VFOSA process treatment tank

Abstract

The utility model discloses a VFOSA process treatment pond, which relates to the technical field of sewage treatment and comprises an anaerobic zone, an anoxic zone, an aerobic zone and a settling zone which are sequentially communicated along the water flow direction, the anaerobic zone and the anoxic zone are respectively provided with a plurality of sub-treatment zones, an upper flow channel or a lower flow channel is formed between every two adjacent sub-treatment zones, and the upper flow channel or the lower flow channel is communicated with the settling zone. The upper flow channels and the lower flow channels are distributed in a staggered mode, so that water flow can flow up and down in the sub-treatment areas in a reciprocating mode, the settling area is erected in the aerobic area, and an overflowing structure is arranged between the settling area and the aerobic area for water flow to pass through. According to the VFOSA process treatment tank disclosed by the utility model, the occupied area of the treatment tank can be reduced and the construction cost of the treatment tank can be reduced on the premise of not influencing the sewage treatment quality.

Description

Technical Field

[0001] The utility model relates to the technical field of sewage treatment, in particular to a VFOSA process treatment pool. Background Art

[0002] The existing sewage treatment pools occupy a large area overall. For example, in anaerobic, anoxic and aerobic processes, a sedimentation area needs to be set up to settle the sludge produced in the aerobic area. If the water flow to be treated in the treatment pool is large and the water quality of the sewage treatment is guaranteed, the volume of the aerobic area and the sedimentation area should also be increased accordingly, which greatly increases the total area of ​​the treatment pool and the construction cost of the treatment pool. Utility Model Content

[0003] The utility model aims to solve at least one of the technical problems existing in the prior art. To this end, the utility model proposes a VFOSA process treatment pool, which can reduce the floor space of the treatment pool and reduce the construction cost of the treatment pool without affecting the water quality of the sewage treatment.

[0004] The VFOSA process treatment tank according to the embodiment of the utility model includes: a treatment tank, wherein the treatment tank has an anaerobic zone, an anoxic zone, an aerobic zone and a sedimentation zone which are sequentially connected along the water flow direction, the anaerobic zone and the anoxic zone are each provided with a plurality of sub-treatment zones, an upper flow channel or a lower flow channel is formed between adjacent sub-treatment zones, and the upper flow channel and the lower flow channel are staggered so that the water flow can flow back and forth up and down in the sub-treatment zones, the sedimentation zone is set up in the aerobic zone, and a flow structure is provided between the sedimentation zone and the aerobic zone for water flow to pass through.

[0005] The VFOSA process treatment pool according to the embodiment of the utility model has at least the following beneficial effects: multiple sub-treatment zones are set in the anaerobic zone and the anoxic zone, and staggered upper and lower flow channels are formed. When the water flows through the anaerobic zone and the anoxic zone, the flow path is extended, and the treatment effect of the sewage in the anaerobic zone and the anoxic zone is improved. If only the same treatment effect is to be guaranteed, the area occupied by the anaerobic zone and the anoxic zone can be reduced. The sedimentation zone is set up in the aerobic zone, and the sedimentation zone and the aerobic zone can share the area, expand the pool capacity in the vertical direction to meet the demand for large water flow, further reduce the area occupied by the treatment pool, and reduce the construction cost of the treatment pool.

[0006] According to some embodiments of the utility model, the sedimentation zone is composed of a mud hopper, which is arranged in the aerobic zone, and the hopper wall of the mud hopper narrows inward from top to bottom. A water inlet is provided on one side wall of the mud hopper, and the water inlet connects the sedimentation zone and the aerobic zone.

[0007] According to some embodiments of the present invention, a supporting structure is provided at the bottom of the aerobic zone, and the supporting structure suspends the mud collecting bucket above the aerobic zone.

[0008] According to some embodiments of the utility model, a mud blocking device is provided on the inner side of the mud collecting bucket, the mud blocking device is located at the upper part of the mud collecting bucket, the mud blocking device has a plurality of diversion channels, the diversion channels extend from bottom to top, and the extension direction of the diversion channels forms an acute angle with the horizontal plane.

