WO2011066790A1 - 废水预处理方法及应用该预处理方法的污水处理方法 - Google Patents
废水预处理方法及应用该预处理方法的污水处理方法 Download PDFInfo
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- WO2011066790A1 WO2011066790A1 PCT/CN2010/079323 CN2010079323W WO2011066790A1 WO 2011066790 A1 WO2011066790 A1 WO 2011066790A1 CN 2010079323 W CN2010079323 W CN 2010079323W WO 2011066790 A1 WO2011066790 A1 WO 2011066790A1
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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
- C02F3/30—Aerobic and anaerobic processes
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- B—PERFORMING OPERATIONS; TRANSPORTING
- B01—PHYSICAL OR CHEMICAL PROCESSES OR APPARATUS IN GENERAL
- B01D—SEPARATION
- B01D21/00—Separation of suspended solid particles from liquids by sedimentation
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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
- C02F11/00—Treatment of sludge; Devices therefor
- C02F11/12—Treatment of sludge; Devices therefor by de-watering, drying or thickening
-
- 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
- C02F11/00—Treatment of sludge; Devices therefor
- C02F11/02—Biological treatment
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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
- C02F2209/00—Controlling or monitoring parameters in water treatment
- C02F2209/44—Time
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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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- 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
- Y02W10/20—Sludge processing
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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
- Y10—TECHNICAL SUBJECTS COVERED BY FORMER USPC
- Y10S—TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y10S210/00—Liquid purification or separation
- Y10S210/902—Materials removed
- Y10S210/906—Phosphorus containing
Definitions
- Wastewater pretreatment method and sewage treatment method using the same claims priority to the following patent applications: (1) Chinese patent application 200910249722. X, application date is December 1, 2009; and (2) Chinese patent Apply for 201010000737. 5, and apply for January 15, 2010. The contents of these patent applications are hereby incorporated by reference.
- BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a wastewater pretreatment method and its use in sewage treatment, in particular, a sludge feedwater wastewater pretreatment method and its application in sewage treatment. BACKGROUND OF THE INVENTION In China, urban sewage treatment plants, as disposal places for indirect discharge sources of wastewater, are increasingly complicated in various waste waters, especially industrial wastewater.
- the emission compliance rate of 50 urban sewage treatment plants that have been put into normal operation in the province is 58.8 %.
- the main over-standard pollution factors are ammonia nitrogen and total phosphorus.
- the nitrogen and phosphorus load of industrial wastewater without pretreatment exceeds the treatment capacity of the sewage treatment plant, which affects the normal operation of the sewage treatment facilities, resulting in the discharge of ammonia nitrogen and total phosphorus in the sewage from some centralized sewage treatment plants, making the sewage treatment plant become a water body.
- the common wastewater pretreatment method is mainly the dilution method:
- a simple dilution method can be used to reduce the concentration of pollutants in the wastewater.
- the simplest and most economical method is the wastewater dilution method, which mixes different wastewaters and/or sewage and dilutes each other to reduce the concentration of pollutants below the limit allowable concentration. In some cases, It can also be diluted with effluent during treatment or diluted with water.
- the concentration of pollutants in wastewater and/or sewage is often high, and it is difficult to reduce the concentration of pollutants below the limit allowable concentration even if mixed.
- sewage biological treatment plants still face the following problems during the actual operation: (1) Insufficient water inflow, mainly caused by advance planning and failure of sewage discharge system, affecting the operation of sewage treatment facilities; (2) Influent water quality is not Stable, mainly due to the change of living habits caused by the discharge of industrial wastewater into the pipe network and holidays and seasonal changes, which can cause the impact load to affect the sewage treatment effect; (3) The carbon source is insufficient, which is common to all sewage treatment plants. The problem is mainly caused by modern living habits, which can cause the imbalance of nutrients in the organism to affect the removal of nitrogen and phosphorus.
- the present invention provides a wastewater pretreatment method comprising the steps of:
- the sludge age is greater than 50 days, preferably greater than 100 days, more preferably greater than 300 days, more preferably More than 1000 days, more preferably more than 2000 days, more preferably more than 5000 days.
