CN203112657U - Constant-effluent variable-load SVBR (Steady outflow Variable load Biological Reactor) sewage treater - Google Patents

Abstract

The utility model relates to a constant discharge rheological load SVBR sewage processor, which comprises a water inlet and sludge return well, an anaerobic and primary sedimentation area, an anoxic area, an aerobic area, and a rear anoxic area connected successively by a partition wall. And pre-sinking area, secondary sinking and water outlet area. Through the optimized combination of each functional area and the circulation backflow design, the sewage processor allows the influent flow, water level and load in the processor to change within the design range, while the water flow out of the processor remains relatively constant and continuous, with a small footprint , less equipment and simple operation and management, especially suitable for sewage treatment in small towns.

Description

A Constant Rheological Load SVBR Sewage Processor

technical field

The utility model relates to a constant outflow variable load SVBR (Steady outflow Variable load Biological Reactor) sewage processor, which belongs to the technical field of sewage treatment.

Background technique

At present, my country is in a period of rapid urbanization. According to the 2007 Statistical Bulletin of the Ministry of Construction, by the end of 2006, there were 35,764 towns and towns in the country, including 19,369 official towns. With the rapid development of urban economy and the increase of population, the discharge of sewage in cities and towns continues to increase. At present, the daily discharge of sewage in small towns has reached about 200 million tons, accounting for about 70% of the total domestic sewage discharge in the country. However, the construction of infrastructure in small towns lags far behind the development of urban construction. At present, more than 95% of small towns have not yet established sewage treatment plants, and the treatment rate of urban domestic sewage is less than 10%. Due to the lack of necessary sewage collection and treatment facilities, domestic sewage and industrial wastewater are directly discharged into water bodies without treatment, making small town sewage an important source of regional water environment pollution, directly affecting the safety of drinking water in cities or surrounding towns.

According to the survey and statistics of the Village and Town Construction Office of the Ministry of Construction, the population of most small towns in China is 2,500 to 10,000, and the average town population is about 8,300, indicating that the construction scale of sewage treatment projects in most of the towns is less than 10,000m ³ /d, usually several thousand cubic meters or even hundreds of cubic meters per day, the processing scale is small. At the same time, sewage treatment in small towns has the characteristics of drastic changes in sewage water volume, complex water quality and large fluctuations, shortage of construction and operation funds, and weak operation and management technical force. It is difficult to rigidly copy the existing urban sewage treatment technology and construction standards. The experience of engineering practice in recent years also shows that small towns rigidly copy the existing urban sewage treatment technology and construction standards, which not only requires a large investment, but also high operating costs. The operating costs are unbearable, which seriously restricts the construction of sewage treatment projects in small towns and the development of local environmental protection undertakings. Most of the existing sewage treatment technologies, especially the nitrogen and phosphorus removal technology, not only have a long process flow, many process units, complex operation, but also high infrastructure investment and operation costs, which are difficult to apply to the actual situation of small towns. Therefore, it is of great significance to research and develop small town sewage treatment technology with low investment cost, low operating cost, simple operation, convenient management and wide application range.

At present, the conventional sewage treatment technology is generally divided into two types: natural biological purification and artificial biological purification.

Natural biological purification treatment mainly uses microorganisms in soil and plant roots or microorganisms in ponds to reduce the concentration of pollutants in water. There are mainly oxidation pond land treatment, rapid infiltration, slow infiltration, surface flooding land treatment and constructed wetland system, etc. The advantages of this biological purification method are: it can be treated on site in combination with local favorable terrain conditions, low investment, low operating costs, simple management, and requires fewer operators. It can be used alone or form a joint treatment system with each other. The disadvantage is that the load rate is low, the residence time of sewage is long, the floor area is large, and the treatment effect is easily affected by factors such as climate. Therefore, it is difficult to popularize and apply the pure natural biological purification treatment process in my country except some places with good conditions.

The artificial biological treatment method is mainly to artificially create the growth environment of microorganisms, make the microorganisms multiply in large numbers, use the metabolism of microorganisms to effectively degrade the organic pollutants in the sewage, and purify the sewage. It is widely used in the secondary treatment of domestic sewage at home and abroad. main process. Mainly include: ordinary activated sludge method; A ² /O, UCT, MUCT, etc.; oxidation ditch process (such as DE type oxidation ditch, Carrousel oxidation ditch, Orbal oxidation ditch, T type oxidation ditch, integrated oxidation ditch); SBR process (such as DAT-IAT, UNITANK, MSBR, ICEAS, CASS); BIOLAK process; biofilm method (such as biological contact oxidation process, biological turntable, biological aerated filter, etc.).

The traditional ordinary activated sludge method has a relatively low removal rate of nitrogen and phosphorus in sewage. With the increasing requirements for phosphorus and nitrogen removal in my country, the traditional activated sludge method has gradually been replaced by the sewage treatment process with simultaneous phosphorus and nitrogen removal functions. As an alternative, this process is generally not suitable for cities and towns where water pollution is already serious.

A ² /O, UCT, MUCT and other processes are suitable for large-scale sewage treatment plants, which have many structures, complex equipment, high requirements for operation and management, and relatively large investment. Not suitable for use under;

Oxidation ditch process is a modification of activated sludge process. It has been widely valued in Europe and the United States, and has also been widely used in China. It has the advantages of simple process, impact load resistance, good denitrification effect, and stable sludge. However, there are also disadvantages such as a large number of equipment, poor phosphorus removal effect, and large floor space.