[0009] According to some embodiments of the utility model, the mud blocking device includes a plurality of conduits, the plurality of conduits are arranged parallel to each other, each of the conduits constitutes a diversion channel, and the axial direction of the conduit forms an acute angle with the horizontal plane.

[0010] According to some embodiments of the utility model, the supporting structure includes multiple partition walls and multiple piers, the partition walls and the piers are both arranged in the aerobic zone, the mud hopper is placed on the partition walls and fixed, and the multiple piers are distributed around the mud hopper and fixed to the side wall of the mud hopper.

[0011] According to some embodiments of the utility model, the anaerobic zone and the anoxic zone are both provided with a plurality of partitions, the partitions are vertically arranged and spaced apart in the horizontal direction, the partitions respectively separate the anaerobic zone and the anoxic zone into a plurality of sub-treatment zones, and in two adjacent partitions, the lower end of one partition is connected to the bottom of the treatment tank, and the upper flow channel is formed at the upper end of the partition, and the lower end of the other partition is spaced apart from the bottom of the treatment tank, and the lower flow channel is formed at the lower end of the partition.

[0012] According to some embodiments of the utility model, at the location of the upper flow channel, a deflector is provided at the upper end of the partition, the deflector has a water-facing side and a water-receiving side, the distance between the water-facing side and the water-receiving side decreases smoothly toward the middle along the two ends of the deflector, and the water-facing side is also provided with a deflecting surface inclined upward.

[0013] According to some embodiments of the present utility model, a first reflow channel is provided between the anoxic zone and the anaerobic zone, a second reflow channel is provided between the end of the anoxic zone and the front end of the anoxic zone, a third reflow channel is provided between the aerobic zone and the anaerobic zone, a fourth reflow channel is provided between the sedimentation zone and the aerobic zone, and a fifth reflow channel is provided between the sedimentation zone and the anoxic zone.

[0014] According to some embodiments of the present invention, an aeration device is provided at the bottom of the anaerobic zone, and the aeration device is located below the outlet of the third reflow channel.

[0015] Additional aspects and advantages of the present invention will be given in part in the following description, and in part will become apparent from the following description, or will be learned through the practice of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] The present invention is further described below with reference to the accompanying drawings and embodiments, wherein:

[0017] Figure 1 A top view of a VFOSA process treatment pool according to an embodiment of the present utility model;

[0018] Figure 2 A schematic diagram of the bottom structure of a VFOSA process treatment pool according to an embodiment of the utility model;

[0019] Figure 3 A schematic diagram of the cross-sectional structure of the VFOSA process treatment pool in the embodiment of the utility model;

[0020] Figure 4 It is a schematic diagram of the cross-sectional structure of the VFOSA process treatment pool in the B direction of the embodiment of the utility model;

[0021] Figure 5 This is a schematic diagram of the structure of the mud blocking device according to an embodiment of the utility model;

[0022] Figure 6 This is a schematic diagram of the structure of the deflector according to an embodiment of the utility model.

[0023] Figure Number:

[0024] The treatment pool 100, the upper flow channel 101, the lower flow channel 102, the anaerobic zone 110, the anoxic zone 120, the aerobic zone 130, the sedimentation zone 140, the mud collecting bucket 200, the water inlet 210, the mud blocking device 300, the diversion channel 301, the partition wall 410, the pier 420, the deflector 500, and the aeration device 600. DETAILED DESCRIPTION

[0025] The embodiments of the present invention are described in detail below, and examples of the embodiments are shown in the accompanying drawings, wherein the same or similar reference numerals throughout represent the same or similar elements or elements having the same or similar functions. The embodiments described below with reference to the accompanying drawings are exemplary and are only used to explain the present invention, and cannot be understood as limiting the present invention.

[0026] In the description of the present invention, it should be understood that the descriptions involving orientation, such as the orientation or positional relationship indicated as up, down, etc., are based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as a limitation on the present invention.

[0027] In the description of the present utility model, "a plurality" means more than two. If there is a description of "first" or "second", it is only for the purpose of distinguishing the technical features, and cannot be understood as indicating or implying the relative importance or implicitly indicating the number of the indicated technical features or implicitly indicating the order of the indicated technical features.

