CN115536142A - Adjustable wastewater treatment apparatus and method - Google Patents
Adjustable wastewater treatment apparatus and method Download PDFInfo
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- CN115536142A CN115536142A CN202211347987.5A CN202211347987A CN115536142A CN 115536142 A CN115536142 A CN 115536142A CN 202211347987 A CN202211347987 A CN 202211347987A CN 115536142 A CN115536142 A CN 115536142A
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Classifications
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- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F3/00—Biological treatment of water, waste water, or sewage
- C02F3/02—Aerobic processes
- C02F3/12—Activated sludge processes
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- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F3/00—Biological treatment of water, waste water, or sewage
- C02F3/02—Aerobic processes
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- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F1/00—Treatment of water, waste water, or sewage
- C02F2001/007—Processes including a sedimentation step
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- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F3/00—Biological treatment of water, waste water, or sewage
- C02F3/28—Anaerobic digestion processes
- C02F3/286—Anaerobic digestion processes including two or more steps
-
- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F3/00—Biological treatment of water, waste water, or sewage
- C02F3/30—Aerobic and anaerobic processes
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
- Y02W10/00—Technologies for wastewater treatment
- Y02W10/10—Biological treatment of water, waste water, or sewage
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- Life Sciences & Earth Sciences (AREA)
- Biodiversity & Conservation Biology (AREA)
- Microbiology (AREA)
- Hydrology & Water Resources (AREA)
- Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Water Supply & Treatment (AREA)
- Chemical & Material Sciences (AREA)
- Organic Chemistry (AREA)
- Activated Sludge Processes (AREA)
Abstract
The present application provides an adjustable wastewater treatment apparatus and method, wherein by specifically designing one or more of an aeration tank, an aerator, a stirrer, a logistics flow pattern and process conditions, a flexible adjustment of the overall process is achieved, different wastewater treatment load situations can be flexibly and efficiently addressed, while achieving beneficial effects of saving operating and maintenance costs, maintaining overall system stability, and reducing the risk of sludge bulking and sludge deposition.
Description
Technical Field
The application relates to the field of wastewater treatment, in particular to an adjustable wastewater treatment process suitable for different working conditions with significant floating of wastewater treatment load.
Background
The biological treatment method is the mainstream technology of the current wastewater treatment, and the technology realizes the removal of organic pollutants in the wastewater through the metabolism of microorganisms. While the activated sludge process in biological treatment accounts for a great majority of secondary biochemical treatments in various wastewater treatment plants in the world, the technology is still a developing technology despite its widespread use.
The activated sludge method is based on the principle that activated sludge, which is a flocculent composed of a microbial population consisting of aerobic zoogles and protozoa and suspended matter in wastewater, is formed by continuously mixing and culturing wastewater and various microbial populations under aerobic conditions. The biological coagulation, adsorption, absorption and oxidation of the activated sludge are utilized to decompose organic pollutants in the wastewater, so that the organic pollutants are converted into inorganic matters, and the wastewater is purified.
However, the existing activated sludge method still has a plurality of problems which need to be solved urgently. For example, sludge bulking is one of the more serious abnormal phenomena of biochemical treatment systems, which directly affects the quality of effluent and jeopardizes the operation of the whole biochemical system. The sludge bulking is divided into two categories of non-filamentous bacterium bulking and filamentous bacterium bulking, the filamentous bacterium bulking is caused by the reproduction of a large number of filamentous bacteria in the activated sludge, the non-filamentous bacterium sludge bulking is caused by the accumulation of a large number of high-viscosity substances and a large number of sugars in zoogloea bacteria, and about 90% of the sludge bulking is caused by the filamentous bacteria sludge bulking in the actual operation. For paper making wastewater treatment, the cause of sludge bulking may be insufficient nutrient N, P and insufficient Dissolved Oxygen (DO), so daily operation management must ensure that the system does not lack DO and nutrients nitrogen and phosphorus.
On the other hand, there is also a possibility that sludge bulking is caused by a low sludge load (F/M, also called organic load). For example, the flow rate of wastewater discharged by enterprises and the concentration of organic pollutants in the wastewater are greatly reduced due to the improvement of environmental regulations, or the production load of the enterprises in a specific time period is reduced due to the adjustment of production plans of the enterprises, the amount of the generated wastewater is also reduced, and the microorganism organic load rate F/M of the treated wastewater in a wastewater treatment plant is reduced. When the F/M is lower than the control value (0.1) and the duration is long, the propagation of filamentous bacteria related to low F/M is caused to cause sludge bulking, so that the sludge settleability is poor, the filamentous bacteria are easy to occur in low-temperature seasons, when the SVI occurs, the SVI is higher than 250 and even more than 400, and simultaneously, the oxygen demand is reduced due to low load of water inlet organic matters, the dissolved oxygen in an aeration tank is still high even if the oxygen supply amount is adjusted by all possible technical means, so that aeration activated sludge is aged, activated sludge is aged or an aerator which supplies oxygen mechanically stirs shearing force to cause activated sludge floc to be broken, and then floating sludge or scum is generated in the aeration tank or a secondary sedimentation tank, thereby bringing great difficulty to operation, causing the increase of COD (chemical oxygen demand) of effluent or environmental accidents caused by the sludge in the effluent. The waste water treatment plant is low in F/M for a long time, the mass propagation of filamentous bacteria related to the low F/M is caused, aerobic heterotrophic bacteria in a zoogloea are limited, sludge expansion is caused, sludge sedimentation is difficult, a secondary sedimentation tank mud bed is raised, mud-water separation is difficult, the TSS of effluent is high, or the effluent is led to carry out mud to cause the environment to exceed the standard, and further the production of a paper machine is limited.
In order to solve the above problems, the prior art has adopted a method comprising adding a glucose carbon source to the wastewater during the period of low F/M to increase the organic load of the influent, but this method is inconvenient and has a high running cost. Another approach of the prior art is to reduce the aeration tank sludge concentration, but the limitation is that the aeration tank sludge concentration needs to be maintained at a minimum safe value, and if the sludge concentration is too low, the impact resistance of the activated sludge to the wastewater is significantly reduced once the subsequent wastewater recovers a higher F/M.
Therefore, there is a strong need in the art to develop a new technology for effectively avoiding the sludge bulking or sludge settling deterioration of activated sludge under abnormal conditions (e.g., low wastewater treatment load, low F/M) in a low-cost manner by improving the existing equipment and method, while effectively maintaining the overall function and load impact resistance of the aeration tank so that the wastewater treatment system does not undergo any adverse changes with the floating of the COD load of the wastewater being treated.
Although extensive and intensive studies have been made to solve this problem, so far, no new technical progress capable of solving the above problems has been reported in the prior art.
Disclosure of Invention
In view of the above problems, the present inventors have conducted intensive studies to successfully develop a simple and convenient technique for solving the above problems occurring in the prior art by designing at least one of an aeration tank, an aerator, a stirrer and process parameters without additionally adding a glucose carbon source to wastewater. And the method has high adaptability and can be conveniently used for the existing wastewater biological treatment facilities.
According to a first aspect of the present application there is provided an adjustable wastewater treatment plant comprising an aeration tank comprising, in order from upstream to downstream, one or more aeration tank sections, each aeration tank section having at least one aerator therein, at least one aeration tank section having a gate with a moveable switch disposed between it and the aeration tank section upstream and/or downstream thereof, and at least one aeration tank section being provided with bypass means from upstream thereof to downstream thereof to bypass the aeration tank section.
A second aspect of the present application provides an adjustable wastewater treatment method using the adjustable wastewater treatment apparatus of the present invention, wherein the aeration tank is filled with activated sludge so that wastewater is treated by the activated sludge during the flow through the aeration tank, the method comprising switching between two modes, characterized in that: in a first mode, the treated wastewater and sludge at least partially bypass one or more aeration basin sections by at least partially closing the gate; in the second mode, all gates are open so that the treated wastewater and sludge do not bypass any of the aeration tank sections.
