of the vertical flow grid pool 2. A first gas lift pipe 23 is connected to the hydraulic circulation pipe 20, and a first gas lift valve 24 is arranged on the first gas lift pipe 23. The muddy water at the tail end of the vertical flow grid pool 2 can flow back to the front end of the vertical flow grid pool 2 through the control of the first gas lift pipe 23 and the first gas lift valve 24. A nitrification liquid return pipe 21 is arranged in the MBBR aerobic pool 5, and the other end of the nitrification liquid return pipe 21 is connected to the middle part of the vertical flow grid pool 2. A second gas lift pipe 25 is connected to the nitrification liquid return pipe 21, and a second gas lift valve 26 is arranged on the second gas lift pipe 25. The muddy water in the MBBR aerobic pool 5 flows back to the middle part of the vertical flow grid pool 2 through the control of the second gas lift pipe 25 and the second gas lift valve 26. A sludge return pipe 17 is arranged in the conical sludge sedimentation tank 16, and a return valve 18 is installed on one end of the sludge return pipe 17, and the other end of the return valve 18 is connected to the vertical flow grid pool 2, and the other end of the sludge return pipe 17 is connected to a sludge discharge pipe 30, and a sludge discharge pipe valve 19 is arranged on the sludge discharge pipe 30. The sludge return pipe 17 is also connected to a third air lift pipe 27, and 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 controlled by the third air lift pipe 27 and the third air lift valve 28 to flow back to the front end of the vertical flow grid pool 2 or is discharged through the sludge discharge pipe 30, and the sludge flowing back to the vertical flow grid pool 2 is controlled by the return valve 18, and 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 the electromagnetic fan 31 to provide air lift operations. In this way, the sludge at the end of the vertical flow grid pool 2 is returned to the front end by setting the hydraulic circulation pipe 20, and the sludge return pipe 17 is set to return the sludge in the sedimentation tank 9 to the front end of the vertical flow grid pool 2, thereby ensuring a higher concentration and stronger fluidity of the sludge in the vertical flow grid pool 2, realizing the recovery and full utilization of the kinetic energy of the water, forming hydraulic self-stirring, while ensuring the stability of the treatment effect, the ability to resist shock loads is very strong, and the discharge of residual sludge is greatly reduced.

[0032] The algorithm for controlling the sludge return is: set an adjustment opening cycle for the return valve 18 as , and set an opening time , install a sludge concentration detector in the vertical flow grid pool to obtain the cycle The sludge concentration in the , while in the cycle Get the sludge settling ratio at the end time , through the formula Obtaining the sludge matching value ,in, is the optimal sludge concentration set based on experience, is the optimal sludge settling ratio set based on experience, as well as are their respective weight coefficients. It can be seen that when the average sludge concentration or sludge settling ratio increases, it may cause sludge aging, poor settling performance and other problems. At this time, the sludge return volume can be appropriately reduced. When the average sludge concentration or sludge settling ratio decreases, it indicates that the sludge concentration is insufficient. It may be necessary to increase the sludge return volume to increase the sludge concentration. Each treatment process has a suitable sludge volume range. Therefore, when obtaining the sludge matching value Then, compare it with the judgment threshold interval set in the system For comparison, when When the sludge volume in the vertical flow grid pool is normal, the current opening time of the return valve 18 needs to be maintained. Otherwise, it means that the amount of sludge in the vertical flow grid pool is abnormal and needs to be adjusted. When , it means that the amount of sludge in the vertical flow grid pool is too small, and the sludge return volume needs to be appropriately increased, so the opening time of the return valve 18 is increased, and the formula is used Adjust the opening time to ,in, For this cycle The sludge concentration obtained in the time-varying curve function, It is the curve function of standard sludge concentration changing with time, which is formulated based on historical data. For this cycle The start time of this cycle The end time of is the effluent quality monitored at the outlet of the vertical flow grid pool at the end of the current cycle, It is the effluent water quality monitored at the outlet of the vertical flow grid pool 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 pool. is the time conversion coefficient, determined according to experimental data, as well as are the two judgment thresholds set; formula It is expressed as the difference between the standard sludge concentration change and the sludge concentration change in the current cycle. The larger the value, the greater the difference with the standard concentration, and the more sludge needs to be added. The formula It indicates 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 the value, the worse the sewage treatment effect, and the more sludge needs to be added; therefore, the final formula is Adjust the opening time to , to ensure the amount of sludge in the vertical flow grid pool and the sewage treatment effect. 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, forms an anaerobic anoxic zone, uses the inlet and outlet water to form an upper and lower diagonal staggered flow, produces strong disturbance, stirring, and shearing effects on the sewage sludge in the tank, makes the sludge suspended, and effectively prevents the sludge from settling; at the same time, the sewage flows in the vertical flow grid tank area in an "S"-shaped path, so that the anaerobic anoxic zone has the longest flow under the same effective volume, the sewage will not short-circuit, and the contact with the sludge is the most complete, which greatly reduces the equipment volume and floor space, reduces energy consumption and reduces equipment investment, and realizes maintenance-free. The present invention sets a hydraulic circulation pipe to return the sludge at the end of the vertical flow grid tank to the front end, and sets a sludge return pipe to return the sludge in the sedimentation tank to the front end of the vertical flow grid tank, so as to ensure a higher concentration and stronger fluidity of the sludge in the vertical flow grid tank, realize the recovery and full use of the kinetic energy of the water, form hydraulic self-stirring, and ensure that the treatment effect is stable, while the impact load resistance is very strong, and the discharge of residual sludge is greatly reduced.