- the excess sludge discharged from the entire system will decrease, which will help improve environmental protection and reduce operating costs.
- the wastewater pretreatment method according to the present invention wherein the waste water feed is grit-treated before the waste water feed is introduced into the first end of the first aeration tank such that the amount of sand per ton of waste water is not more than zero 01 ⁇ The liter, preferably not more than 0. 05 liters, more preferably not more than 0. 03 liters.
- the pretreatment method of waste water, wherein the sludge concentration in the first mixture is 2000 ⁇ 30000mg / L, preferably 2500 ⁇ 20000mg / L, and more preferably 3000 ⁇ 10000mg / L 5 and more preferably 3000 ⁇ 7000mg / L.
- the first precipitation tank precipitation treatment time is 0.8 to 6 hours, preferably 1 to 4 hours, more preferably 1 to 3 hours.
- the ratio of the aeration treatment time of the first aeration tank to the sedimentation treatment time of the first sedimentation tank is 1:0.5 to 1: 6, according to some embodiments of the wastewater treatment method of the present invention.
- the wastewater pretreatment method according to the present invention is 1:1 to 1:3, more preferably 1:1.5 to 1:2, most preferably 1:2; some embodiments of the wastewater pretreatment method according to the present invention, wherein the supernatant has a chemical oxygen demand ( The COD) is from 30 to 50 Omg/L, preferably from 50 to 25 Omg/L, more preferably from 80 to 15 Omg/L.
- the organic nutrient and/or sludge feed may also be mixed with the wastewater feed at the first end of the first aeration tank and the first concentrated mixture. The first mixture was obtained.
- the organic nutrient may be domestic sewage containing biodegradable organic matter, industrial wastewater from agricultural and livestock products or a suitable carbon source such as decyl alcohol, starch, molasses, etc.
- the sludge feed may be sewage biological Any sludge containing activated sludge produced during the treatment.
- the aeration treatment of the step (2) is carried out by intermittent aeration or continuous aeration. By controlling the aeration and aeration rate times, the COD value of the supernatant can be effectively controlled within a desired range, for example, in accordance with the sewage water discharge standard of the city.
- the dissolved oxygen concentration of the second mixture is 0. 1 ⁇ 4mg / L, preferably 1. 5 ⁇ 3mg / L, more preferably 2 ⁇ 3mg/L.
- the facultative microorganism is a dominant group in the first mixed liquid, the second mixed liquid, and the first concentrated mixed liquid.
- the wastewater pretreatment method according to the present invention wherein the first aeration tank and the first settling tank operate in a push flow manner.
- the present invention also provides a sewage treatment method in which the supernatant in the above wastewater pretreatment method is used as a sewage feed.
- the supernatant is used as The sewage feed sequentially passes through the biological adjustment zone, the second aeration zone and the second precipitation zone to obtain a first effluent and a second concentrated mixture, and the first part of the second concentrated mixture is returned to the biological adjustment zone.
- the second precipitation zone is
- the bio-adjustment zone comprises an anaerobic section and an anoxic section
- the supernatant is mixed with the first portion of the second concentrated mixture and the third mixture is obtained through the anaerobic section.
- the third mixed liquid is mixed with the first portion of the fifth mixed liquid, and then the fourth mixed liquid is obtained through the anoxic section, and the fourth mixed liquid enters the second aeration zone for aeration treatment to obtain a fifth mixed liquid, and the fifth mixed liquid
- the first portion is refluxed back to the anoxic section, and the remainder of the fifth mixture is passed to the second precipitation zone to separate the first effluent and the second concentrated mixture, and the first portion of the second concentrated mixture is refluxed back to the anaerobic section. 5 ⁇
- the singularity of the anaerobic section of the bio-adjustment zone is 0. 1 ⁇ 1. 5 hours, preferably 0. 5 ⁇ 1 hour.