[0028] In the description of the present invention, unless otherwise clearly defined, terms such as setting, installing, connecting, etc. should be understood in a broad sense, and technicians in the relevant technical field can reasonably determine the specific meanings of the above terms in the present invention based on the specific content of the technical solution.

[0029] Commonly used sewage treatment pools have a large overall footprint. For example, in anaerobic, anoxic, and aerobic processes, a sedimentation zone is required to settle the sludge produced in the aerobic zone. If the treatment pool needs to treat a large amount of water flow and the water quality of the sewage treatment is guaranteed, the volume of the aerobic zone and the sedimentation zone must also be increased, which greatly increases the total footprint of the treatment pool and increases the construction cost of the treatment pool.

[0030] The VFOSA process is an optimized sewage treatment process that combines the vertical flow (VF) at the front end with aerobic, sedimentation, and anaerobic sludge in situ reduction (OSA), namely the VFOSA process.

[0031] Reference Figure 1 and Figure 3 As shown, a VFOSA process treatment pool of an embodiment of the utility model includes a treatment pool 100, and the treatment pool 100 has an anaerobic zone 110, an anoxic zone 120, an aerobic zone 130 and a sedimentation zone 140 connected in sequence along the water flow direction. The anaerobic zone 110 and the anoxic zone 120 are each provided with a plurality of sub-treatment zones, and an upper flow channel 101 or a lower flow channel 102 is formed between adjacent sub-treatment zones, and the upper flow channel 101 and the lower flow channel 102 are staggered so that the water flow can flow back and forth up and down in the sub-treatment zone, and the sedimentation zone 140 is set up in the aerobic zone 130, and a flow structure is provided between the sedimentation zone 140 and the aerobic zone 130 for water flow to pass through. The VFOSA process treatment pool of the embodiment of the present application can reduce the floor space of the treatment pool and reduce the construction cost of the treatment pool without affecting the water quality of the sewage treatment.

[0032] Among them, the anaerobic zone 110 is used to create an anaerobic environment, which is conducive to the growth of anaerobic microorganisms, adsorb pollutants, degrade organic matter, and polyphosphate bacteria release phosphate in an anaerobic environment. The anoxic zone 120 is used to create an anoxic environment, which is conducive to the growth of anoxic microorganisms. Nitrite nitrogen and nitrate nitrogen are usually released as nitrogen gas under the action of denitrifying bacteria. The aerobic zone 130 is used to create an aerobic environment, which is conducive to the growth of aerobic microorganisms. The carbon element in the organic matter is usually oxidized into carbon dioxide and water, the nitrogen element is oxidized into nitrite nitrogen and nitrate nitrogen, and the phosphorus element is oxidized into phosphate. In an aerobic environment, polyphosphate bacteria can absorb several times more phosphate than under anaerobic conditions. The sedimentation zone 140 mainly performs activated sludge sedimentation on the sewage flowing into the aerobic zone 130 to remove suspended particles in the effluent water flow.

[0033] The anaerobic zone 110 and the anoxic zone 120 are provided with multiple sub-treatment zones, and an upper flow channel 101 and a lower flow channel 102 are formed in a staggered manner. When the water flows through the anaerobic zone 110 and the anoxic zone 120, the flow path is extended, and the treatment effect of the sewage in the anaerobic zone 110 and the anoxic zone 120 is improved. If only the same treatment effect is to be ensured, the area occupied by the anaerobic zone 110 and the anoxic zone 120 can be reduced. The sedimentation zone 140 is set up in the aerobic zone 130. The sedimentation zone 140 and the aerobic zone 130 can share the area occupied, and the pool capacity is expanded in the vertical direction to meet the demand for large water flow, further reducing the area occupied by the treatment pool 100 and reducing the construction cost of the treatment pool 100. For example, the pool depth of the original aerobic zone 130 is generally about 5 meters. After the sedimentation zone 140 is set up in the aerobic zone 130, the pool depth of the aerobic zone 130 can be increased to more than 7 meters.

