CN202492439U - Multistage anaerobic-anoxia-aerobic bioreaction tank - Google Patents

Abstract

The utility model relates to a multi-stage anaerobic-anoxic-aerobic biological reaction pool, which comprises an anaerobic pool, an anoxic pool and an aerobic pool which are sequentially arranged in the order of anaerobic-anoxic-aerobic and connected to each other. Level anaerobic-anoxic-aerobic biological reaction pools, characterized in that: the single-stage anaerobic-anoxic-aerobic biological reaction pools are connected along the direction of water flow to form M-level anaerobic-anoxic-aerobic biological reaction pools. Beneficial effects: Strictly implement the concept of MAAO process flow, adjust the flow ratio between the anaerobic pool and the aerobic pool through the diversion adjustment devices at all levels, and realize "anoxic-aerobic-anoxic-aerobic..." Multi-stage high-efficiency denitrification and "anaerobic-anoxic-anaerobic-anoxic..." multi-stage denitrification and phosphorus removal are two process modes with different strengthening effects.

Description

Multi-stage anaerobic anoxic aerobic biological reaction tank

technical field

The utility model relates to a biological pool in the field of sewage treatment, in particular to a multi-stage anaerobic-anoxic-aerobic biological reaction pool.

Background technique

At present, the activated sludge process in urban sewage treatment is almost all realized based on the "anaerobic, anoxic, aerobic" growth and metabolism theory of organisms, that is, organic matter, nitrogen, phosphorus and other pollutants in sewage Under different environments, it can be removed through the growth and metabolism of microorganisms to achieve the purpose of purifying water.

The multi-stage anoxic aerobic (MAO) process, which is derived from the traditional A2O process, uses the organic matter in the sewage as the carbon source, maximizes the nitrogen removal ability of microorganisms, and adapts to the current low carbon/nitrogen ratio of urban sewage characteristics, but its disadvantage is that the effect of biological phosphorus removal is difficult to guarantee. On this basis, professional technicians have developed a multi-stage anaerobic-anoxic-oxic (MAAO) process, which is characterized in that it can realize multi-stage anoxic and aerobic denitrification in the same biological system, and can also realize Multi-stage anaerobic and anoxic denitrification dephosphorization, while retaining the advantages of MAO process for efficient denitrification, realizes efficient dephosphorization of organic matter in sewage in a "one carbon, two uses" manner.

MAAO process requirements, in addition to the conventional process needs to meet the convenience of civil construction, equipment installation, and operation management, in terms of the specific implementation of the process flow, higher technical requirements are put forward for water distribution and flow direction switching. According to the water flow design concept of conventional bioreactor tanks, in order to achieve the above goals, a large number of connecting pipelines or hydraulic equipment must be added, and it is difficult to reduce construction investment or operating costs.

Utility model content

The utility model is to overcome the deficiencies in the prior art, and provides a multi-stage anaerobic-anoxic-aerobic biological reaction tank, the purpose of which is to comply with the multi-stage anaerobic-anoxic-aerobic (MAAO) activated sludge process, which can Strictly implement the MAAO process flow, and meet the construction requirements of small construction investment and low operating cost, and achieve the goal of the MAAO process through reasonable functional area layout and flow distribution. That is, in the same biological reaction tank, there are adjustable "anoxic-aerobic-anoxic-aerobic..." multi-stage high-efficiency denitrification process and "anaerobic-anoxic-anaerobic-anoxic Oxygen..." multi-stage denitrification phosphorus removal process, and can carry out targeted flow distribution regulation according to the water quality, adjust the flow ratio of the main process route, and realize the process requirements of enhanced phosphorus removal or enhanced nitrogen removal.