SBR and its deformation process have formed the characteristics of a combination of aeration and sedimentation in operation. The process is simple, occupies a small area, has certain nitrogen and phosphorus removal functions, and has low construction and operation costs. It is more suitable for small town sewage treatment. However, for small-scale urban sewage, SBR reactors that operate in intermittent cycles also require a large regulating tank, frequent switching of water inlet and drainage valves, high requirements for automatic control, high equipment idle rate, and low volume utilization. and other shortcomings.

The BIOLAK process aeration tank adopts an earthen tank structure, so the investment is low, and it can be well adapted to the terrain of the site. Under some special geological conditions, such as earthquake-prone areas and loose soil areas, its advantages are more fully reflected, and Simple maintenance and less land occupation, but there are also disadvantages such as unstable denitrification effect and poor precipitation effect;

The biological contact oxidation process can resist impact load, low energy consumption, less sludge output, less land occupation, and simple operation and maintenance. Its characteristics are more in line with the sewage treatment requirements of small towns, but there are also complex structures of oxidation pools, exposure The installation and maintenance of gas equipment are not easy, the packing is easy to block and difficult to replace, and the efficiency of nitrogen and phosphorus removal is low.

In short, the existing urban sewage treatment technology has certain limitations when applied to small town sewage treatment. Some processes have good treatment effects but have long processes, many equipment and process units, complex operation, and high construction and operation costs. ; Although some technological processes are short and the structure of the structures is simple, they have higher requirements on the level of self-control or operation, and the quality of effluent water is difficult to meet the requirements of higher standards. Therefore, it is urgent to develop efficient, energy-saving, economical and simple water pollution control technology suitable for small town sewage treatment by transplanting and drawing on the advantages of different existing urban sewage treatment processes.

Utility model content

The purpose of this utility model is to provide a high-efficiency, energy-saving, economical and easy-to-use constant outflow rheological load SVBR (Steady outflow Variable load Biological Reactor) sewage processor suitable for sewage treatment in small towns. Efficient integration of treatment process and technology, through the rational combination or combination of various functional units, all necessary processes of sewage treatment can be completed in a reactor with a simple structure, so as to solve the problem of using existing processes and technologies in small town sewage treatment plants It brings problems such as large investment, high operating cost, poor processing effect and complicated automatic control. Its characteristic is that the water flow rate of the system remains relatively constant and continuous, while the allowable water inflow is intermittent or continuous and the flow rate can fluctuate within the design range, the water level and load in the reactor can be changed within the range allowed by the design, and the treatment process is a continuous process. unsteady process.

The utility model is achieved through the following technical solutions:

A constant rheological load SVBR sewage processor, including water inlet and sludge return well, anaerobic and primary sedimentation area, anoxic area, aerobic area, post-anoxic and pre-sedimentation area connected in sequence by a partition wall , Secondary sedimentation and water outlet area.

Preferably, a grid is provided in the water inlet and sludge return well, one side of the grid is a sewage water intake area, and the other side is a mud-water mixing area.

Preferably, the mud-water mixing zone of the water inlet and sludge return well is provided with 2-3 lifting pumps of different sizes; A liquid level gauge that automatically controls and regulates the start and stop of the lift pump.

Preferably, the partition wall between the water inlet and sludge return well and the anaerobic and primary sedimentation area is located above the wall on one side of the anaerobic and primary sedimentation area, and an inverted trapezoidal variable hole distance distribution channel is set; the inverted trapezoidal variable The bottom of the hole distance distribution channel is provided with a water distribution pipe.

Preferably, the outlet end of the water inlet distribution pipe is located at the bottom of the anaerobic and primary sedimentation zone.

Preferably, a primary sedimentation discharge pipe is provided at the bottom of the anaerobic and primary sedimentation area, and the primary sedimentation discharge pipe is connected to the sludge storage tank through a pipeline, and the connection between the primary sedimentation discharge pipe and the sludge storage tank A mud discharge cone valve is also connected to the pipeline.

Preferably, the anaerobic and primary settling area is provided with a mobile bridge-type dredger for removing bottom sludge, and the bridge-type dredge is connected to the sludge storage tank through pipelines.

The anaerobic and primary sedimentation zone has the following functions: first, it has the function of sand settling and primary sedimentation, which can settle the large particle suspended matter and sand particles in the raw sewage, remove part of the suspended organic matter, and reduce the cost of subsequent biochemical treatment. The second is the function of the anaerobic zone. The returned biochemical sludge rich in phosphorus accumulating bacteria is mixed with raw sewage and then pumped to the anaerobic and primary sedimentation zone. Under anaerobic conditions, phosphorus accumulation Bacteria convert a large amount of easily degradable organic matter in the raw sewage into volatile acids through the cooperation between bacteria species, absorb them into the body with the help of the energy released by the hydrolysis of polyphosphate, and store them in the form of poly-β-hydroxybutyric acid (PHB), providing follow-up good The energy required for excessive phosphorus uptake and self-proliferation under oxygen conditions, thus strengthening the phosphorus removal function of the system; the third is to have the function of hydrolysis and acidification, and the influent passes upward from the bottom of the anaerobic and primary sedimentation area through the water distribution pipe In the sludge layer, under the action of facultative bacteria in the sludge, macromolecular organic matter is hydrolyzed into small molecular organic matter, which improves the biodegradability of raw sewage, thereby reducing the time of biochemical reactions and the energy consumption of treatment.

Preferably, a water hole is provided in the middle of the partition wall between the anaerobic and primary sedimentation zone and the anoxic zone.

Preferably, the bottom of the partition wall between the anaerobic zone and the aerobic zone is provided with a circulation channel; the bottom of the aerobic zone is provided with a blast aeration device.