According to a preferred embodiment of the present application, the second mode is adopted when the sludge load (F/M) in the aeration tank is in the range of 0.1 to 0.25; when the sludge load (F/M) in the aeration tank is less than 0.1, the first mode is adopted.
Drawings
Various embodiments of the present invention are discussed in the following paragraphs with reference to the accompanying drawings. It is to be noted, however, that the embodiments illustrated in the drawings and described in the following detailed description are only preferred embodiments of the invention, and the scope of the invention is defined by the appended claims rather than by the limitations set forth herein.
FIG. 1 shows a schematic flow diagram for wastewater treatment using an activated sludge system;
FIG. 2 shows a design of an aeration tank according to the prior art;
FIG. 3 shows a design of an aeration tank according to an embodiment of the present invention;
FIG. 4 shows another design of an aeration tank according to the prior art;
FIG. 5 shows a design of an aeration tank according to another embodiment of the present invention;
FIG. 6 shows the total COD and F/M of wastewater entering the system over time during the treatment of wastewater with the apparatus of the present application, according to one embodiment of the present application.
Detailed Description
The "ranges" disclosed herein are in the form of lower and upper limits. There may be one or more lower limits, and one or more upper limits, respectively. The given range is defined by the selection of a lower limit and an upper limit. The selected lower and upper limits define the boundaries of the particular range. All ranges that can be defined in this manner are inclusive and combinable, i.e., any lower limit can be combined with any upper limit to form a range. For example, ranges of 60-120 and 80-110 are listed for particular parameters, with the understanding that ranges of 60-110 and 80-120 are also contemplated. Further, if the minimum range values of 1 and 2 are listed, and if the maximum range values of 3,4 and 5 are listed, the following ranges are all contemplated: 1-3, 1-4, 1-5, 2-3, 2-4 and 2-5.
In the present invention, unless otherwise stated, the numerical range "a-b" represents a shorthand representation of any combination of real numbers between a and b, where a and b are both real numbers. For example, a numerical range of "0 to 5" indicates that all real numbers between "0 to 5" have been listed herein, and "0 to 5" is only a shorthand representation of the combination of these numbers.
In the present invention, all embodiments and preferred embodiments mentioned herein may be combined with each other to form a new technical solution, if not specifically stated.
In the present invention, all the technical features mentioned herein and preferred features may be combined with each other to form a new technical solution, if not specifically stated.
In the present invention, the term "comprising" as used herein means either an open type or a closed type unless otherwise specified. For example, the term "comprising" may mean that other components not listed may also be included, or that only listed components may be included.
FIG. 1 shows an exemplary overall process flow for treating wastewater by the activated sludge process. In the present application, the technical solution of the present application is exemplified by paper mill wastewater, but other industrial wastewater, agricultural wastewater, domestic wastewater or naturally polluted water suitable for treatment and purification by the activated sludge method may be used for the wastewater treatment apparatus and method of the present application. For example, non-limiting examples of wastewater suitable for treatment with the apparatus and methods of the present application may include: metallurgical wastewater, paper-making wastewater, coke-oven gas wastewater, metal pickling wastewater, chemical fertilizer wastewater, textile printing wastewater, dye wastewater, tanning wastewater, power station wastewater, domestic sewer wastewater, wastewater from urban landscapes and swimming pools, polluted river water, lake water, sea water, well water, underground water, and the like.
Further, upstream or downstream of the aeration tank for activated sludge treatment shown in fig. 1, other wastewater treatments such as ion exchange, ion adsorption, ion flotation, electrodeposition, electrodialysis, stripping, extraction, solid adsorption, foam adsorption, crystallization, evaporation, reverse osmosis, leaching, chemical flocculation, electrophoretic separation, colloidal flotation, gravity separation, centrifugal separation, screen resistance rejection, particle filter rejection, magnetic separation, pH adjustment, chemical oxidation, chemical reduction, and the like may be provided as necessary.
The content of organic matters in the wastewater can adopt BOD 5 (biological oxygen demand) which represents the amount of free oxygen consumed by aerobic microorganisms to oxidatively decompose organic matter in a unit volume of water in 5 days, expressed in milligrams of oxygen per liter (O) 2 mg/L). Techniques for measuring biological oxygen demand of a body of water are known in the art and may be measured, for example, in accordance with GB/T7488-1987. The content of nitrogen can be characterized by ammonia nitrogen content, which refers to the content of ammonia compounds in the form of ammonia or ammonium ions in a water body, and the testing techniques thereof are known in the art and can be measured, for example, according to GB-7479-87. Methods for testing total phosphorus content in a body of water are also known in the art and may be measured, for example, according to GB 3838-2002.
In the process flow shown in fig. 1, taking the waste water produced in the paper making process as an example, the waste water first flows into a primary sedimentation tank, where primary sedimentation is performed to remove various impurities in the waste water, such as fibers, chips, and other particulate matters. As shown in fig. 1, the process flow is also provided with an accident tank which is parallel to the primary sedimentation tank, and if a paper mill has an accident and generates a large amount of wastewater in a short time, the excessive wastewater can enter the accident tank at the same time. According to a non-limiting embodiment of the application, the accident basin may be a parallel primary sedimentation basin for additionally providing sufficient sedimentation capacity in case of an accident, in which the waste water after the primary sedimentation is conducted is conveyed to a downstream treatment step together with the waste water treated in the primary sedimentation basin. According to another non-limiting embodiment of the present application, the accident tank is a storage tank in which excess wastewater generated in an accident situation is stored, and the wastewater in the storage tank can be sent into the primary sedimentation tank from the upstream of the primary sedimentation tank in the case of a low wastewater treatment load in case of a subsequent accident elimination.
The wastewater leaving the primary settling tank is then fed to a conditioning tank, which, without wishing to be bound by a particular theory, is primarily used to adjust the flow and concentration, avoiding the downstream aeration tank from being subjected to impacts of significant changes in wastewater flow or concentration, so that the wastewater delivered to the downstream aeration tank has as uniform a flow, concentration and quality as possible, providing stable and optimized operating conditions for the subsequent water treatment system. In addition, the functions of precipitation, mixing, feeding, neutralization, pre-acidification, pre-alkalization and the like can be realized in the regulating tank according to the requirement. For example, the role of the regulating reservoir is mainly embodied in the following aspects: the organic load buffering capacity is improved, and the sudden change of the system load is prevented; reducing wastewater flow fluctuations; the self neutralization capacity of different waste water can be used for controlling the pH value of the waste water, stabilizing the water quality and reducing the consumption of neutralizing chemicals; preventing high-concentration toxic substances from directly entering a biochemical treatment system; when a plant or other system temporarily stops draining wastewater, the treatment system may continue to input wastewater to ensure proper operation of the system.
The wastewater is then transported from the conditioning tank to an aeration tank. Activated sludge and water are contained in the aeration tank, and an aerator is additionally arranged for providing oxygen, for example, various bacteria contained in the sludge of the aeration tank react with the wastewater, for example, the organic matters are degraded, carbon dioxide and water are generated, so that the BOD of the wastewater is generated 5 The nitrogen and phosphorus are reduced and oxidized into basically harmless products, such as nitrate, phosphate and the like, and the harmless products can be further absorbed by different bacteria. The waste water treated in the aeration tank flows out together with the original sludge and water in the aeration tank, the waste water is separated in a secondary sedimentation tank, the supernatant is further treated or directly discharged, most of the sludge flows back to the aeration tank, and the redundant sludge with lower activity is discharged from a system for squeezing and dewatering and then is subjected to harmless treatment.