In order to achieve the above object, the utility model is realized through the following technical scheme. A multi-stage anaerobic-anoxic-aerobic biological reaction pool includes an anaerobic pool, an anoxic pool and an aerobic pool in sequence according to anaerobic-anoxic -Single-stage anaerobic-anoxic-aerobic biological reaction tanks arranged in an aerobic order and connected to each other, characterized in that: the single-stage anaerobic-anoxic-aerobic biological reaction tanks are connected along the direction of water flow to form an M-level anaerobic-anoxic well Oxygen bioreaction tank, the head end of the first to (M-1) level aerobic pool is respectively provided with anoxic diversion port, and the anoxic diversion port is provided with a shunt regulating device; the said level of anoxic The tail end of the pool communicates with the head end of the aerobic pool of this level through the anoxic diversion port, and the tail end of the anoxic pool of the level communicates with the anaerobic pool of the lower level through the anoxic transition channel arranged on the side of the aerobic pool of the level. The head end of the pool is connected; the tail ends of the aerobic pools of the first to (M-1) levels are respectively equipped with aerobic transition channels, and the tail ends of the anaerobic pools of the first to (M-1) levels are respectively equipped with anaerobic diversion The tail end of the aerobic pool of this level is connected to the head end of the lower level anoxic pool through the aerobic transition channel, and the tail end of the anaerobic pool of the first to (M-1) level is connected to the anaerobic pool of this level through the anaerobic diversion port. The oxygen pools are connected head-to-head.

The number of stages of the M-stage anaerobic-anoxic-aerobic biological reaction tank is M≥2.

The head end of the aerobic pool in the Mth-stage anaerobic-anoxic-aerobic biological reaction pool is provided with a hypoxic diversion port, and the anoxic pool of this level is communicated with the aerobic pool through the anoxic diversion port, and the The tail end of the aerobic pool is connected with the water outlet through the water outlet weir.

One side of the multi-stage anaerobic-anoxic-aerobic biological reaction tank is provided with an inlet channel, and the water inlet channel is provided with a water distribution port; The mud ditch and the return sludge ditch are equipped with a mud distribution port, and the number of the water distribution ports is the same as the number of combined stages M of the single-stage anaerobic-anoxic-aerobic biological reaction tank, and corresponds to the head end of the anaerobic tank at all levels; the mud distribution port The number of ports is two, corresponding to the head end of the anaerobic pool and the anoxic pool of the first-stage anaerobic-anoxic-aerobic biological reaction pool respectively. The pool length of described multistage anaerobic-anoxic-aerobic biological reaction pool is equal to the sum of the width of M grade anaerobic-anoxic-aerobic biological reaction pool, and the pool width is the same as the length of anaerobic pool, anoxic pool, and aerobic pool at all levels. equal.

Beneficial effects: Strictly implement the concept of MAAO process flow, adjust the flow ratio between the anaerobic pool and the aerobic pool through the diversion adjustment devices at all levels, and realize "anoxic-aerobic-anoxic-aerobic..." Multi-stage high-efficiency denitrification and "anaerobic-anoxic-anaerobic-anoxic..." multi-stage denitrification and phosphorus removal are two process modes with different strengthening effects. The biological reaction tank has a smooth process flow, scientific and reasonable functional divisions, clear transition routes for flow distribution at all levels, convenient adjustment, small hydraulic loss, and no internal backflow equipment. Through multi-stage water distribution, the sludge concentration is increased, carbon sources are fully saved, and " "One carbon, two uses" to reduce operating costs. No internal reflux technology is adopted to achieve the control objectives of enhanced phosphorus removal and enhanced nitrogen removal by adjusting the flow ratio of each level.

Description of drawings

Fig. 1 is a structural representation of the utility model;

Figure 2 is a model relationship diagram;

Figure 3 is a graph of TN inlet and outlet water;

Figure 4 is a graph of water inflow and outflow of TP.

In the figure: 1 water inlet channel, 2 anoxic transition channel, 3AAO combination, 4 water distribution port, 5 diversion adjustment device, 6 anoxic diversion port, 7 pool wall, 8 return sludge channel, 9 mud distribution port, 10 aerobic Transition channel, 11 anaerobic pool, 12 anoxic pool, 13 aerobic pool, 14 partition wall, 15 anaerobic diversion port, 16 outlet weir.