[0034] It is understandable that the sedimentation zone 140 is composed of a sludge hopper 200, which is set up in the aerobic zone 130. The sludge hopper 200 has a wall that narrows inward from top to bottom. A water inlet 210 is opened on one side wall of the sludge hopper 200, and the water inlet 210 connects the sedimentation zone 140 and the aerobic zone 130.

[0035] The water flow of the aerobic zone 130 enters the sludge hopper 200 from the water inlet 210. The water outlet device of the sludge hopper 200 can be set at the upper part of the sludge hopper 200. The water flows from bottom to top and uses gravity to precipitate the suspended matter. The wall of the sludge hopper 200 shrinks from top to bottom, which is conducive to the aggregation of suspended matter or activated sludge, and also reduces the occupation of the sludge hopper 200 on the pool capacity of the aerobic zone 130.

[0036] Reference Figure 4As shown, it can be understood that a support structure is provided at the bottom of the aerobic zone 130, and the support structure suspends the mud bucket 200 above the aerobic zone 130. Further, the support structure includes a plurality of partition walls 410 and a plurality of piers 420, both of which are arranged in the aerobic zone 130, the mud bucket 200 is placed on the partition wall 410 and fixed, and a plurality of piers 420 are distributed around the mud bucket 200 and fixed to the side wall of the mud bucket 200. The partition wall 410 supports the mud bucket 200 from bottom to top, and the piers 420 reinforce the mud bucket 200 from the side to prevent the mud bucket 200 from tipping over.

[0037] Reference Figure 5 As shown, it can be understood that a mud blocking device 300 is provided on the inner side of the mud collecting bucket 200, and the mud blocking device 300 is located at the upper part of the mud collecting bucket 200. The mud blocking device 300 has a plurality of guide channels 301, and the guide channels 301 extend from bottom to top, and the extension direction of the guide channels 301 forms an acute angle with the horizontal plane.

[0038] The mud blocking device 300 can increase the surface load of the mud collecting bucket 200 and improve the solid-liquid separation effect of the sedimentation zone 140. At the same time, the improvement of the solid-liquid separation effect of the sedimentation zone 140 can reduce the volume of the sedimentation zone 140, and accordingly ensure the effective residence time of sewage in the aerobic zone 130, and the total floor area of ​​the aerobic zone 130 and the sedimentation zone 140 can be reduced.

[0039] Sewage containing activated sludge and suspended impurities enters the sludge hopper 200 from the water inlet 210, and the sewage continues to flow to the upper part of the sludge hopper 200. The sewage mixture separates the sludge from the water under the influence of the difference in the density of the rising flow. When the sewage reaches the sludge blocking device 300, it passes through the sludge blocking device 300 through the diversion channel 301. The diversion channel 301 forms an acute angle with the horizontal plane. The sewage is restricted by the diversion channel 301 and flows obliquely upward, which equivalently increases the sludge precipitation area, increases the degree of obstruction to the movement of particles, and improves the sludge removal rate.

[0040] It can be understood that the mud blocking device 300 includes a plurality of conduits, which are arranged in parallel with each other, each conduit constitutes a flow guide channel 301, and the axial direction of the conduit forms an acute angle with the horizontal plane.

[0041] The angle between the axis of the conduit and the horizontal plane is an acute angle, and the best setting is 60 degrees. When the sewage flows upward, it passes through the obliquely placed conduit, and the direction of the water flow changes to oblique upward flow. The area where the suspended particles in the sewage collide with the object increases, accelerating the precipitation of the suspended particles. The length of the conduit can also be set within the range of 0.8 to 1m to improve the particle removal rate.

[0042] Reference Figure 3As shown, it can be understood that the anaerobic zone 110 and the anoxic zone 120 are both provided with a plurality of partitions, which are arranged vertically and spaced apart in the horizontal direction. The partitions separate the anaerobic zone 110 and the anoxic zone 120 into a plurality of sub-treatment zones, respectively. In two adjacent partitions, the lower end of one partition is connected to the bottom of the treatment tank 100, and an upper flow channel 101 is formed at the upper end of the partition, and the lower end of the other partition is spaced apart from the bottom of the treatment tank 100, and a lower flow channel 102 is formed at the lower end of the partition.