In a wastewater treatment process using activated sludge, an aeration unit (aeration tank in the present application) is the core of the technology, and the total amount of pollutants contained in the wastewater treated per unit time needs to correspond to the amount of microorganisms contained in the activated sludge in the aeration tank. The total MLSS (MLVSS) is often used in the art to measure the concentration of microorganisms contained in activated sludge, and in this application, the activated sludge concentration refers to the amount of suspended solids in the mixed liquor at the outlet of the aeration tank, and various methods and specialized large or portable equipment are known in the art to measure MLSS. The health degree of the activated sludge in the aeration tank directly determines the wastewater purification efficiency, and can influence the adaptability of inlet water load change and the economical efficiency of the operation of a wastewater treatment plant.
The activated sludge contained in the aeration tank of the wastewater treatment plant may contain various bacteria, fungi, algae, animals (e.g., protozoa, metazoans), etc. conventionally used for biological wastewater treatment, wherein examples of the bacteria include bacillus subtilis, yeast, lactic acid bacteria, flocculation bacteria, pseudomonas, nitrification bacteria, denitrification bacteria, nitrification-denitrification complex bacteria, etc., and various bacteria species currently used for wastewater treatment are commercially available. The presence or absence of protozoa and metazoan in activated sludge can be detected by observing a water sample using a microscope to detectAnd their viability status, thereby assessing the status of activated sludge, examples of which may include tenofovir, clockworm, mythimna, watchcase worm, mythimna, rotifer and the like. The aeration tank containing the above-mentioned activated sludge can be used for effective treatment of various target substances in wastewater by measuring various properties of a water sample, such as BOD 5 Ammonia nitrogen content, phosphorus content, etc. -to track and monitor the composition of the wastewater to be treated and the effect of wastewater treatment.
The present invention is particularly directed to a problem in that, when the source of wastewater to be treated is changed (for example, when a treatment target is switched from industrial wastewater of one enterprise to industrial wastewater of another enterprise), the process production of the generated wastewater is adjusted, fluctuated or an accident occurs, the composition, concentration and flow rate of the wastewater may be changed, causing an impact on the entire wastewater treatment system. The resulting results may include sludge bulking, which is characterized by a high SV30, with the sedimentation sludge level always high, and even at a later stage sludge bulking may switch from non-filamentous bacterial bulking to filamentous bacterial bulking. According to one non-limiting embodiment, the filamentous bacteria bulking in an abnormal situation in an aeration tank may be based on the following principles: the activated sludge for treating wastewater contains various fungi, and filamentous fungi are components of the activated sludge, but compared with other strains (such as zoogloea fungi), the filamentous fungi have large volume and strong capability of resisting environmental change, and are difficult to eliminate once appearing. In the biochemical system in a good running state, the filamentous fungi and the zoogloea keep a proper proportion, the filamentous fungi and the zoogloea are mutually interwoven as the relationship of bones and meat, the filamentous fungi are similar to a skeleton of a floccule, and the zoogloea is adhered to the skeleton as blood meat. However, if the biochemical system is subjected to abnormal conditions, such as imbalance or deficiency of carbon sources or nutrients (e.g., N, P, etc.) in the input water source, or the introduction of a relatively large amount of toxic components, the environment in the biochemical system can be harsh to the proliferation of fungi. Under such conditions, which are relatively unsuitable for fungus growth, filamentous fungi have a larger surface area and are more resistant to harsh environments, and thus, filamentous fungi proliferate disproportionately in large quantities in such harsh environments relative to other fungi, resulting in a loss of balance between the proportions of filamentous fungi and zoogles in biochemical systems, which is the principle of filamentous fungi expansion. The expansion of the filamentous fungi can seriously damage the stability of a biochemical system, so that SV30 of the biochemical system stays high, SVI is maintained at a high position for a long time, the settleability of sludge is poor, mud and water are difficult to separate, and the operation load is influenced.
In the present invention, the term "filamentous bacteria bulking" is used in a manner known in the related art and can be characterized by SVI (sludge volume index) or sludge sedimentation ratio (e.g., 30-minute sludge sedimentation ratio SV30, or 60-minute sludge sedimentation ratio SV 60), and SVI, SV30 and SV60 are known in the art as indicators effective for measuring activated sludge sedimentation performance, and standard test methods for these indicators are also known in the art. For example, SV30 and SV60 are determined by the following methods, respectively: and quickly pouring the uniformly mixed activated sludge mixed solution of the aeration tank into a 1000ml measuring cylinder to full scale, and standing for 30 minutes or 60 minutes to obtain a volume ratio of the settled sludge to the taken mixed solution as a sludge settlement ratio (%), wherein SV30 represents the sludge settlement ratio measured under the condition of standing for 30 minutes, and SV60 represents the sludge settlement ratio measured under the condition of standing for 60 minutes. The higher the value of the sludge settlement ratio, the more serious the degree of filamentous fungus swelling in the activated sludge is visually indicated. Without wishing to be bound by any particular theory, in the present application, a particular activated sludge is considered to be in a filamentous bacteria-swollen state when its SV30 or SV60 is higher than the SV30 or SV60 value of the original activated sludge (also referred to herein as normal activated sludge, control activated sludge, or filamentous bacteria-free swollen activated sludge) that is in a normal operating state and is not subject to filamentous bacteria swelling. Filamentous fungi swelling in an aeration tank is significantly inhibited by an apparatus using the method of the present application.
In order to solve the above problems, one embodiment of the present application improves the aeration tank of the prior art.
The aeration tank used in the present invention may comprise one or more stages (aeration tank stages), for example, may comprise 1 to 10 aeration tank stages, for example, 1 to 8 stages, or 1 to 6 stages, or 1 to 5 stages, or 1 to 4 stages, or 1 to 3 stages, or 1 to 2 stages, for example, the number of aeration tank stages in the aeration tank may be an integer of: 1.2, 3,4, 5, 6, 7, 8, 9, 10. According to a preferred embodiment of the present invention, the aeration tank has 1 to 3 aeration tank segments, and more preferably comprises 3 aeration tank segments. In the present invention, "the nth section of the aeration tank" may be used interchangeably with "the nth section of the aeration tank" or "the nth section of the aeration tank", and the above expressions are used to refer to the nth section of the aeration tank, and it is understood that the value of N is equal to or greater than 1 and less than or equal to the total number of aeration tank sections included in the aeration tank. Hereinafter, the description will be exemplarily made based on an embodiment of an aeration tank including three stages, but it is understood that the scope of the present invention is not limited thereto, and the present invention may also consider an aeration tank using a greater number or a smaller number of stages, and all of these technical solutions using aeration tanks of other numbers of stages are also included in the scope of the present invention.
The invention uses aeration tanks having at least one aerator in each section that oxygenates the aeration tank. Various types of aerators can be used according to the use, for example, a blast aerator, which is mainly composed of an air purifier, a blower, an air delivery and distribution system and a diffuser, and realizes the effect of underwater aeration; another example is a mechanical aerator, which is mainly installed at the liquid surface of the aeration tank, and uses the impeller to rotate to throw a large amount of mixed liquid water drops and film-shaped water at the liquid surface into the air, and then carries the air to form a water-air mixture to return to the aeration tank, so that the oxygen in the air is quickly dissolved into the water, and the surface aeration effect is realized. According to one embodiment of the present application, the aerator used is a mechanical aerator, also called mechanical surface aerator, since it is mounted on the surface of the liquid. The number of aerators in each section may also be chosen independently according to the process requirements, the flow rate of the treated wastewater, the organic matter content BOD5, the nutrient content, the size of the aeration tank and the type of aerator, for example the number of aerators in each section of the aeration tank may be in the range of 1-16, such as 2-12, or 3-10, or 4-8, or 5-6, respectively, or any combination of any two of the above mentioned endpoints. According to some embodiments of the present application, when an aerator is provided in a certain section, the aerator is preferably provided at the center of the aeration tank section; in the case where two or more aerators are provided in a section, these aerators are preferably arranged in the respective aeration tank sections in a symmetrical manner, for example uniformly in the aeration tank sections in a central symmetrical manner (with respect to the geometrical center of the aeration tank section), in an axial symmetrical manner (now with respect to the longitudinal or transverse axis of the aeration tank section, where the longitudinal axis represents the geometrical central axis along the direction of the water flow and the transverse axis represents the geometrical central axis orthogonal to the longitudinal axis in the horizontal plane), or in a mirror symmetrical manner (for example, a plane of symmetry passing through the above-mentioned longitudinal axis or a plane of symmetry passing through the above-mentioned transverse axis), or the positions of any one or more aerators may be adjusted as desired.