Detailed ways

Below in conjunction with preferred embodiment, the specific embodiment provided according to the utility model is described in detail as follows: see accompanying drawing for details, a kind of multi-stage anaerobic anoxic aerobic biological reaction tank, comprises an anaerobic tank, an anoxic tank A single-stage anaerobic-anoxic-aerobic biological reaction tank that is arranged in the order of anaerobic-anoxic-aerobic and connected to each other, and the single-stage anaerobic-anoxic-aerobic biological reaction tank is connected along the direction of water flow To form an M-level anaerobic-anoxic-aerobic biological reaction pool, the head ends of the first to (M-1) aerobic pools are respectively equipped with anoxic diversion ports, and the anoxic diversion ports are provided with shunt adjustment device; the tail end of the anoxic pool of this level is communicated with the head end of the aerobic pool of this level through the anoxic diversion port, and the tail end of the anoxic pool of this level is set on the side of the aerobic pool of this level The anoxic transition channel is connected to the head end of the lower anaerobic pool; the tail end of the aerobic pool of the first to (M-1) level is respectively equipped with an aerobic transition channel, and the anaerobic pool tail of the first to (M-1) level Anaerobic diversion outlets are respectively provided at the ends, and the end of the aerobic pool of this level is connected to the head end of the anoxic pool of the lower level through the aerobic transition channel, and the tail ends of the anaerobic pools of the first to (M-1) levels are connected through the anaerobic The oxygen diversion port is connected with the head end of the anoxic pool of this level. One side of the multi-stage anaerobic-anoxic-aerobic biological reaction tank is provided with an inlet channel, and the water inlet channel is provided with a water distribution port; The mud ditch and the return sludge ditch are equipped with a mud distribution port, and the number of the water distribution ports is the same as the number of combined stages M of the single-stage anaerobic-anoxic-aerobic biological reaction tank, and corresponds to the head end of the anaerobic tank at all levels; the mud distribution port The number of ports is two, corresponding to the head end of the anaerobic pool and the anoxic pool of the first-stage anaerobic-anoxic-aerobic biological reaction pool respectively. The pool length of described multistage anaerobic-anoxic-aerobic biological reaction pool is equal to the sum of the width of M grade anaerobic-anoxic-aerobic biological reaction pool, and the pool width is the same as the length of anaerobic pool, anoxic pool, and aerobic pool at all levels. equal.

Take the four-stage (M=4) anaerobic-anoxic-aerobic biological reaction tank as an example:

The multi-stage anaerobic-anoxic-aerobic (MAAO) biological reaction tank is divided into four identical single-stage anaerobic-anoxic-aerobic biological reaction tanks (AAO) combination 3, and each level of AAO combination 3 consists of an anaerobic tank 11, An anoxic pool 12 and an aerobic pool 13 form a functional area, and each functional area is separated by a partition wall 14 . The AAO combinations 3 at all levels are connected in series along the direction of the water flow process to ensure that the hydraulic flow state in the biological reaction tank is a push flow state.

The tail end of the anaerobic pool 11 of the first-level AAO combination 3 and the head end of the anoxic pool 12 are connected through the anaerobic diversion port 15; The tail end of the oxygen pool 13 is connected to the head end of the anoxic pool 12 of this level through the anaerobic diversion port 15 and the aerobic transition channel 10;

Except the tail end of the anoxic pool 12 of the last stage AAO combination 3 is connected with the head end of the aerobic pool 13 through the diversion regulating device 5, while the tail end of the anoxic pool 12 is connected with the head end of the anaerobic pool 11 of the next stage through anoxic The transition channel 2 is connected.