Preferably, the blast aeration device includes a microporous aerator located at the bottom of the aerobic zone and a blower located outside the aerobic zone.

Preferably, the microporous aerator is a suspended chain microporous aerator or a fixed microporous aerator.

Preferably, the blower is selected from Roots blower.

Preferably, the blast aerator is a submersible aerator.

The air-water mixture formed by the blast aeration is due to the density difference and the circulation formed by the synergy of the partition wall to complete the internal reflux process of the mixed solution: the mixed solution containing nitrate in the aerobic zone crosses the partition wall and circulates to the anoxic zone, It is mixed with the effluent from the anaerobic and primary sedimentation zone containing easily degradable carbon sources in the anoxic zone for denitrification and denitrification.

Preferably, the partition wall between the aerobic zone and the post-anoxic and pre-sedimentation zone is a first composite partition wall; the first composite partition wall is two partition walls separated by a gap; two partition walls The gap between the partition walls is a sewage circulation channel, and the bottom of the two partition walls is provided with a return channel.

The air-water mixture formed by blast aeration in the aerobic zone is used to complete the external sludge return process due to the density difference and the synergistic effect of the first combined partition wall: the circulation channel formed by the mud-water mixture in the aerobic zone passes through the gap in the middle of the partition wall The vertical flow is passed from the bottom of the rear anoxic and pre-sedimentation area, and the concentrated biochemical sludge at the bottom of the rear anoxic and pre-sedimentation area is returned to the aerobic area through the return channel at the bottom of the first combined partition wall to Maintain a certain sludge concentration in the aerobic zone and anoxic zone.

Preferably, the post-anoxic and pre-sedimentation zone is provided with a combined packing; below the combined packing is a sludge concentration zone.

The function of the combined filler is to cut the floating sludge caused by the nitrogen attached to the sludge flocs due to denitrification and denitrification, which helps to separate the nitrogen in the sludge from the sludge flocs, so that the sludge in the sludge The nitrogen gas is separated from the sludge flocs, and the floating sludge is trapped in the anoxic and pre-sedimentation area to reduce the solid flux in the secondary settling and effluent area, and ensure that the suspended matter in the effluent is discharged up to the standard. At the same time, because the sludge stays in the anoxic and pre-sedimentation zone for a long time, the microorganisms attached to the sludge and the filler are in the endogenous respiration stage, and the residual microorganisms in the sewage are treated by consuming their own protoplasm and incompletely degraded organic matter in the water. Nitrate is denitrified, thereby further improving the efficiency of organic matter degradation and nitrogen removal.

Preferably, two perforated sludge discharge pipes are provided in the sludge concentration area of the post anoxic and pre-sedimentation area, and the perforated sludge discharge pipes are connected to the mud-water mixing area of the water inlet and the sludge return well and the sludge storage tank respectively. Connected by pipeline.

Preferably, the partition wall between the post anoxic and pre-sedimentation area and the secondary sedimentation and water outlet area is a second composite partition wall; the second composite partition wall is two partition walls separated by a gap, wherein, The bottom of the partition wall on the side of the secondary settling and water outlet area is provided with a sewage circulation channel.

The effluent from the anoxic and pre-sedimentation zone flows down vertically through the gap between the second combined partition walls and enters the bottom of the secondary settling and effluent zone.

Preferably, an inclined pipe is provided in the middle of the secondary settling and water outlet area; the final mud-water separation is performed through the inclined pipe sedimentation.

In another preferred embodiment, a sloping plate is provided in the middle of the secondary settling and water outlet area; the final separation of mud and water is carried out through sedimentation on the sloping plate.

Preferably, above the inclined pipe is a clear water area, a low water level limiter is set in the clear water area, and 1-2 floating decanters are set above the low water level limiter.

Preferably, the floating decanter is connected to the tubular ultraviolet sterilizer located outside the secondary settling and water outlet area through pipelines.

The clarified water in the clear water area is discharged through a floating decanter, and then discharged after being sterilized by a tubular ultraviolet sterilizer.

Preferably, the floating decanter is a gravity type; it can float up and down freely with the rise and fall of the water level, and its outlet water flow remains relatively constant, and can be adjusted appropriately by changing the counterweight of the decanter as required.

When the water intake of the SVBR sewage treatment device is less than the displacement of the floating decanter, causing the water level to gradually drop to the set minimum water level, the water output of the floating decanter will automatically gradually decrease until the water is stopped; when the water intake is greater than the floating decanter When the displacement of the device is increased, the water level in the secondary settling and water outlet area will gradually rise. If the increased water volume exceeds the adjustment volume of the SVBR sewage treatment device due to unexpected reasons and the water level reaches the maximum water level, the water intake will be stopped.

Preferably, below the inclined pipe is a buffer zone and a sludge concentration zone.

Preferably, two perforated sludge discharge pipes are provided in the sludge concentration area of the secondary sedimentation and effluent area, and the perforated sludge discharge pipes are respectively connected to the mud-water mixing area of the water inlet and the sludge return well and the sludge storage tank through pipelines .

Technical effect and advantage of the present utility model are:

1. For the first time, a new process of constant rheological load sewage treatment (SVBR) suitable for small town sewage treatment was proposed. The core idea of the SVBR process is to keep the system effluent relatively constant, while allowing the system influent to vary within a certain range. It abandons the existing process and design methods to achieve continuous sewage treatment in small towns with large water volume changes. In the case of water and continuous water discharge, it is a conventional practice to set a large-volume regulating tank at the front end of the system, but to superimpose the required regulating volume on the necessary volume of the reactor. The advantage of this method is that the volume utilization rate of the reactor is significantly improved, and the secondary lifting of sewage from the adjustment tank to the reaction tank is avoided. The greater advantage of this approach is that it simplifies the process and structure of the system, enabling the following more innovative approaches to be perfectly realized.