In the present application, various reasonable structures and arrangements may be adopted between the sections of the aeration tank, for example, the sections may be arranged in a linear or non-linear relationship, and one or more baffles, flow-guiding members, distribution plates, etc. may be provided in each section as needed to further control the flow path of the mixture of wastewater and activated sludge, and the baffles and flow-guiding members may have a shape selected from the group consisting of: straight, dog-leg, wavy, flared, irregular, and combinations thereof. For example, fig. 3 shows an embodiment according to the present application, wherein the aeration tank comprises three sections, and the sections are connected in series along the longitudinal central axis of the aeration tank in order from upstream to downstream, such that the mixture of wastewater and sludge flows in the three sections from upstream to downstream along a substantially linear flow path. Figure 5 shows another embodiment according to the present application, in which the aeration tank comprises three sections arranged in a non-linear manner between the sections, wherein no baffles are arranged in the first and second sections, such that the mixture of wastewater and sludge flows in the first section along a substantially linear flow path from the inlet towards the outlet, in the second section along a substantially "U" -shaped flow path from the inlet towards the outlet of the second section, and two baffles are arranged in the third section of the aeration tank, such that the mixture of wastewater and sludge takes a tortuous (U-shaped) flow path in the third section from the inlet towards the outlet of the third section. It is noted that, in addition to the configurations shown in fig. 3 and 5, it is also contemplated to add baffles or other components (e.g., draft tubes, agitators, local or global recirculation loops, nozzles, etc.) to any one or more sections of the aeration tank to regulate the flow of liquid in the aeration tank.
According to one embodiment of the application, a gate of a movable switch is arranged between each aeration tank section and the aeration tank section located upstream and/or downstream thereof, and a bypass device is arranged between at least one aeration tank section and one, two or more aeration tank sections located upstream and/or downstream thereof.
According to one embodiment of the present application, the aeration tank includes three aeration tank stages, which are referred to as a first aeration tank stage, a second aeration tank stage, and a third aeration tank stage in order from upstream to downstream.
According to an embodiment of the present application, a movable gate may optionally be provided at the inlet and/or outlet of the first aeration zone. According to another embodiment of the present application, a movable gate may optionally be provided at the inlet and/or outlet of the second aeration zone. According to another embodiment of the present application, a movable gate may optionally be provided at the inlet and/or outlet of the third aeration zone. According to an embodiment of the application, a combination of one or more of the above embodiments is used.
According to a particular embodiment of the present application, a bypass means is provided from upstream of the first aeration zone to downstream of the first aeration zone, thereby bypassing the first aeration tank. According to another embodiment of the present application, a bypass means is provided from upstream of the second aeration zone to downstream of the second aeration zone, thereby bypassing the second aeration zone. According to another embodiment of the application, a bypass means is provided from upstream of the third aeration zone to downstream of the third aeration zone, thereby bypassing the third aeration tank. According to one embodiment of the application, the bypass means is arranged to bypass one or both of the first and second aeration tank sections, but not the third aeration tank section. According to an embodiment of the application, a combination of one or more of the above embodiments is used.
For example, referring to fig. 2 in comparison with fig. 3, fig. 2 is a schematic view illustrating a structure of an aeration tank according to the related art, and fig. 3 is a schematic view illustrating a structure of an aeration tank according to an embodiment of the present application. In fig. 2 and 3, three segments in the aeration tank are arranged in a straight line along the longitudinal axis in order from upstream to downstream, the segments are spaced apart from each other by partition walls, and a hole (also referred to as "open hole" or "communicating hole" herein) is provided in the partition walls. In the aeration tank shown in fig. 2, no movable gates are provided at the holes between the respective sections, and no bypass devices are provided at the respective sections of the aeration tank. Thus, during operation of the aeration tank of fig. 2, the wastewater being treated flows through the first, second, and third stages of the aeration tank in that order. Four aerators, for example mechanical surface aerators, are arranged in each segment in a substantially centrally symmetrical manner.
As described above, when the source of wastewater to be treated is changed (for example, when a treatment object is switched from industrial wastewater of a certain enterprise to industrial wastewater of another enterprise), adjustment, fluctuation or accident of process production for generating wastewater occurs, the composition, concentration and flow rate of wastewater may be changed to give impact to the entire wastewater treatment system, and the related art aeration basin system shown in fig. 2 cannot sufficiently cope with such impact. For example, in the case of a reduction in the production scale of a plant, a reduction in the yield of wastewater, or a reduction in the content of organic substances in wastewater, the wastewater in a wastewater treatment plant has a low F/M, and is over-aerated, as described above, the sludge in the aeration tank shown in fig. 2 may expand due to filamentous bacteria, and may also age, and the aged sludge is mechanically broken by the blades of the aerator, so that the aged sludge is resolved, and floating sludge or scum often occurs on the surfaces of the aeration tank and the secondary sedimentation tank, which directly affects the quality of effluent and the reliability of the wastewater on-line instrument.
In addition, the aerator arranged in the aeration tank shown in fig. 2 is difficult to adjust, and the draft of the blades in the water can be changed only by adjusting the height of the gear box so as to change the stirring intensity or the motor is provided with a frequency converter to adjust the rotating speed of the motor so as to adjust the stirring intensity. The two methods can cause the sludge in the sludge mixed liquor in the area far away from the aerator to settle and accumulate after the stirring intensity is reduced no matter the draft of the aerator is adjusted or a frequency converter is used, so as to cause the anaerobic denitrification of the sludge expanded or deposited sludge to generate black sludge. In order to solve the problems, the prior art considers that the aerator is started and stopped intermittently, for example, the operation is carried out in a mode of 'stopping for 40 minutes after 2 hours of operation', so as to eliminate the sedimentation at the far end of the sludge and reduce the dissolved oxygen content (DO) of the aeration tank. The above-described approach has been used in wastewater treatment plants for many years, but has not always solved the problem of sludge bulking due to low F/M and the problem of mass propagation of low DO filamentous bacteria due to sludge deposition after aerator outage. In cold conditions in winter, the problems are particularly serious, the sludge settleability is poor, the SVI is higher than 250 year by year, and abnormal events limiting the discharge or shutdown of a paper machine often occur. The aeration tank of the prior art shown in fig. 2 does not solve the problems of the prior art. In addition, in the present application, "F/M" is a sludge load rate, which indicates the amount of organic matter (F) that a unit weight of activated sludge microorganisms (M) receive per unit time, and measuring devices, methods, and calculation methods thereof are known in the art.