The tail end of the anoxic pool 12 of the last-stage AAO combination 3 and the head end of the aerobic pool 13 are connected through the anoxic diversion port 6 ;

A water inlet channel 1 is arranged on one side of the multistage anaerobic-anoxic-aerobic biological reaction tank, and a water distribution port 4 is arranged on the side of the water inlet channel 1 close to the biological tank. The number of water distribution ports 4 is the same as the number of stages of the AAO combination 3, and the position of the water distribution port 4 corresponds to the central axis of the head end of the anaerobic pool 11 in the AAO combination 3 of each level. The water distribution port 4 is provided with diversion adjustment devices, that is, a water distribution gate or a water distribution valve, and the sewage is distributed into the head end of the anaerobic tank 11 of the biological reaction tank.

On the other side of the multi-stage anaerobic-anoxic-aerobic biological reaction tank, which is symmetrical and vertical to the inlet channel 1,

A return sludge channel 8 is provided, and two mud mixing ports 9 are provided on one side of the return sludge channel 8 near the biological pool, which are located at the head end of the anaerobic pool 11 and the anoxic pool 12 of the first-stage AAO combination 3 respectively.

The anoxic diversion port 6 and the anaerobic diversion port 15 are hydraulically diverted by opening holes in the partition wall 14 without destroying the mechanical structure of the partition wall 14 and the biological pool wall 7 .

The anoxic transition channel 2 and the anoxic diversion port 6, the aerobic transition channel 10 and the anaerobic diversion port 15 can be designed in a horizontal parallel or upper and lower two-layer structure.

The anaerobic pool 11 of the single-stage anaerobic-anoxic-aerobic biological reaction pool, the length of the anoxic pool 12 and the aerobic pool 13 are equal to the width of the multi-stage anaerobic-anoxic-aerobic biological reaction pool, and the anaerobic pools 11 at all levels, The sum of the widths of the anoxic tank 12 and the aerobic tank 13 is equal to the length of the biological reaction tank.

working principle:

At the head of the anaerobic tank of the first-stage anaerobic-anoxic-aerobic biological reaction tank, a part of the return sludge is mixed with a part of the raw water, and after anaerobic reaction, it flows into the first-stage anoxic tank, and the rest of the anaerobic tanks Part of the raw water and part of the mixed solution from the anoxic tank of the upper stage are distributed in proportion from the inlet channel and enter the head of the anoxic tank through the anoxic transition channel. After mixing, they undergo anaerobic reaction and then flow into the anoxic tank;

The head end of the first-stage anoxic tank is mixed with the mixed liquid at the end of the anaerobic tank and part of the return sludge. After the anoxic reaction, it is divided into two parts according to a certain ratio at the end, and one part flows into the next-stage anaerobic tank through the anoxic transition channel. The other part flows into the aerobic pool, and the anoxic transition channel and the anoxic diversion port can be arranged side by side or layered up and down at the head end of the aerobic pool at all levels;

The first and (M-1) aerobic tank head ends are inflowed from part of the mixed liquid at the end of the anoxic tank, and after aerobic aerobic reactions, they flow into the next-level anoxic tank through the aerobic transition channel. The aerobic transition channel and the anaerobic diversion port can be arranged side by side or layered up and down on the end side of the anaerobic tank of the next level; there is no anoxic transition channel at the head end of the last level (Mth level) aerobic tank, and the anoxic transition channel at the end Set the outlet weir at the end;

(Taking the fourth level as an example) the flow relationship of the multi-level anaerobic-anoxic-aerobic biological reaction tank satisfies:

The second and third-level AAO combinations, the flow rate of the anoxic tank at the current level Q _A′ = the flow rate of the anaerobic tank at the current level Q _A + the flow rate of the aerobic tank at the upper level Q _O- = the flow rate of the aerobic tank at the current level Q _O + the flow rate Q of the anaerobic tank at the lower level _A+ - lower level water distribution Q _W+ ;