2. SVBR realizes the perfect combination of various functional units. The SVBR small town sewage treatment process and device combine the water inlet well and the sludge return well; the grit chamber, the primary sedimentation tank and the anaerobic zone are combined; the post-anoxic zone is combined with the pre-sedimentation tank; the adjustment tank is integrated with the reactor. The combination of various functional units does not weaken the functions of the reactor, but greatly shortens the process, simplifies the structure of the reactor, significantly reduces the cost of civil engineering, equipment and operation, and facilitates operation and maintenance management.

3. SVBR realizes the efficient integration of various existing sewage treatment processes and technologies. The SVBR small town sewage treatment process and device creatively integrates the rectangular circular inlet and outlet sedimentation tanks, inclined tube sedimentation tanks, anoxic selectors, upflow anaerobic sludge bed hydrolysis reactors, and Carrousel 2000 oxidation ditch hydraulic circulation The advantages of internal reflux, A ² /O process, SBR reactor, catenary aeration of BIOLAK process and other processes and technologies are integrated together to truly learn from others' strengths, significantly improve the efficiency of sewage treatment, improve the quality of effluent water, and provide sewage treatment for small towns The invention provides a water pollution control technology and device which is effective, efficient, energy-saving, economical and simple.

4. Use pipeline type ultraviolet sterilizer to disinfect the effluent. The effluent of SVBR is a relatively constant effluent, which creates favorable conditions for the subsequent treatment of effluent. For the sewage treatment system in small towns, SVBR adopts a pipeline-type ultraviolet sterilizer. Compared with other sterilization methods, it has significant advantages such as small size, light weight, low power consumption, long life, and low cost, which avoids the need to build a large volume of disinfection pools and complex sanitizer preparation systems.

In addition, compared with the prior art, it has the following significant advantages:

1. Land occupation province. SVBR highly integrates multiple functional units into one structure, which shortens the process, simplifies the system structure, improves volume utilization efficiency, saves floor space, and reduces civil engineering and land acquisition costs.

2. Less equipment. The type and quantity of equipment are greatly reduced. The entire water treatment system only needs two conventional power equipment, water pump and fan, which greatly saves equipment purchase and operation and maintenance costs.

3. Simple operation and management. SVBR integrates the functions of lifting, regulating homogenization, primary sedimentation, biodegradation, secondary sedimentation, and sludge return in one pool. All the treatment processes are completed in one pool. There is no complicated piping system, and the types and quantities of equipment are very large. Less, greatly simplifying the operation. Different from the SBR process, SVBR has very low requirements on the level of self-control, but if it is equipped with necessary instruments such as ultrasonic liquid level gauge, DO meter, MLSS concentration meter, electromagnetic flowmeter and PLC, it can also realize complete automatic control.

Description of drawings

Figure 1 Schematic diagram of the plane layout of a SVBR sewage processor

Figure 2 A-A sectional schematic diagram of a SVBR sewage processor

Figure 3 Flow chart of a constant rheological load SVBR sewage treatment process

Reference signs:

1 water inlet and sludge return well; 2 anaerobic and primary sedimentation area; 3 anoxic area; 4 aerobic area; 5 post anoxic and pre-sedimentation area; 6 secondary sedimentation and water outlet area; 8 grille; 9 lifting pump; 10 inverted trapezoidal variable hole distance distribution channel; 11 water inlet distribution pipe; 12 primary sedimentation mud discharge pipe; 13 water hole; Combined packing; 18 first combination partition wall; 19 inclined pipe; 20 floating decanter; 21 tube type ultraviolet sterilizer; 22 second combination partition wall; 23 perforated mud discharge pipe; Mud pipe; 26 perforated mud pipe; 27 mud cone valve; 28 low water level limiter.

Detailed ways

The technical scheme of the utility model is illustrated below through specific examples. It should be understood that the one or more method steps mentioned in the present invention do not exclude that there are other method steps before and after the combination steps or other method steps can be inserted between these explicitly mentioned steps; it should also be understood that, These examples are only used to illustrate the utility model and not to limit the scope of the utility model. And, unless otherwise stated, the numbering of each method step is only a convenient tool for identifying each method step, rather than limiting the sequence of each method step or limiting the scope of the utility model, the change or adjustment of its relative relationship, In the case of no substantial change in the technical content, it should also be regarded as the scope of the utility model that can be implemented.

A constant rheological load SVBR sewage processor, including influent and sludge return well 1, anaerobic and primary sedimentation zone 2, anoxic zone 3, aerobic zone 4, post-anoxic zone connected in sequence by a partition wall And pre-settling area 5, secondary settling and water outlet area 6.

As another preferred embodiment, the water inlet and sludge return well 1 is provided with a grid 8, one side of the grid 8 is a sewage water intake area, and the other side is a mud-water mixing area.

As another preferred embodiment, the mud-water mixing zone of the water inlet and sludge return well 1 is provided with 2-3 lift pumps 9 in matching sizes; the water inlet and sludge return well 1 and the exhaust The oxygen and primary sedimentation zone 2 is provided with a liquid level gauge for automatically controlling the start and stop of the lift pump 9 .