[0043] Reference Figure 3 and Figure 6 As shown, further, at the location of the upper flow channel 101, a deflector 500 is provided at the upper end of the partition, and the deflector 500 has a water-facing side and a water-receiving side. The distance between the water-facing side and the water-receiving side decreases smoothly toward the middle along both ends of the deflector 500, and the water-facing side is also provided with a deflecting surface inclined upward.

[0044] The distance between the upstream side and the downstream side decreases smoothly from both ends of the guide 500 to the middle, forming a guide arc, so that the edge water flows toward the center, which is conducive to the full mixing of sewage and improves the sewage treatment efficiency. The upwardly inclined guide surface on the upstream side can guide the water flow, that is, retain the flow characteristics of the sewage and reduce the head loss.

[0045] It can be understood that a first reflow channel is provided between the anoxic zone 120 and the anaerobic zone 110, a second reflow channel is provided between the end of the anoxic zone 120 and the front end of the anoxic zone 120, a third reflow channel is provided between the aerobic zone 130 and the anaerobic zone 110, a fourth reflow channel is provided between the sedimentation zone 140 and the aerobic zone 130, and a fifth reflow channel is provided between the sedimentation zone 140 and the anoxic zone 120.

[0046] Among them, the first reflux channel preferably refluxes from the middle end of the anoxic zone 120 to the front end of the anaerobic zone 110. Since the mixed liquor refluxed from the anoxic zone 120 to the anaerobic zone 110 contains more soluble BOD and less nitrate, it provides the best conditions for the organic hydrolysis reaction in the anaerobic zone 110. The second reflux channel refluxes from the end of the anoxic zone 120 to the front end of the anoxic zone 120 to ensure more thorough denitrification and higher denitrification efficiency. The third reflux channel preferably refluxes from the aerobic zone 130 to the end of the anaerobic zone 110. After the mixed liquor enters the anaerobic zone 110, the sludge activity is re-stimulated, and the organic matter removal effect is better. At the same time, the microorganisms achieve sludge reduction through their own metabolism. The fourth reflux channel refluxes from the sedimentation zone 140 to the aerobic zone 130. In the aerobic zone 130, the activated sludge is basically in a low-load complete mixing reaction zone, and the microorganisms are in a state of low activity. After entering the sedimentation zone 140, it gradually enters the endogenous respiration state, and the sludge is partially digested. The fifth reflux channel preferably refluxes from the sedimentation zone 140 to the end of the anoxic zone 120. The dissolved oxygen concentration of the mixed liquor drops rapidly, and the denitrification is very thorough in the long anoxic process, and the carbon source (BOD5) in the sewage is fully utilized. Its denitrification rate is much higher than the denitrification that relies on endogenous respiration. The treatment tank 100 operates at a high sludge concentration, and the mixed liquor reflux ratio is large, so that each reaction zone has some advantages of plug flow and complete mixing. The concentration gradient of pollutants in the whole process is small, especially the aerobic zone 130 operates at a low load, and the microorganisms in the activated sludge are in the endogenous respiration period, and the sludge expansion phenomenon will not occur, which can achieve endogenous consumption of sludge, thereby achieving sludge reduction.

[0047] Reference Figure 2 As shown, it can be understood that an aeration device 600 is provided at the bottom of the anaerobic zone 110, and the aeration device 600 is located below the outlet of the third reflow channel.

[0048] The outlet of the third reflow channel is located in the anaerobic zone 110, and preferably, air stripping is used for sludge reflow. The water flow from the aerobic zone 130 to the end of the anaerobic zone 110 is downward, which makes the sludge here easy to deposit. Aeration through the aeration device 600 can push the deposited sludge to float up and avoid sludge deposition.

[0049] The embodiments of the present invention are described in detail above in conjunction with the accompanying drawings, but the present invention is not limited to the above embodiments, and various changes can be made within the knowledge scope of ordinary technicians in the relevant technical field without departing from the purpose of the present invention.