- the ratio of the fluid residence time of the anaerobic section of the bio-adjustment zone to the fluid residence time of the anoxic zone is 1:0.5 to 1:6, preferably 1:1 ⁇ 1: 3, more preferably 1: 1. 5 ⁇ 1: 2, most preferably 1: 2.
- the sludge concentration of the fourth mixture is 2000 ⁇ 6000mg / L, preferably 2500 ⁇ 5000mg / L, and more preferably 3000 ⁇ 4000mg / L o wastewater treatment method according to the present invention
- the first portion of the fifth mixture has a flow rate of from 10% to 150%, preferably from 50% to 100%, of the flow rate of the sewage feed.
- the first portion of the second concentrated mixture has a flow rate of from 10% to 150%, preferably from 50% to 100%, of the flow rate of the sewage feed.
- At least a portion of the remainder of the second concentrated mixture is refluxed back to the first end of the first aeration tank in the wastewater treatment process.
- all of the second concentrated mixture other than the first portion of the second concentrated mixture is returned to the first end of the first aeration tank in the wastewater treatment process as a second portion of the second concentrated mixture.
- the supernatant can also be used as a sewage feed according to the Wuhrmann process, the A/0 process, the Bardenpho process, the Phoredox process, the A 2 /0 process, the inverted A 2 / 0 process, UCT process, MUCT process, VIP process, 0WASA process, JHB process, TNCU process, Dephanox process, BCFS process, MSBR process, SBR process, AB process, oxidation ditch process, biofilm process,
- the fluidized bed process or a combination thereof is biologically treated to obtain a first effluent and optionally excess sludge.
- the optional excess sludge is substantially all refluxed back to the first end of the first aeration tank of the wastewater treatment process described above.
- the first effluent is introduced into the flocculation clarifier by flocculation clarification to obtain a second effluent and flocculated sludge.
- the coagulant commonly used in flocculation and clarification treatment is a metal salt and a polymer two types of coagulant.
- the former such as aluminum sulfate, ferric chloride and ferrous sulfate; the latter such as polyaluminum chloride and polyacrylamide.
- the flocculated sludge is returned to the first end of the first aeration tank in the wastewater treatment process described above.
- the inventors of the present invention have surprisingly found that the above-mentioned wastewater pretreatment method can achieve long-term stable operation without sludge discharge and sludge accumulation, and the pretreated wastewater (ie, the above supernatant) is suitable for sewage biological treatment method. deal with.
- the above-described wastewater pretreatment method of the present invention can be conveniently combined with various suitable sewage biological treatment methods to form a new sewage biological treatment method.
- the excess sludge produced by the sewage biological treatment process can be digested by the wastewater pretreatment method of the present invention.
- the effluent produced by the wastewater pretreatment method of the present invention ie, the above supernatant
- the pH is between 6 and 8, especially between 6.5 and 7.5
- the COD value is 30-200mg/L, so there is no need to adjust the pH and carbon source concentration to further bio-treat the sewage to ensure that the purified effluent meets the discharge standards.
- the sewage biological treatment method of the present invention can still achieve a good detachment effect without substantially draining mud.
- the new sewage biological treatment method can significantly reduce or even completely eliminate sludge discharge, and also has good sewage treatment effect and effluent Water quality, smaller equipment footprint, lower construction and operating costs, and higher shock load capacity and operational stability.
- the above-described wastewater pretreatment method or sludge reduction treatment method of the present invention is also particularly suitable for retrofitting various existing sewage biological treatment apparatuses in order to significantly reduce or even completely eliminate sludge discharge.
- the terms "waste water” and "sewage water” refer to any sewage containing mainly organic pollutants which can be treated by biological treatment methods, including any suitable industrial wastewater, domestic sewage, and any combination thereof, particularly urban domestic sewage.
- the sewage can be obtained directly from the place where the sewage is generated, the sewage collected through the pipe network, the sewage obtained after storing the sewage for a certain period of time, or the sewage is subjected to fermentation, acid-base regulation, composition adjustment, concentration adjustment, sedimentation, filtration, Sewage obtained after biological, chemical and/or physical treatment such as centrifugation.