As another preferred embodiment, the partition wall between the water inlet and sludge return well 1 and the anaerobic and primary sedimentation area 2 is located above the wall on the side of the anaerobic and primary sedimentation area 2, and an inverted trapezoidal deformation hole is set. Distance distribution channel 10; the bottom of the inverted trapezoidal variable hole distance distribution channel 10 is provided with a water inlet distribution pipe 11.

As another preferred embodiment, the outlet end of the water inlet distribution pipe 11 is located at the bottom of the anaerobic and primary sedimentation zone 2 .

As another preferred embodiment, the bottom of the anaerobic and primary sedimentation zone 2 is provided with a primary sedimentation sludge discharge pipe 12, and the primary sedimentation sludge discharge pipe 12 is connected with the sludge storage tank 7 through a pipeline, and the primary sedimentation discharge pipe 12 is connected to the sludge storage tank 7 through a pipeline. A mud discharge cone valve 27 is also connected on the connecting pipeline between the mud pipe 12 and the sludge storage tank 7 .

As another preferred embodiment, the anaerobic and primary sedimentation zone 2 is provided with a mobile bridge-type suction dredger for removing bottom sludge, and the bridge-type dredge is connected to the sludge storage tank 7 through pipelines .

As another preferred embodiment, a water hole 13 is provided in the middle of the partition wall between the anaerobic and primary sedimentation zone 2 and the anoxic zone 3 .

As another preferred embodiment, the bottom of the partition wall 16 between the anaerobic zone 3 and the aerobic zone 4 is provided with a circulation channel; the bottom of the aerobic zone 4 is provided with a blast aeration device.

As another preferred embodiment, the blast aeration device includes a microporous aerator 14 located at the bottom of the aerobic zone 4 and a blower 15 located outside the aerobic zone 4 .

As another preferred embodiment, the microporous aerator 14 is a suspended chain microporous aerator or a fixed microporous aerator; the blower is selected from a Roots blower.

As another preferred embodiment, the blast aeration device is a submersible aerator.

As another preferred embodiment, the partition wall between the aerobic zone 4 and the post anoxic and pre-subsidence zone 5 is the first composite partition wall 18; the first composite partition wall 18 is made of Two partition walls separated by a gap; the gap between the two partition walls is a sewage circulation channel, and the bottom of the two partition walls is provided with a return channel.

As another preferred embodiment, the post-anoxic and pre-sedimentation zone 5 is provided with a combined packing 17; below the combined packing 17 is a sludge concentration zone.

As another preferred embodiment, two perforated sludge discharge pipes 23, 25 are arranged in the sludge concentration zone of the post-set anoxic and pre-sedimentation zone 5, and the perforated sludge discharge pipes 23, 25 are connected to the water inlet and the sludge discharge pipe respectively. The mud-water mixing zone of the sludge return well 1 and the sludge storage tank 7 are connected by pipelines.

As another preferred embodiment, the partition wall between the post anoxic and pre-sedimentation area 5 and the secondary sedimentation and water outlet area 6 is the second combined partition wall 22; the second combined partition wall 22 is made of There are two partition walls separated by a gap, wherein the bottom of the partition wall on one side of the secondary settling and water outlet area 6 is provided with a sewage circulation channel.

As another preferred embodiment, an inclined pipe 19 is provided in the middle of the secondary sedimentation and water outlet area 6 .

As another preferred embodiment, above the inclined pipe 19 is a clear water area, and a low water level limiter 28 is set in the clear water area, and 1-2 floating decanters 20 are set above the low water level limiter 28 .

As another preferred embodiment, the floating decanter 20 is connected to the tubular ultraviolet sterilizer 21 located outside the secondary settling and water outlet area 6 through pipelines.

As another preferred embodiment, the floating decanter 20 is a gravity type.

As another preferred embodiment, the buffer zone and the sludge thickening zone are located below the inclined pipe 19 .

As another preferred embodiment, two perforated sludge discharge pipes 24, 26 are provided in the sludge thickening area of the secondary sedimentation and water outlet area 6, and the perforated sludge discharge pipes 24, 26 are respectively connected with the water inlet and sludge backflow. The mud-water mixing area of the well 1 and the sludge storage tank 7 are connected by pipelines.

As another preferred embodiment, a sloping plate is provided in the middle of the secondary sedimentation and water outlet area 6 .

A constant rheological load SVBR sewage processor, as shown in Figure 1-2. The process flow of the SVBR sewage treatment (Figure 3) is as follows:

Sewage is passed into the sewage inlet area of the water inlet and sludge return well 1, and after preliminary treatment by the grid 8, it is mixed with the biochemical sludge returned from the rear anoxic and pre-sedimentation area, and then sent to the inverted trapezoid by the lift pump 9. The variable hole distance distribution channel 10 is connected to the bottom of the anaerobic and primary sedimentation area 2 by the water inlet distribution pipe 11; the anaerobic and primary sedimentation area 2 precipitates suspended solids and silt in the sewage, and under anaerobic conditions with the help of bacteria The synergistic effect between species hydrolyzes macromolecular organic matter into small molecular organic matter, and at the same time creates conditions for biological phosphorus removal; the sludge at the bottom of anaerobic and primary sedimentation zone 2 is discharged to the The sludge storage tank 7; the effluent from the anaerobic and primary sedimentation zone 2 enters the anoxic zone 3 through the water hole 13; The synergistic effect forms a circulation, that is, the mixed solution containing nitrate in the aerobic zone crosses the partition wall 16 and circulates to the anoxic zone 3, and the effluent from the anaerobic and primary sedimentation zone 2 containing easily degradable carbon sources flows in the anoxic zone 3 Mix for denitrification and denitrification, and then enter the aerobic zone 4 through the passage at the bottom of the partition wall 16; the mud-water mixture in the aerobic zone 4 flows down vertically from the rear anoxic and pre The bottom of the sedimentation zone 5 is connected to the bottom, and the biochemical sludge concentrated at the bottom of the anoxic and pre-sedimentation zone 5 is returned to the aerobic zone 4 through the return channel at the bottom of the first combined partition wall 18 to maintain a certain amount of sewage in the bioreactor. mud concentration. The combined filler 17 in post anoxic and pre-sedimentation zone 5 cuts the sludge floating due to the nitrogen attached to the sludge flocs due to denitrification and denitrification, which helps the nitrogen in the sludge and the sludge flocs Separation, the nitrogen in the sludge is separated from the sludge flocs, and the floating sludge is trapped in the anoxic and pre-sedimentation tank to reduce the solid flux in the secondary sedimentation and effluent area, and ensure that the suspended solids in the effluent are discharged up to the standard. At the same time, because the sludge stays in the anoxic and pre-sedimentation zone 5 for a long time, the microorganisms attached to the sludge and the combined filler 17 are in the endogenous respiration stage, and the sewage is polluted by consuming its own protoplasm and incompletely degraded organic matter in the water. Denitrification of the residual nitrate in the water, thereby further improving the degradation of organic matter and the efficiency of nitrogen removal. The sludge in the post-anoxic and pre-sedimentation zone 5 sludge concentration zone is discharged to the mud-water mixing zone of the water inlet and sludge return well 1 and the sludge storage tank 7 respectively through the hole sludge discharge pipes 23 and 25 . The effluent from the post anoxic and pre-sedimentation zone flows down vertically through the gap between the second combined partition wall 22 and enters from the bottom of the secondary settling and effluent zone 6 . The inclined pipe in the secondary settling and water outlet area 6 performs final mud-water separation on the incoming sewage; the sludge in the sludge concentration area below the inclined pipe is discharged to the water inlet and sludge return well 1 through perforated mud discharge pipes 24 and 26 respectively The mud-water mixing area and the sludge storage tank 7; the clarified water in the clear water area above the inclined pipe 19 is discharged by a gravity floating decanter, and then discharged after being sterilized by a tubular ultraviolet sterilizer.

Example 1

A constant rheological load SVBR sewage processor as shown in Figure 1-2 is used to treat 1000m ³ /d domestic sewage in a small town and 500m ³ /d domestic sewage in a living quarter.

Design water quality: COD _cr 300mg/L; NH ₃ -N30mg/L; TP4mg/L; SS180mg/L

Requirements for effluent water quality: meet the first-class B standard in the "Pollutant Discharge Standards for Urban Sewage Treatment Plants" (GB18918-2002).

The relevant design parameters are as follows: the average influent flow rate is 41.7m ³ /h; the maximum flow rate is 85.9m ³ /h; the designed daily continuous drainage time is 20h, the drainage safety factor is 24/20=1.2, and 20 sets of floating decanters are set. The total design drainage capacity is 41.7×1.2=50m ³ /h; the effective volume of the influent and sludge return well 1 is 25m ³ , the maximum sludge load is 0.10kgBOD ₅ /kgMLSS.d, and the total auxiliary return sludge volume is the average influent flow rate 50% of that; the surface hydraulic load of anaerobic and primary sedimentation zone 2 is 3.0m ³ /m ² .h; the hydraulic retention time of anoxic zone 3 is 3h, and the hydraulic retention time of aerobic zone 4 is 9h; the lowest water level is 4.0m, and the highest water level 5.0m, the design high water level sludge concentration MLSS5000mg/L; the surface hydraulic load of post anoxic and pre-sedimentation zone 5 is 2.0m ³ /m ² .h; the surface load of secondary settling and effluent zone 6 is 1.5m ³ /m ² . h; the diameter of the inclined pipe is 80mm, the length of the inclined pipe is 1m, and the horizontal inclination should be 60°; the height of the clear water area is 1~2m, and the height of the buffer layer is 1m; SVBR sewage treatment except for the influent and sludge return well 1 and the sludge storage tank 7 The total effective volume of the device is 1035m ³ .

Main structures: a group of SVBR sewage treatment plants as shown in Figure 1 and Figure 2, with a total size of L×B×H=22×10×6m (including influent and sludge return well 1 and sludge storage tank 7).

Main equipment: 3 lift pumps 9, including 2 submersible pumps with a flow rate of 50m ³ /h and a power of 3kw, 1 set of submersible pumps with a flow rate of 25m ³ /h and a power of 1kw, and a lift of 8m; 4m ³ /min, wind pressure 5mH ₂ O, power distribution 7.5kw, one for use and one for standby; 1 set of hanging chain aeration device; 1 set of floating decanter, decanting water volume 50m ³ /h; tubular ultraviolet disinfection 1 set.

The actual operation effect: the water and electricity consumption per ton is 0.21kw.h/m ³ , and the effluent water quality is better than the first-class B standard in the "Pollutant Discharge Standards for Urban Sewage Treatment Plants" (GB18918-2002).

Example 2

A constant rheological load SVBR sewage processor as shown in Figure 1-2 is used to treat 500m ³ /d domestic sewage in a living quarter.

Design water quality: COD _cr 350mg/L; NH ₃ -N40mg/L; TP4mg/L; SS200mg/L

The effluent water quality is required to meet the first-class B standard in the "Pollutant Discharge Standards for Urban Sewage Treatment Plants" (GB18918-2002).