Claims

1. A VFOSA process treatment tank, characterized in that: include: A treatment pool (100) is provided, wherein the treatment pool (100) comprises an anaerobic zone (110), an anoxic zone (120), an aerobic zone (130) and a sedimentation zone (140) which are sequentially connected along a water flow direction; the anaerobic zone (110) and the anoxic zone (120) are each provided with a plurality of sub-treatment zones; an upper flow channel (101) or a lower flow channel (102) is formed between adjacent sub-treatment zones; and the upper flow channel (101) and the lower flow channel (102) are arranged in a staggered manner so that water can flow up and down in the sub-treatment zones; the sedimentation zone (140) is arranged in the aerobic zone (130); and a flow structure is provided between the sedimentation zone (140) and the aerobic zone (130) for water to pass through.

2. The VFOSA process treatment tank according to claim 1, characterized in that: The sedimentation zone (140) is composed of a mud collecting hopper (200), which is set up in the aerobic zone (130). The hopper wall of the mud collecting hopper (200) narrows inward from top to bottom, and a water inlet (210) is provided on one side wall of the mud collecting hopper (200). The water inlet (210) connects the sedimentation zone (140) and the aerobic zone (130).

3. The VFOSA process treatment tank according to claim 2, characterized in that: A supporting structure is provided at the bottom of the aerobic zone (130), and the supporting structure suspends the mud collecting hopper (200) above the aerobic zone (130).

4. The VFOSA process treatment tank according to claim 2, characterized in that: A mud blocking device (300) is provided on the inner side of the mud collecting bucket (200). The mud blocking device (300) is located at the upper part of the mud collecting bucket (200). The mud blocking device (300) has a plurality of flow guiding channels (301). The flow guiding channels (301) extend from bottom to top, and the extending direction of the flow guiding channels (301) forms an acute angle with the horizontal plane.

5. The VFOSA process treatment tank according to claim 4, characterized in that: The mud blocking device (300) comprises a plurality of conduits, the plurality of conduits are arranged in parallel with each other, each of the conduits forms a flow guide channel (301), and the axial direction of the conduit forms an acute angle with the horizontal plane.

6. The VFOSA process treatment tank according to claim 3, characterized in that: The supporting structure comprises a plurality of partition walls (410) and a plurality of buttresses (420), wherein the partition walls (410) and the buttresses (420) are both arranged in the aerobic zone (130), the mud collecting hopper (200) is placed on and fixed to the partition walls (410), and the plurality of buttresses (420) are distributed around the mud collecting hopper (200) and fixed to the side wall of the mud collecting hopper (200).

7. The VFOSA process treatment tank according to claim 1, characterized in that: The anaerobic zone (110) and the anoxic zone (120) are both provided with a plurality of partitions, the partitions being arranged vertically and spaced apart in the horizontal direction, the partitions respectively separating the anaerobic zone (110) and the anoxic zone (120) into a plurality of sub-treatment zones, and in two adjacent partitions, the lower end of one partition is connected to the bottom of the treatment pool (100), and the upper flow channel (101) is formed at the upper end of the partition, and the lower end of the other partition is spaced apart from the bottom of the treatment pool (100), and the lower flow channel (102) is formed at the lower end of the partition.

8. The VFOSA process treatment tank according to claim 7, characterized in that: At the location of the upper flow channel (101), a flow guide (500) is provided at the upper end of the partition, and the flow guide (500) has a water-facing side and a water-receiving side, and the distance between the water-facing side and the water-receiving side decreases smoothly toward the middle along the two ends of the flow guide (500), and the water-facing side is also provided with a flow guide surface inclined upward.

9. The VFOSA process treatment tank according to claim 1, characterized in that: A first reflow channel is provided between the anoxic zone (120) and the anaerobic zone (110), a second reflow channel is provided between the end of the anoxic zone (120) and the front end of the anoxic zone (120), a third reflow channel is provided between the aerobic zone (130) and the anaerobic zone (110), a fourth reflow channel is provided between the precipitation zone (140) and the aerobic zone (130), and a fifth reflow channel is provided between the precipitation zone (140) and the anoxic zone (120).

10. The VFOSA process treatment tank according to claim 9, characterized in that: An aeration device (600) is provided at the bottom of the anaerobic zone (110), and the aeration device (600) is located below the outlet of the third reflow channel.

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