In the first-stage AAO combination, the flow rate Q _A1 of the anaerobic tank at this stage = the first-stage water distribution Q _W1 + the first-stage anaerobic tank first-end mud distribution Q _S1 = the first-stage anoxic tank flow Q _A1′ - the second The amount of mud mix Q _S2 at the head end of the first-level anoxic pool;

In the last level of AAO combination, the flow rate of the aerobic tank at this level Q _O4 = the flow rate of the anoxic tank at this level Q _A4′ = the total amount of influent Q _W + the total amount of return sludge Q _S = the total amount of influent Q _W + the first The amount of sludge at the head end of the first-stage anaerobic tank Q _S1 + the amount of mud mix at the head end of the first-stage anoxic tank Q _S2 .

_AQW ＝ _QW1 + _QW2 + _QW3 + _QW4 ；

BQ _A' = Q _A +Q _O- =Q _O +(Q _A+ -Q _w+ );

CQ _A1 = Q _W1 + Q _S1 = Q _A1' - Q _S2 ;

DQ _O4 = Q _A4' = Q _W + Q _S = Q _W + Q _S1 + Q _S2

The above formula: Q _W - the total amount of water inflow;

Q _W1 - water distribution of the first stage anaerobic tank;

Q _W2 - the water distribution of the second stage anaerobic tank;

Q _W3 - water distribution of the third stage anaerobic tank;

Q _W4 - water distribution of the fourth stage anaerobic tank;

Q _A′ - the flow rate of the second and third level anoxic pools;

Q _A - the flow rate of the second and third stage anaerobic tanks;

Q _O- - the flow rate of the second and third level aerobic pools;

Q _O - the flow rate of the second and third stage aerobic pool;

Q _A+ - the flow rate of the second and third anaerobic tanks;

Q _W+ - the water distribution of the second and third anaerobic tanks;

Q _A1 - first-stage anaerobic tank flow rate;

Q _A1′ - flow rate of the first stage anoxic pool;

Q _S1 - the amount of sludge at the head end of the first-stage anaerobic tank;

Q _S2 - the amount of sludge at the head end of the first-stage anoxic tank;

Q _O4 - fourth level aerobic tank flow;

Q _A4' - the flow rate of the fourth stage anoxic pool;

Q _S - Total amount of returned sludge.

See Figure 2 for details. The ASM2d model in DHI WEST sewage treatment simulation software is used to carry out computer simulation of this pool type. The effect of this process mode on nitrogen and phosphorus removal.

Main simulation parameters:

Daily processing capacity: 50000m ³ /d

Total pool capacity: 29167m ³

Total hydraulic retention time: 14h

Single-stage A/A/O time: 0.5h/0.75h/2.25h

Water temperature: 15°C

Oxygen transfer coefficient: 150d ^-1

In the multi-stage anoxic-anoxic-aerobic biological reaction tank, the flow of the effluent of each anoxic tank into the aerobic tank of the current level and the anaerobic tank of the lower level can be adjusted through the diversion adjustment device at the outlet of the anoxic tank of each level. Define the K value as the flow ratio of the anoxic tank entering the next-level anaerobic tank and the current-level aerobic tank. According to the MAAO process theory, in the MAAO biological reaction tank, there are simultaneously "anoxic-aerobic-anoxic-aerobic..." multi-stage efficient denitrification and "anaerobic-anoxic-anaerobic-anoxic Oxygen..." multi-stage denitrification phosphorus removal two process modes, when K≤1, multi-stage high-efficiency denitrification is the main method; otherwise, when K>1, multi-stage denitrification phosphorus removal is the main method.