- the amount of sedimentation of sewage can be calculated as 0.03 liters per cubic meter of sewage.
- the liters more preferably not more than 0. 03 liters, more preferably not more than 0. 05 liters.
- the term "sewage biological treatment” refers to a process of converting the organic pollutants in the sewage into stable and harmless substances by utilizing the metabolism of microorganisms. According to the demand of microorganisms for oxygen, it can be divided into aerobic biological treatment, anaerobic biological treatment and the like. Aerobic biological treatment can be classified into an activated sludge method and a biofilm method depending on the state in which microorganisms are present in water.
- the activated sludge process is currently the most widely used sewage biological treatment method, in which air is blown into the sewage containing a large amount of organic matter, and after a certain period of time, the biological floc (activated sludge) is formed in the water, on the activated sludge.
- the basic process of the activated sludge process is shown in Figure 1.
- the biofilm method is to form a sludge-like biofilm on a filler by flowing sewage through a solid filler.
- a large number of microorganisms are propagated on the membrane to function as a purified sewage similar to activated sludge.
- Biofilm processes include biofilters, bio-rotary disks, biological contact oxidation, and biological fluidized beds.
- Anaerobic biological treatment is a treatment technology that utilizes facultative anaerobic bacteria and obligate anaerobic bacteria to degrade organic pollutants under anaerobic conditions.
- Anaerobic biological treatment facilities include common digester, anaerobic filter, anaerobic sludge blanket, anaerobic turntable, baffled anaerobic reactor, and the like. Due to the variety of pollutants in the sewage, it is often necessary to combine several treatment methods to achieve the purpose of purification.
- Examples of common sewage biological treatment methods include activated sludge process, 0SA (Ox ic-Set tl ing-Anaerobic) process, anaerobic biological treatment process (such as anaerobic biological filter, anaerobic biological turntable, anaerobic contact method) , Upflow Anaerobic Sludge Blanket and Sectional Anaerobic Digestion, etc.), Wuhrmami Process, A/0 Process, Bardenpho Process, Phoredox Process, A70 Process, Inverted A70 Process, UCT Process, MUCT Process, VIP Process, 0WASA Process , JHB process, TNCU process, Dephanox process, BCFS process, SBR (Sequenc ing Ba tch Reactor Act iva ten S ludge Proces s ) process, MSBR process, AB process, biofilm process such as biofilter, biological turntable, biological contact oxidation A method, a biological fluidized bed, an aerated biological filter, etc.,
- sludge refers to any sludge containing activated sludge produced during the biological treatment of sewage.
- Activated sludge is a floc formed by organisms in sewage, mainly containing water and various microorganisms such as aerobic bacteria, anaerobic bacteria and facultative bacteria, as well as fungi, algae, protozoa and the like.
- various microbial groups in the sludge may also undergo changes such as quantity and proportion or even genetic mutations to adapt to the living environment.
- examples of the sludge may include: domestic sewage sludge and industrial wastewater sludge.
- examples of sludge can usually include: Sludge discharge from the secondary sedimentation tank of the activated sludge process (also known as excess sludge or residual activated sludge, the main components of which are microorganisms and water), and sludge from the secondary precipitation of biofilm (also known as humus Mud, the main component is the shedding biofilm), the sludge from the primary sedimentation tank of the sewage treatment plant (also known as the primary sedimentation sludge, the main components are solid organic matter and microorganisms), and the sludge discharged from the wastewater after anaerobic treatment.
- Sludge discharge from the secondary sedimentation tank of the activated sludge process also known as excess sludge or residual activated sludge, the main components of which are microorganisms and water
- sludge from the secondary precipitation of biofilm also known as humus Mud, the main component is the shedding biofilm
- sludge also referred to as digested sludge or cooked sludge obtained by digesting the above sludge
- sludge also referred to as chemical sludge
- examples of sludge may include: raw sludge or fresh sludge (ie, sludge without any treatment), concentrated sludge, digested sludge, dewatered sludge, dry soiling Mud and so on.