The relevant design parameters are as follows: the average influent flow rate is 20.8m ³ /h; the maximum flow rate is 46.4m ³ /h; the designed daily continuous drainage time is 20h, the drainage safety factor is 24/20=1.2, and 20 floating decanters are set up. The total drainage capacity is 20.8×1.2=25m ³ /h; the effective volume of the influent and sludge return well 1 is 15m ³ , the maximum sludge load is 0.10kgBOD ₅ /kgMLSS.d, and the total auxiliary return sludge volume is the average flow rate of the influent 50%; the surface hydraulic load of anaerobic and primary sedimentation zone 2 is 3.0m ³ /m ² .h; the hydraulic retention time of anoxic zone 3 is 3h, the hydraulic retention time of aerobic zone 4 is 10h, the lowest water level is 3.5m, and the highest water level is 4.5 , the design high water level sludge concentration MLSS6000mg/L; the surface hydraulic load of post anoxic and pre-sedimentation zone 5 is 2.0m ³ /m ² .h; the surface load of secondary settling and effluent zone 6 is 1.5m ³ /m ² .h; The diameter of the inclined pipe is 80mm, the length of the inclined pipe is 1m, and the horizontal inclination should be 60°; the height of the clear water area is 0.7~1.5m, and the height of the buffer layer is 1m; except for the influent and sludge return well 1 and the sludge storage tank 7, SVBR sewage treatment The total effective volume is 530m ³ .

Main structures: 1 group of SVBR sewage processors as shown in Figure 1 and Figure 2, the total size of the pool is L×B×H=18×7×5.5m (including influent and sludge return well 1 and sludge storage tank 7 ).

Main equipment: two lifting pumps 9 are selected, among them, one submersible pump with a flow rate of 50m ³ /h and a power of 3kw, one set of a submersible pump with a flow rate of 15m ³ /h and a power of 0.75kw, and a head of 8m; the difference from the first embodiment is that , the aeration method adopts the blower submersible aerator, the model is QLP7.5, the power distribution is 7.5kw, and the maximum diving depth is 4m; 1 set of floating decanter, the decanting water volume is 25m ³ /h; tubular ultraviolet sterilizer 1 set.

The actual operation effect: the water and electricity consumption per ton is 0.23kw.h/m ³ , and the effluent water quality is better than the first-class B standard in the "Pollutant Discharge Standards for Urban Sewage Treatment Plants" (GB18918-2002).

Example 3

A constant rheological load SVBR sewage processor as shown in Figure 1-2 is used to treat 3000m ³ /d comprehensive sewage in a small town.

Design scale: 3000m ³ /d.

Design influent water quality: COD _cr 350mg/L; NH ₃ -N40mg/L; TP5mg/L; SS200mg/L.

The effluent water quality is required to meet the secondary standard in the Discharge Standard of Pollutants for Urban Sewage Treatment Plants (GB18918-2002).

The relevant design parameters are as follows: the average influent flow rate is 125m ³ /h; the maximum flow rate is 229m ³ /h; the designed daily continuous drainage time is 22h, the drainage safety factor is 24/22=1.1, and the design drainage capacity of the decanter is 125×1.1=137.5m ³ /h; the effective volume of influent and sludge return well 1 is 65m ³ , the maximum sludge load is 0.12kgBOD ₅ /kgMLSS.d, and the total auxiliary return sludge volume is 20% of the average flow rate of influent; anaerobic and primary sedimentation The surface hydraulic load of zone 2 is 3.0m ³ /m ² .h; the hydraulic retention time of anoxic zone 3 is 3h, the hydraulic retention time of aerobic zone 4 is 8h, the lowest water level is 4.0m, the highest water level is 5.0, and the design high water level sludge concentration MLSS5000mg /L; the surface hydraulic load of post-anoxic and pre-sedimentation zone 5 is 2.0m ³ /m ² .h; the surface load of secondary settling and water outlet zone 6 is 1.5m ³ /m ² .h; the diameter of the inclined pipe is 80mm, and the length is 1m , the horizontal inclination should be 60°; the height of the clear water area is 1~2m, and the height of the buffer layer is 1m; the total effective volume of the SVBR sewage treatment system is 2725m ³ except for the influent and sludge return well 1 and the sludge storage tank 7.

Main structures: 2 sets of SVBR reactors running in parallel as shown in Figure 1 and Figure 2, each set of size L×B×H=30×10×6m (including influent and sludge return well 1 and sludge storage tank 7 ).

Main equipment: 3 lifting pumps 9, including 2 submersible pumps with a flow rate of 100m ³ /h and a power of 5.5kw, 1 set of submersible pumps with a flow rate of 50m ³ /h and a power of 3kw, and a lift of 8m; the blower 15 uses 2 sets of Roots blowers , air volume 12m ³ /min, wind pressure 5mH ₂ O, power distribution 18.5kw, one for use and one for standby; 2 sets of catenary aeration devices; 4 sets of floating decanters (2 sets for each pool), each set of decanters Water volume 35m ³ /h; 2 sets of tubular ultraviolet sterilizers.

The actual operation effect: the water and electricity consumption per ton is 0.16kw.h/m ³ , and the effluent water quality, except for the total phosphorus index, is better than the first-class B standard in the "Pollutant Discharge Standard for Urban Sewage Treatment Plants" (GB18918-2002), and it can reach the second-class standard stably. level standard.