According to one embodiment of the application, a gate that is movable to open and close is provided between each aeration tank section and the aeration tank section located upstream and/or downstream thereof, and at least one aeration tank section is provided with a bypass means from upstream thereof to downstream thereof, thereby bypassing the aeration tank. According to another embodiment, a gate which can be movably opened and closed can be arranged at the inlet of the first aeration tank section. For example, fig. 3 shows an embodiment according to the present application, which can be regarded as a further improvement on the prior art aeration tank shown in fig. 2, in which movable gates are provided at the inlet of the first section of the aeration tank, at the hole in the partition wall between the first section and the second section, and at the hole in the partition wall between the second section and the third section. And two bypass means, in particular two bypass channels, are additionally provided, one of which leads from the waste water inflow conduit upstream of the first section to the front end of the second section and the other of which leads from the rear end of the first section to the front end of the third section. Although not shown in the drawings, each bypass device may be provided with one or more of the following devices as required: switches, valves, flow meters, temperature sensors and ports are used for realizing the communication and the sealing of each bypass device and the monitoring, the measurement and the regulation of the parameters of the composition, the temperature, the flow rate, the BOD, the nitrogen content, the phosphorus content and the like in the water flow.
Due to the arrangement of the movable gate and the bypass device, the aeration tank can be switched between different modes, such as at least a first mode and a second mode. In a first mode (for a case where a wastewater treatment load is low), the treated wastewater and sludge at least partially bypass at least one of the 1 st to (N-1) th aeration tank sections and then pass through the N-th aeration tank section by at least partially closing the gate, for example, the treated wastewater and sludge at least partially bypass at least one of the 1 st to 2 nd aeration tank sections and then pass through the 3 rd aeration tank section. In the present application, "at least partially closing the gate" means by moving the gate such that the gate blocks 5% to 100%, or 10% to 100%, for example 20% to 100%, or 30% to 100%, or 40% to 100%, or 50% to 100%, or 60% to 100%, or 70% to 100%, or 80% to 100%, or 90% to 100%, or 100% of the cross-sectional area of the communication hole or passage at the entrance of the first segment or between two segments. In the case of a partially closed sluice (i.e. a sluice which does not block 100% of the cross-section of the communication aperture or passage), the flow of the liquid stream into the aeration zone downstream of the sluice is reduced proportionally (i.e. the liquid stream is partially blocked), and this partially blocked liquid stream can optionally be fed through a bypass. In the case of a completely closed sluice (i.e. a sluice which blocks 100% of the cross section of the communication opening or passage), the flow of the liquid stream into the aeration basin section downstream of the sluice is zero, while the entire liquid stream can optionally be fed by-pass. For example, in the embodiment of the invention shown in fig. 3, the first mode may include fully closing or 90-95% closing the gates at the inlet and outlet of the first section, with all or 90-95% of the flow being delivered to the second section via the bypass conduit and then through the second and third sections in sequence. The first section is in a temporarily idle state or only 5-10% of the liquid flow passes through it.
Although not shown in fig. 3, the first mode may also consider a case where the gate at the inlet of the first section is opened and the gates at the outlet of the first section and the outlet of the second section are closed, thereby allowing the liquid flowing through the first section to be transported to the front of the third section through the bypass pipe between the first section and the third section and then to flow through the third section, in which case the second section is bypassed.
The aeration tank shown in fig. 3 can also be switched to the second mode (the wastewater treatment load to be treated is normal, or has a higher wastewater treatment load relative to the first mode). In this second mode, the gates at the inlet and outlet of each section are fully open, all of the treated liquid flows through the first, second and third sections in upstream to downstream order, and the bypass means is closed and no liquid flows through the bypass conduit, so that the treated wastewater and sludge do not bypass any of the aeration basin sections.
Fig. 4 shows another aeration tank structure of the prior art in which the first, second and third stages are not arranged in a straight line. After passing through the rectangular first section, the wastewater passes through a selective tank in a90 degree turn flow path into a second section, also rectangular, in which it follows a generally U-turn flow path into a third section, which has the shape of a missing rectangle and in which baffles are provided so that the fluid stream follows a tortuous path (first a90 degree turn and then a 180 degree turn) in the third section and finally overflows from the third section into a secondary settling tank.
The selection tank used in the method can play a plurality of effects, firstly, an ecological environment which is beneficial to the selective development of flocculent bacteria is established in the biological selection tank, and the overgrowth and the reproduction of filamentous bacteria are inhibited, so that the generation and the development of sludge bulking are controlled. In addition, the selective tank can also realize expected denitrification or dephosphorization effects to a certain extent by controlling the conditions in the selective tank, and can play a role in buffering to a certain extent, so that when the flow rate or the composition of wastewater entering one section fluctuates abnormally, the impact of the fluctuation of the wastewater on the downstream section of the selective tank is slowed down or eliminated.
Arranging a plurality of aerators in each section of the aeration tank, for example, arranging five aerators in the first section, arranging one aerator in the center of the rectangular first section, and arranging the rest four aerators in a centrosymmetric manner; four aerators are arranged in the second section in a centrosymmetric manner; four aerators are provided along the flow path in the third section. One or more aerators may be used in the aeration tank as required, for example a high speed aerator in the first and second stages and a low speed aerator in the third stage. Alternatively, an aerator, such as a low speed aerator, may be provided in the selection tank.
In the present application, the "high-speed aerator" may be selected AS needed from aerators capable of providing high-speed aeration, and examples of the high-speed aerator may include various high-speed aerators of AQUA series, such AS AQUA Tubo AER-AS 3700-24 type high-speed aerators; the "low-speed aerator" may be selected as needed to provide low-speed aeration, and examples of the low-speed aerator may include various low-speed aerators of AQUA series and water series, such as AQUA Flow ASA90 type low-speed aerator and water AIRIT1700 type low-speed aerator.
Fig. 5 shows an embodiment according to the present application, which can be regarded as a further improvement over the prior art aeration tank shown in fig. 4, wherein movable gates are provided at the inlet and outlet of the second section of the aeration tank, and an aperture is provided in the partition between the downstream (selection tank) and third sections of the first section, the aperture constituting a bypass means from the first section to the third section, and the aperture may have an on-off control to control the opening and closing of the bypass.
Due to the arrangement of the movable gate and the bypass device, the aeration tank can be switched between different modes, such as at least a first mode and a second mode. In the first mode (lower wastewater treatment load), the treated wastewater and sludge is first passed through the first aeration tank stage, then at least partially bypassed the second aeration tank stage, and then passed through the third aeration tank stage by at least partially closing the gates at the inlet and outlet of the second stage. In the present application, "at least partially closing the shutter" means by moving the shutter such that the shutter blocks from 5% to 100%, for example from 10% to 100%, or from 20% to 100%, or from 30% to 100%, or from 40% to 100%, or from 50% to 100%, or from 60% to 100%, or from 70% to 100%, or from 80% to 100%, or from 90% to 100%, or 100% of the cross-sectional area of the communication hole at the inlet or outlet of the second section. In the case of a partial closure of the sluice (i.e. the sluice does not block 100% of the cross-section of the communication opening or passage), the flow of the liquid stream into the second aeration zone is reduced proportionally (i.e. the liquid stream is partially blocked), and this partially blocked liquid stream can optionally be fed through a bypass. In the case of a completely closed sluice (i.e. a sluice which blocks 100% of the cross-section of the communication opening or passage), the flow rate of the liquid stream into the second aeration zone is zero, while the entire liquid stream can optionally be fed through a bypass. For example, in the embodiment of the invention shown in fig. 5, the first mode may include fully closing or 90-95% closing the gates at the inlet and outlet of the second section, with all or most of the flow passing through the first section, into the selection cell, and then being delivered to the third section via a bypass conduit formed in the partition between the selection cell and the third section. The second section is in a temporarily isolated state or only 5-10% of the liquid stream flows through it.
The aeration tank shown in fig. 5 can also be switched to the second mode (the wastewater treatment load to be treated is normal, or has a higher wastewater treatment load relative to the first mode). In the second mode, the gates at the inlet and outlet of the second section are fully opened, the switch of the bypass pipe formed in the partition wall between the selective tank and the third section is closed, and all the treated liquid flows through the first, second and third sections normally in the order from upstream to downstream, and no liquid flows pass through the bypass pipe, so that the treated wastewater and sludge do not bypass any aeration tank section.