The simulation test selected the operation data of the MAAO process pool for 7 consecutive days, and the time interval for recording the inflow and outflow data is about 15 minutes. The operation results are as follows:

From the curves in Figures 3 and 4, it can be seen that the average concentration of TN in the influent is 53.6mg/L. When K=0.4, the TN removal effect is better, and the average TN of the effluent is 6.2mg/L, which is lower than the TN of the effluent when K=2.3. The average value is 8.1mg/L, which means that when K takes a small value (K≤1), that is, when the anoxic tank performs flow distribution, most of the mixed liquid enters the aerobic tank at the same level, and at this time it can strengthen the denitrification effect; The average concentration of TP in the influent water is 4.5mg/L. When K=2.3, the removal effect of TP is better. The average value of TP in the effluent water is 0.2mg/L, which is lower than the average value of TP in the effluent water when K=0.4 is 0.3mg/L. When K takes a larger value (K>1), that is, when the anoxic tank performs flow distribution, most of the mixed solution enters the next-stage anaerobic tank, and at this time, the effect of phosphorus removal can be enhanced.

The above descriptions are only preferred embodiments of the present utility model, and are not intended to limit the structure of the present utility model in any form. Any simple modifications, equivalent changes and modifications made to the above embodiments according to the technical essence of the present utility model still belong to the scope of the technical solution of the present utility model.

Claims (5)

1. A multi-stage anaerobic-anoxic-aerobic biological reaction tank, comprising an anaerobic tank, an anoxic tank and an aerobic tank arranged in sequence according to anaerobic-anoxic-aerobic order and interconnected single-stage anaerobic tank The oxygen-anoxic-aerobic biological reaction pool is characterized in that: the single-stage anaerobic-anoxic-aerobic biological reaction pool is connected along the water flow direction to form an M-level anaerobic-anoxic-aerobic biological reaction pool, and the first to (M -1) The head end of the aerobic pool of the level is respectively provided with anoxic diversion port, and the said hypoxic diversion port is provided with a shunt regulating device; The first end of the first-level aerobic pool is connected, and the tail end of the first-level anoxic pool is communicated with the first end of the lower-level anaerobic pool through the anoxic transition channel arranged on the side of the first-level aerobic pool; the first to (M The tail ends of the aerobic pools of -1) level are respectively equipped with aerobic transition channels, and the tail ends of the anaerobic pools of the 1st to (M-1) levels are respectively equipped with anaerobic diversion outlets. The oxygen transition channel is connected to the head end of the lower anoxic pool, and the tail end of the first to (M-1) anaerobic pool is connected to the head end of the anoxic pool through the anaerobic diversion port. 2. The multi-stage anaerobic-anoxic-aerobic biological reaction tank according to claim 1, characterized in that: the number of stages of the M-level anaerobic-anoxic-aerobic biological reaction tank is M≥2. 3. multistage anaerobic anoxic aerobic biological reaction tank according to claim 1, is characterized in that: the aerobic pool head end in the described M grade anaerobic anoxic aerobic biological reaction tank is provided with anoxic guide The anoxic pool of this stage communicates with the aerobic pool through the anoxic diversion port, and the tail end of the aerobic pool communicates with the water outlet through the outlet weir. 4. The multi-stage anaerobic-anoxic-oxic biological reaction tank according to claim 1, characterized in that: one side of the multi-stage anaerobic-anoxic-aerobic biological reaction tank is provided with an inlet channel, and the water inlet channel is set The water distribution port, the other side and the upper side of the multi-stage anaerobic-anoxic biological reaction tank are provided with a return sludge channel, and the return sludge channel is provided with a mud distribution port. The combined series M of the aerobic biological reaction tank is the same, and corresponds to the head end of the anaerobic tank at all levels; the number of mud mixing ports is two, which are respectively connected to the anaerobic tank and the anaerobic tank of the first-level anaerobic anoxic biological reaction tank The head end of the anoxic pool corresponds. 5. multistage anaerobic-anoxic-aerobic biological reaction tank according to claim 1, is characterized in that: the pond length of described multistage anaerobic-anoxic-aerobic biological reaction pond is equal to M grade anaerobic-anoxic-aerobic biological reaction pond The sum of the widths of biological reaction pools, the pool width is equal to the length of anaerobic pools, anoxic pools, and aerobic pools at all levels.

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