Claims (22)

1. A constant rheological load SVBR sewage treatment device is characterized in that it comprises influent and sludge return wells (1), anaerobic and primary sedimentation zones (2), anoxic zones ( 3), aerobic zone (4), post anoxic and pre-sedimentation zone (5), secondary settling and water outlet zone (6). 2. The SVBR sewage treatment device according to claim 1, characterized in that, a grille (8) is provided in the water inlet and sludge return well (1); one side of the grille (8) is sewage water inlet area, and the other side is the mud-water mixing area. 3. The SVBR sewage treatment device according to claim 2, characterized in that 2-3 lifting pumps (9) of different sizes are installed in the mud-water mixing zone of the water inlet and sludge return well (1); The water inlet and sludge return well (1) and the anaerobic and primary sedimentation area (2) are provided with liquid level gauges for automatically controlling the start and stop of the lift pump (9). 4. The SVBR sewage treatment device according to claim 3, characterized in that, the partition wall between the influent and sludge return well (1) and the anaerobic and primary sedimentation area (2) is located in the anaerobic and primary sedimentation area (2). An inverted trapezoidal variable hole distance distribution channel (10) is provided above the wall on one side of the sinking area (2); the bottom of the inverted trapezoidal variable hole distance distribution channel (10) is provided with a water inlet distribution pipe (11). 5. The SVBR sewage treatment device according to claim 4, characterized in that the outlet end of the water inlet distribution pipe (11) is located at the bottom of the anaerobic and primary sedimentation area (2). 6. The SVBR sewage treatment device according to claim 1, characterized in that a primary sedimentation discharge pipe (12) is provided at the bottom of the anaerobic and primary sedimentation area (2), and the primary sedimentation discharge pipe (12) It is connected to the sludge storage tank (7) through the pipeline, and a sludge discharge cone valve (27) is also connected to the connecting pipeline between the primary sedimentation sludge discharge pipe (12) and the sludge storage tank (7). 7. The SVBR sewage treatment device according to claim 1, characterized in that, the anaerobic and primary sedimentation area (2) is provided with a mobile bridge-type suction dredger for removing bottom sludge, and the bridge-type suction The mud machine is connected with the sludge storage tank (7) through the pipeline. 8. The SVBR sewage treatment device according to claim 1, characterized in that a water hole (13) is provided in the middle of the partition wall between the anaerobic and primary sedimentation zone (2) and the anoxic zone (3) . 9. The SVBR sewage processor according to claim 1, characterized in that, the bottom of the partition wall (16) between the anaerobic zone (3) and the aerobic zone (4) is provided with a circulation channel; The bottom of the aerobic zone (4) is equipped with a blast aeration device. 10. The SVBR sewage treatment device according to claim 9, characterized in that, the blast aeration device includes a microporous aerator (14) located at the bottom of the aerobic zone (4) and a microporous aerator located at the well Blower (15) outside the oxygen zone (4). 11. The SVBR sewage processor according to claim 10, characterized in that, the microporous aerator (14) is a suspended chain microporous aerator or a fixed microporous aerator; the blower ( 15) Selected from Roots blower. 12. The SVBR sewage treatment device according to claim 9, characterized in that, the blast aeration device (14) is a submersible aerator. 13. The SVBR sewage treatment device according to claim 9, characterized in that, the partition wall between the aerobic zone (4) and the post anoxic and pre-sedimentation zone (5) is a first combined partition A wall (18); the first combined partition wall (18) is two partition walls separated by a gap; the gap between the two partition walls is a sewage circulation channel, and the bottom of the two partition walls is provided with a backflow channel. 14. The SVBR sewage treatment device according to claim 1, characterized in that, the post anoxic and pre-sedimentation zone (5) is provided with a combined packing (17); the bottom of the combined packing (17) is sludge concentrated area. 15. The SVBR sewage treatment device according to claim 2, characterized in that two perforated sludge discharge pipes (23, 25) are provided in the sludge concentration area of the post anoxic and pre-sedimentation area (5). The perforated mud discharge pipes (23, 25) are respectively connected to the mud-water mixing zone of the water inlet and sludge return well (1) and the sludge storage tank (7) via pipelines. 16. The SVBR sewage treatment device according to claim 2, characterized in that, the partition wall between the post anoxic and pre-sedimentation area (5) and the secondary sedimentation and water outlet area (6) is a second combined partition Wall (22); the second combined partition wall (22) is two partition walls separated by a gap, wherein the bottom of the partition wall on the side of the secondary settling and water outlet area (6) is provided with a sewage circulation channel. 17. The SVBR sewage treatment device according to claim 16, characterized in that an inclined pipe (19) is provided in the middle of the secondary settling and water outlet area (6). 18. The SVBR sewage treatment device according to claim 17, characterized in that, above the inclined pipe (19) is a clear water area, and a low water level limiter (28) is set in the clear water area, and the low water level limiter (28 ) above 1-2 floating decanters (20). 19. The SVBR sewage treatment device according to claim 18, characterized in that, the floating decanter (20) is connected to the tubular ultraviolet sterilizer ( 21) Connect. 20. The SVBR sewage treatment device according to claim 17, characterized in that, below the inclined pipe (19) is a buffer zone and a sludge concentration zone. 21. The SVBR sewage treatment device according to claim 20, characterized in that two perforated sludge discharge pipes (24, 26) are provided in the sludge concentration area of the secondary settling and water outlet area (6), and the perforated discharge pipes (24, 26) are The mud pipes (24, 26) are respectively connected with the mud-water mixing zone of the water inlet and sludge return well (1) and the sludge storage tank (7) via pipelines. 22. The SVBR sewage treatment device according to claim 16, characterized in that, the middle part of the secondary settling and water outlet area (6) is provided with a sloping plate.

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