According to another embodiment of the application, one or more agitators are provided in at least one aeration tank stage, upstream or downstream of at least one aerator. For example, in the embodiment of the present application shown in fig. 3, four aerators and six agitators are included in the third section, one agitator being provided upstream and downstream of each aerator. In the embodiment of the present application shown in fig. 5, four aerators and four agitators are included in the third section, one agitator being provided upstream or downstream of each aerator. Examples of agitators useful in the present invention may include any suitable agitator such as the AQUA series and the WATERIX series of various wastewater treatment agitators such as AQUA MIX-VSL model 1500-16 or WATERIX MIXIT model 400.
According to one embodiment of the present application, the agitator may be disposed at a distal end from the aerator. According to an embodiment of the present application, in the second mode, the agitator and the aerator are simultaneously operated to improve the effect of sewage treatment in the aeration tank. According to another embodiment of the present application, in the first mode, the agitator is activated in case that a part or all of the aerators are stopped, and DO in the area where the aerators are stopped is ensured not to be lower than 1.5mg/l, so that sludge aging is suppressed and sludge deposition is avoided.
According to another embodiment of the application, the sludge concentration (MLSS) in the aeration tank can be adjusted when the aeration tank is in different modes, for example in the case of a low wastewater treatment load, the aeration tank is in the first mode described above, in which case the aeration tank (still in operation for wastewater treatment) will be in a reduced first sludge concentration, for example a sludge concentration of 2500mg/L or more, or 2600-4000mg/L or 2800-3500mg/L or 3000-3200mg/L. In the case of a relatively high wastewater treatment load, the aeration tank adopts the second mode described above, in which a relatively high second sludge concentration, which is equal to or higher than the first sludge concentration, for example, higher than the first sludge concentration, is used. For example, the concentration of the second sludge can be 3000-6000mg/L, such as 3300-5500mg/L, or 3800-5200mg/L, or 4000-5000mg/L.
According to one embodiment of the application, when the aeration tank is in the first mode, if the aeration tank section which is in the limited/isolated state due to bypass cannot be emptied by a pump for a long time, if the inlet water load is changed greatly, the aeration tank section can be hot-prepared under the lowest supply condition, and the DO in the aeration tank section can be controlled to be 2-3 mg/l. It is also possible to operate the plant (e.g. paper mill) normally for several days during the shutdown of the upstream plant each month, maintaining the microbial activity in the sludge in the isolated aeration tank section.
In some embodiments of the present application, only the 1 st through (N-1) th sections are bypassed/isolated using the gate and bypass arrangement for each section included in the aerator, and not the last section, e.g., the third section of the aerator is not bypassed for the aerator configuration shown in fig. 3 or fig. 5.
According to one embodiment of the present application, when sewage is treated in an aeration tank, it is decided that the aeration tank should be operated in a first mode or a second mode based on a sludge load. For example, when the sludge load (F/M) in the aeration tank is in the range of 0.1 to 0.25, the second mode is employed; when the sludge load (F/M) in the aeration tank is less than 0.1, the first mode is adopted.
The above sludge load (F/M) can be determined according to the following manner:
it is first necessary to determine the BOD of the wastewater entering the wastewater treatment facility 5 The total load, for example, can be measured directly as BOD of the wastewater according to GB/T7488-1987 5 (ii) a Or BOD in COD (chemical oxygen demand) of wastewater stably supplied to some chemical plants 5 OccupiedThe ratio of (b) may be generally a fixed value, in which case the COD of the wastewater is measured daily (which may be tested, for example, according to standard method GB 11914-89) after the above-mentioned constant BOD/COD coefficient has been determined, and the total COD load of the feed water per day is then calculated according to the following formula:
total COD load (ton/day) = COD mg/l Qm of water intake per day 3 Day/1000000 formula (1)
The total COD load of the influent water per day calculated above can be used to easily determine the BOD of the wastewater by simple conversion 5 Total amount of load. Or by converting COD to BOD5 and then by daily intake of water BOD 5 The BOD of the daily influent can also be calculated 5 Total amount of load.
In this case, the sludge load (F/M) can be calculated next according to the following formula (2):
F/M = daily water intake BOD 5 /(biological pool effective volume MLVSS) formula (2)
In equation (2), the daily water inflow is the total amount of wastewater input per day and can be measured by a flow meter, the effective volume of the biological basin is the total volume of the aeration basin sections put into service and can be calculated from their geometric dimensions, and the MLVSS and MLSS testing techniques are also known in the art and can be determined, for example, according to standard methods GB 50014-2021. In addition, the ratio of MLVSS to MLSS is also generally constant for an aeration tank.
According to one embodiment of the present application, the sludge load (F/M) is detected and calculated according to the above-described process at a frequency of once or twice a day, and it is determined whether it is necessary to change the operation mode of the aeration tank, for example, to change the first mode to the second mode, or to change the second mode to the first mode, or to keep the original mode unchanged.
According to the embodiments of the present invention, by adopting the above-described designs of the aeration tank, the aerator, the stirrer and other process conditions, it is possible to significantly solve the problems that have been continuously existed in the prior art for a long time, without adding carbon source foods (such as starch, glucose, etc.) when the flow rate of wastewater into the wastewater treatment facility and the BOD of wastewater are reduced, thereby achieving significant reduction in cost and workload; the low F/M mode and the high F/M mode can be flexibly switched without remarkably modifying the conventional wastewater treatment equipment, the impact caused by wastewater fluctuation is well adapted, the overall sludge health condition in the aeration tank can be well kept even under the low F/M working condition for a long time, the sludge expansion (especially filamentous expansion) problem is avoided, the production limitation is reduced, and the risk of environmental accidents is eliminated.
The present application is described below by way of specific examples, which are intended to provide a better understanding of the contents of the application. It is to be understood that these examples are illustrative only and not limiting. The reagents used in the examples are, unless otherwise indicated, commercially available. The methods and conditions used in the examples are conventional methods and conditions, unless otherwise specified.
Examples
Comparative example 1:
in this comparative example 1, a wastewater treatment facility as shown in FIG. 1 was employed, in which an aeration tank having the structure shown in FIG. 4 was employed, and the wastewater treatment facility and the aeration tank were facilities which have been long constructed in the applicant's company, wherein the first stage of the aeration tank was a rectangular tank of 21 m by 80 m and the depth was 4.6 m; the selective tank connected with the outlet of the first section is a rectangular tank with the size of 14 m multiplied by 12.5 m and the depth of 4m, and the selective tank is positioned at one corner of the third section of the aeration tank; the second section connected with the outlet of the selection tank is a rectangular tank with the depth of 4.1 meters and the length of 36 meters multiplied by 26 meters; the third section of the aeration tank connected with the outlet of the second section of the aeration tank is a rectangular tank with a notch of 70 meters multiplied by 54 meters (a selective tank is arranged at one corner of the notch), the depth of the rectangular tank is 4 meters, and an inclined clapboard (which forms an angle of 45 degrees relative to the side wall of the third section of the aeration tank) with the length of 25 meters and a horizontal clapboard (which is parallel to the side wall of the third section of the aeration tank) with the length of 30 meters are arranged behind the inlet of the third section. Five AQUA Tubo AER-AS 3700-24 type high-speed surface aerators are arranged in the first section, one is positioned in the center, the remaining four are symmetrically arranged at four corners relative to the center, four AQUA Flow ASA90 type high-speed surface aerators are arranged in the second section, and four AQUA Flow ASA90 type low-speed surface aerators are arranged in the third section and are arranged along the Flow path.
In this comparative example, the wastewater from an upstream paper mill was directly fed into a wastewater treatment facility and passed through an aeration tank for biological treatment. Record the F/M change in the system and SVI in the aeration tank, F/M = daily water intake BOD 5 /(biological tank effective volume MLVSS), aeration tank sludge concentration MLSS =3000mg/l.