[0035] The above contents are merely examples and explanations of the concept of the present invention. The technicians in this technical field may make various modifications or additions to the specific embodiments described or replace them in a similar manner. As long as they do not deviate from the concept of the invention or exceed the scope defined by the claims, they should all fall within the protection scope of the present invention.

Claims

1. A vertical flow grid hydraulic self-stirring MBBR sewage treatment system, characterized in that: The treatment system comprises: a vertical flow grid anaerobic and anoxic zone module, an MBBR aerobic zone module and a high-efficiency combined sedimentation zone module. The sewage is sequentially treated through the vertical flow grid anaerobic and anoxic zone module, the MBBR aerobic zone module and the high-efficiency combined sedimentation zone module to obtain water quality that meets the standards. The vertical flow grid anaerobic anoxic zone module comprises a vertical flow grid pool (2), one side of the vertical flow grid pool (2) is provided with a water inlet pipe (1), each grid pool of the vertical flow grid pool (2) is provided with a water flow pipe (3) and a combined filler (4), the water flow pipe (3) is distributed in an "S" shape, and each water flow pipe (3) is inserted from the top of one end of a grid pool to the bottom of the next grid pool.

2. A vertical flow grid hydraulic self-stirring MBBR sewage treatment system according to claim 1, characterized in that: The MBBR aerobic zone module comprises an MBBR aerobic tank (5). A plurality of aeration plates (7) are provided at the bottom of the MBBR aerobic tank (5). The aeration plates (7) are connected via aeration pipes (6). An aeration valve (22) is provided at the confluence of the aeration pipes (6). A suspended filler (8) is also provided in the MBBR aerobic tank (5).

3. A vertical flow grid hydraulic self-stirring MBBR sewage treatment system according to claim 2, characterized in that: The high-efficiency combined sedimentation zone module comprises a sedimentation tank (9), a water inlet pipe (10) is provided on one side of the sedimentation tank (9), one end of the water inlet pipe (10) is connected to the MBBR aerobic tank (5), and the other end is connected to a central guide tube (11), a reflector (15) is arranged below the central guide tube (11), an overflow weir (12) is provided in the sedimentation tank (9), a water collecting trough (13) is provided below the overflow weir (12), an inclined tube filler (14) is provided below the water collecting trough (13), a conical sludge sedimentation tank (16) is provided below the inclined tube filler (14), a terminal end of the conical sludge sedimentation tank (16) is connected to a water outlet pipe (29), and the reflector (15) is located in the conical sludge sedimentation tank (16).

4. A vertical flow grid hydraulic self-stirring 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 pool (2), the hydraulic circulation pipe (20) is connected to the front end of the vertical flow grid pool (2), the hydraulic circulation pipe (20) is connected to a first air lift pipe (23), the first air lift pipe (23) is provided with a first air lift valve (24), and muddy water at the tail end of the vertical flow grid pool (2) is controlled by the first air lift pipe (23) and the first air lift valve (24) to flow back to the front end of the vertical flow grid pool (2).

5. A vertical flow grid hydraulic self-stirring MBBR sewage treatment system according to claim 4, characterized in that: A nitrification liquid return pipe (21) is arranged in the MBBR aerobic pool (5), the other end of the nitrification liquid return pipe (21) is connected to the middle of the vertical flow grid pool (2), the nitrification liquid return pipe (21) is connected to a second gas lift pipe (25), and the second gas lift pipe (25) is provided with a second gas lift valve (26). Muddy water in the MBBR aerobic pool (5) is returned to the middle of the vertical flow grid pool (2) through the control of the second gas lift pipe (25) and the second gas lift valve (26).

6. A vertical flow grid hydraulic self-stirring 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 on one end of the sludge return pipe (17), the other end of the return valve (18) is connected to the vertical flow grid pool (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 installed on the sludge discharge pipe (30), the sludge return pipe (17) is also connected to a third gas lift pipe (27), a third gas lift valve (28) is installed on the third gas lift pipe (27), and the sludge in the conical sludge sedimentation tank (16) is controlled by the third gas lift pipe (27) and the third gas lift valve (28) to return to the front end of the vertical flow grid pool (2) or is discharged through the sludge discharge pipe (30).

7. A vertical flow grid hydraulic self-stirring MBBR sewage treatment system according to claim 6, characterized in that: The combined filler (4) is evenly distributed inside the vertical flow grid pool (2), a highly active biofilm is attached to the surface of the combined filler (4), and the suspended filler (8) is in the shape of a honeycomb cylinder.

8. A vertical flow grid hydraulic self-stirring MBBR sewage treatment system according to claim 7, characterized in that: The treatment system further comprises an electromagnetic fan (31), wherein 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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