Example 1
In this example, a wastewater treatment facility as shown in FIG. 1 was used, which comprises an aeration tank as shown in FIG. 5, which is a separate aeration tank arranged in parallel with the aeration tank of comparative example 1, wherein the arrangement and size of each part are substantially the same as those of the aeration tank shown in FIG. 4, except that movable gates are provided at the inlet and outlet of the second stage of the aeration tank, and perforations and switches are formed in the partition wall between the selection tank and the third tank to constitute a bypass means which can be opened and closed as required.
In this example, the wastewater from the upstream paper mill was also fed directly to the wastewater treatment plant and passed through the aeration tank for biological treatment. Since the upstream paper mill was operated cyclically in accordance with the same process production load, the aeration tank was subjected to the same wastewater treatment load and the impact of the F/M fluctuation as in comparative example 1 during the same period of time.
Specifically, in example 1 and comparative example 1 described above, the wastewater entering the wastewater treatment facility was sampled every day, the COD (chemical oxygen demand, which can be measured according to standard method GB 11914-89) thereof was measured, the wastewater inflow rate was counted, and the total COD load of the inflow water per day, which is the total COD load, was calculated according to the following formula (1):
total COD load (ton/day) = COD mg/l Qm of water intake per day 3 Day/1000000 formula (1)
In addition, the BOD of the wastewater introduced into the wastewater treatment facility was measured simultaneously during the whole of example 1 and comparative example 1 described above 5 (measured according to GB/T7488-1987) it was found that the BOD/COD coefficient of the treated process water is constantly maintained at about 50% since the water originates from the same plant. In subsequent experiments, therefore, according to the fixed coefficient, based onDetermining the BOD of the treated wastewater by the total COD of the influent water per day 5 。
In example 1 and comparative example 1, on the first day of the start, the sludge concentration in the aeration tank was 3000mg/l (this sludge concentration is denoted as "M" in the following formula 2), the total COD amount of the influent water was continuously monitored, and the sludge load (F/M) was calculated according to the following formula (2):
F/M = daily water intake BOD 5 /(biological pool effective volume MLVSS) formula (2)
The aeration tank is operated in the second mode when the calculated F/M reaches a minimum requirement equal to or greater than 0.1, specifically in the range of 0.1 to 0.25. The wastewater treatment plant is operated continuously therefrom. Next, 9 a.m. every morning, the test was sampled and the F/M value was calculated in the above manner to determine whether the operation mode of the aeration tank should be changed the following day, and once the measured F/M was less than 0.1, the aeration tank was switched to the first mode, and then the operation was continued until the measured F/M returned to a level equal to or higher than 0.1 again, and then the aeration tank was switched to the second mode. Example 1 and comparative example 1 were continuously operated from 10/1/2021 to 31/8/2021, respectively, in the manner described above. FIG. 6 is a graph showing the variation of the total COD per day of the divided water to be treated and the measured F/M value per day detected throughout the course of the above operation of example 1, wherein the left vertical axis in FIG. 6 represents the total COD, the right vertical axis represents the F/M ratio, and the horizontal axis represents time. As described above, the operation mode of the aeration tank on the next day is determined based on the measured F/M value. In addition, the SVI (activated sludge volume index) in the third section of the aeration tank is measured every day to characterize the health of the activated sludge in the aeration tank. The ratio of MLVSS to sludge concentration MLSS in the aeration tank was constantly and stably maintained at 55% every day throughout the test.
In comparative example 1, all the aerators in all the aeration tanks were kept in continuous operation throughout the entire operation. It was observed that in comparative example 1, since the mode switching was not performed in real time according to the specific F/M value every day, some degree of filamentous sludge bulking and sludge aging deflocculation occurred during the operation.
In example 1, in the first operation mode, the second section of the aeration tank was isolated, and there was an impact load due to the periodic stoppage of the paper machine, and the isolated second section of the aeration tank was thermally prepared, and the isolated second section of the aeration tank was supplied with no food to the microorganisms, wherein the aeration amount was simultaneously reduced to DO of about 2-4mg/l by halving the number of the aeration machines in the second section of the aeration tank, and an intermittent operation mode was adopted. Specifically, 4 original aerators in the second section of the aeration tank are all operated under the condition of the second mode, and when the aeration tank is under the first mode, the aerators are arranged into two groups in the diagonal direction, and the aerators are started one group at a time and are alternated every 4 hours. In the operation of example 1 for several months, since the mode switching was performed in real time on a daily basis, sludge aging and flocculation did not occur in each section of the aeration tank of example 1 (particularly, the second aeration tank section isolated when the mode was switched to the first mode), and floating sludge or scum occurred on the surface.
In addition, in example 1, in the first mode and the second mode, all the aerators in the third section of the aeration tank were operated for 2 hours and stopped for 40 minutes, the corresponding agitators were operated for 40 minutes and stopped for 2 hours, and the respective aerators and agitators were alternately stopped. And when the DO detected by the third section of the aeration tank on line is lower than 1.5mg/l, prolonging the running time of the aerator and the stirrer until the DO is recovered to the level of not lower than 1.5mg/l, and then recovering to the operation mode. The experimental result shows that the SVI of the wastewater in the comparative example 1 exceeds 250 and can reach 400 at most, and the height of the mud bed of the secondary sedimentation tank is changed from 1.2 m to 3.0 m; in example 1, SVI is stabilized below 230, the height of the mud bed in the secondary sedimentation tank is lower than 0.8 m, floating scum or sludge disappears in the aeration tank and the secondary sedimentation tank, and the total volume of the aeration tank is reduced, the stirrer operates to eliminate sludge deposition, reduce anaerobic denitrification, greatly reduce the requirement of nutrient nitrogen source, and save more than 60% of the additional urea compared with the prior art.
The aeration tank volume in the first mode of example 1 decreased from 23400 to 19400 cubic meters compared to comparative example 1. As the second stage of the aeration tank in the embodiment 1 is in a standby state under the low F/M state, the sludge concentration of the aeration tank can be reduced to 2500mg/l, and when the MLSS is controlled to 2500mg/l, the F/M can be gradually increased to 0.1, so that the F/M in the aeration tank is still effectively controlled within a reasonable range under the low-load state of wastewater, the propagation of filamentous bacteria related to the low F/M is effectively inhibited, and the sludge settleability is improved.
But the overall DO level is not greatly reduced, which solves the sludge settling problem and also eliminates the possibility of the aerator operating to shear sludge flocs to form scum and floating sludge. Meanwhile, the propagation of filamentous bacteria related to low DO is controlled, and the reduction of the sludge sedimentation performance after SVI modification is obvious.
The F/M in example 1 was increased to 0.15 or more and the SVI was decreased to 250 or less. The aeration tank and the secondary sedimentation tank of example 1 never exhibited floating sludge or scum, while the aeration tank and the secondary sedimentation tank of comparative example 1 exhibited floating sludge and scum.
The above example is merely an illustrative specific example of the present invention, but the technical features of the present invention are not limited thereto. Any simple changes, equivalent substitutions or other modifications based on the present invention to solve the same technical problems and the same technical effects are all covered by the protection scope of the present invention.
Claims (10)
1. An adjustable wastewater treatment facility comprising an aeration tank comprising, in order from upstream to downstream, one or more aeration tank segments, each aeration tank segment having at least one aerator therein, at least one aeration tank segment having a gate movably switchable between the at least one aeration tank segment and the aeration tank segment upstream and/or downstream thereof, and at least one aeration tank segment having bypass means from upstream thereof to downstream thereof so as to bypass the aeration tank segment.
2. The wastewater treatment plant of claim 1, characterized in that the plant further comprises one or more of the following: the system comprises a primary sedimentation tank, an accident tank, an adjusting tank, a selection tank, a secondary sedimentation tank, a reflux device, an anaerobic tank and an anoxic tank.
3. The wastewater treatment plant according to claim 1 or 2, characterized in that in at least one aeration tank stage one or more agitators are provided upstream and/or downstream of at least one aerator.
4. The wastewater treatment plant of claim 1 or 2, wherein the bypass means comprises a structure selected from the group consisting of: an opening in the partition between the upstream aeration tank section and the downstream aeration tank section, a bypass conduit between the upstream aeration tank section and the downstream aeration tank section, or a combination thereof; or alternatively
The inlet of the first aeration tank section is also provided with a gate which can be movably opened and closed.
5. The wastewater treatment plant of claim 1 or 2 wherein the aeration tank comprises, in order from upstream to downstream, a first aeration tank section, a second aeration tank section, and a third aeration tank section, one or both of the first aeration tank section and the second aeration tank section being provided with bypass means bypassing the aeration tank section from upstream to downstream thereof, thereby bypassing the aeration tank section, and wherein a gate which is movable to open and close is provided in at least one of: the inlet of the first aeration tank section, the space between the first aeration tank section and the second aeration tank section, and the space between the second aeration tank section and the third aeration tank section.
6. An adjustable wastewater treatment method using an adjustable wastewater treatment facility according to any one of claims 1 to 5, wherein the aeration tank is filled with activated sludge so that wastewater is treated by the activated sludge during the flow through the aeration tank, the method comprising switching between two modes, characterized in that:
in a first mode, the treated wastewater and sludge at least partially bypass one or more aeration basin sections by at least partially closing the gate;
in the second mode, all gates are open so that the treated wastewater and sludge do not bypass any of the aeration tank sections.
7. The method of claim 6,
in the first mode, the first sludge concentration (MLSS) in the aeration tank section which is not bypassed is controlled to be more than or equal to 2500mg/L, and one or more aerators and/or stirrers in the aeration tank are stopped in an intermittent or continuous mode; and is
And under the second mode, the aeration tank section has a second sludge concentration, and the second sludge concentration is controlled to be more than or equal to 3000-6000mg/L.
8. The method as set forth in claim 6, wherein the second mode is adopted when a sludge load (F/M) in the aeration tank is in the range of 0.1 to 0.25; when the sludge load (F/M) in the aeration tank is less than 0.1, the first mode is adopted.
9. The method of claim 6, wherein in the first mode, the bypassed aeration zone is one of: idling, emptying and hot standby; and is provided with
In the first mode, there is no need to add carbon source food to the aeration tank.
10. The method of claim 6, wherein the aeration tank comprises, in order from upstream to downstream, a first aeration tank section, a second aeration tank section, and a third aeration tank section, and in the first mode, the wastewater and sludge being treated bypass the first aeration tank section and then flow through the second and third aeration tanks; or from the first aeration tank, bypassing the second aeration tank section, and then from the third aeration tank; or bypass both the first aeration tank and the second aeration tank and then flow through a third aeration tank.
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Citations (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2074127C1 (en) * | 1994-04-13 | 1997-02-27 | Саломеев Валерий Петрович | Apparatus for biological cleaning of waste water |
| JPH09290280A (en) * | 1996-04-30 | 1997-11-11 | Meidensha Corp | Ozone contact tank and control method therefor |
| JP2004202434A (en) * | 2002-12-26 | 2004-07-22 | Hitachi Housetec Co Ltd | Solid-liquid separation tank interposing aeration chamber, and septic tank for sewage |
| JP2009148723A (en) * | 2007-12-21 | 2009-07-09 | Kanto Auto Works Ltd | Aeration tank |
| CN201930588U (en) * | 2010-10-25 | 2011-08-17 | 湖北中碧环保科技有限公司 | Drawer-type filtering device for water treatment |
| CN103408143A (en) * | 2013-08-26 | 2013-11-27 | 盐城工学院 | Sub-grid adjustable anaerobic-anoxic-aerobic biochemical reactor |
| CN104118969A (en) * | 2014-07-08 | 2014-10-29 | 广州市市政工程设计研究院 | A2O(anaerobic-anoxic-oxic)-MBR (membrane bioreactor) sewage treatment device and method |
| CN107074598A (en) * | 2014-07-04 | 2017-08-18 | 普莱克斯技术有限公司 | Wastewater treatment operations method |
| CN207943924U (en) * | 2017-12-29 | 2018-10-09 | 华电水务工程有限公司 | A kind of fixed biofilm treatment apparatus of integration |
| CN108726678A (en) * | 2018-05-02 | 2018-11-02 | 长沙中联重科环境产业有限公司 | Integrated sewage treating apparatus |
| CN210505758U (en) * | 2019-08-29 | 2020-05-12 | 白伟 | Variable-volume reactor |
| CN113754058A (en) * | 2020-06-04 | 2021-12-07 | 上海心缘环境工程有限公司 | Wastewater treatment device and method based on two-stage A/O process |
| CN114195264A (en) * | 2021-11-23 | 2022-03-18 | 中国电建集团华东勘测设计研究院有限公司 | A2/O biochemical pool structure suitable for sewage treatment plant does not cut off water and overhauls |
| CN114560599A (en) * | 2022-03-17 | 2022-05-31 | 北京首创生态环保集团股份有限公司 | Shunt-system urban sewage plant and operation control method thereof |
-
2022
- 2022-10-31 CN CN202211347987.5A patent/CN115536142A/en active Pending
Patent Citations (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2074127C1 (en) * | 1994-04-13 | 1997-02-27 | Саломеев Валерий Петрович | Apparatus for biological cleaning of waste water |
| JPH09290280A (en) * | 1996-04-30 | 1997-11-11 | Meidensha Corp | Ozone contact tank and control method therefor |
| JP2004202434A (en) * | 2002-12-26 | 2004-07-22 | Hitachi Housetec Co Ltd | Solid-liquid separation tank interposing aeration chamber, and septic tank for sewage |
| JP2009148723A (en) * | 2007-12-21 | 2009-07-09 | Kanto Auto Works Ltd | Aeration tank |
| CN201930588U (en) * | 2010-10-25 | 2011-08-17 | 湖北中碧环保科技有限公司 | Drawer-type filtering device for water treatment |
| CN103408143A (en) * | 2013-08-26 | 2013-11-27 | 盐城工学院 | Sub-grid adjustable anaerobic-anoxic-aerobic biochemical reactor |
| CN107074598A (en) * | 2014-07-04 | 2017-08-18 | 普莱克斯技术有限公司 | Wastewater treatment operations method |
| CN104118969A (en) * | 2014-07-08 | 2014-10-29 | 广州市市政工程设计研究院 | A2O(anaerobic-anoxic-oxic)-MBR (membrane bioreactor) sewage treatment device and method |
| CN207943924U (en) * | 2017-12-29 | 2018-10-09 | 华电水务工程有限公司 | A kind of fixed biofilm treatment apparatus of integration |
| CN108726678A (en) * | 2018-05-02 | 2018-11-02 | 长沙中联重科环境产业有限公司 | Integrated sewage treating apparatus |
| CN210505758U (en) * | 2019-08-29 | 2020-05-12 | 白伟 | Variable-volume reactor |
| CN113754058A (en) * | 2020-06-04 | 2021-12-07 | 上海心缘环境工程有限公司 | Wastewater treatment device and method based on two-stage A/O process |
| CN114195264A (en) * | 2021-11-23 | 2022-03-18 | 中国电建集团华东勘测设计研究院有限公司 | A2/O biochemical pool structure suitable for sewage treatment plant does not cut off water and overhauls |
| CN114560599A (en) * | 2022-03-17 | 2022-05-31 | 北京首创生态环保集团股份有限公司 | Shunt-system urban sewage plant and operation control method thereof |
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