- the sludge of the present invention may be any of the above sludges and combinations thereof, particularly, excess sludge having a water content of 90% or more, 95% or more, preferably 97% or more, preferably fresh sludge.
- the term "mixture” means a mixture of the above sludge and water, which is also called a muddy water mixture or a muddy water mixture.
- the sludge in a suitable mixture has good settling properties, especially in the process of aeration and sedimentation, without sludge expansion or sludge uplift.
- the volume index of the mixed liquor (SVI, commonly used SVI 3 , means that the volume of the suspended solids in 1 gram of activated sludge after the mixture is allowed to stand in a 1000 mL measuring cylinder for 30 minutes, in units of mL/g)
- the ground is less than the minimum value of sludge expansion when oxygen treatment is performed, such as SVI 3 . It may be less than 200 ml/g, less than 150 ml/g, less than 100 ml/g, or less than 50 ml/g.
- the term "concentrated mixed liquid” means a mixed liquid having an increased sludge concentration obtained by separating at least a part of water from the above mixed liquid, and in some cases also referred to as sludge, for example, a first concentrated mixed liquid. It can also be called the first sludge.
- the separation may be precipitation separation, centrifugation, filtration separation, and the like.
- the sludge in the mixed liquid gradually sinks to form a supernatant liquid in the upper portion of the mixed liquid and a concentrated mixed liquid in which the concentration of the sludge in the lower portion of the mixed liquid is increased.
- the terms "sludge amount", "sludge content” or “sludge concentration” refer to the suspended solids content in the sludge or sewage or mixed liquor or concentrated mixture. Solid or suspended solid matter).
- the sludge concentration can be expressed in terms of the total amount of MLSS.
- MLSS is a shorthand for mixed l iquor suspended sol ids, which is also called mixed liquor sludge concentration, which represents the activated sludge solids contained in the aerated tank unit volume mixture. Total weight (mg/L).
- "sludge age” means the average residence time of activated sludge, and is generally expressed by SRT.
- SRT is: (effective volume of aeration tank * sludge concentration of mixed liquor in aeration tank) I (volume of sludge discharged per unit time * sludge concentration of discharged sludge).
- controlling sludge age is one way to select the type of microorganisms in an activated sludge system. If the generation of a microorganism is longer than that of the activated sludge system, the microorganisms are removed as residual activated sludge before they are produced, and the microorganisms will never breed in the system. . On the other hand, if the generation period of a certain microorganism is shorter than that of the activated sludge system, the microorganism can breed the next generation before being discharged in the form of residual activated sludge, so that the microorganism can be activated. The mud system survives and is propagated for the treatment of sewage.
- oxygenation treatment means bringing oxygen into contact with a mixed solution, particularly an oxygen-containing gas such as air, in contact with a mixed solution.
- oxygen treatment may This can be achieved by any method capable of contacting the oxygen-containing gas with the mixed liquid, for example by passing an oxygen-containing gas into a flowing or non-flowing mixed liquid, in particular by aerating the mixed liquid with an oxygen-containing gas.
- Aerobic treatment is a typical oxygen treatment.
- the oxygen treatment can be carried out in any suitable manner under any suitable conditions, for example, under normal pressure, pressure, normal temperature, low temperature and/or elevated temperature conditions, by means of blast aeration, mechanical aeration, jet aeration, etc.
- Suitable equipment is carried out, for example, in an aeration tank, an oxidation ditch, a fluidized bed, a moving bed or a membrane apparatus.
- Aeration tank aeration is preferred.
- Any suitable oxygen-containing gas can be used for aeration, preferably air aeration.
- the dissolved oxygen concentration of the mixture can be gradually increased to a desired value.
- the time of the oxygen treatment is generally determined by the residence time of the mixture in the oxygen treatment unit (or the time the mixture is contacted with oxygen) and the amount of oxygen-containing gas that is introduced.
- aerobic organisms and facultative organisms are grown in oxygen treatment, while anaerobic organisms are inhibited.
- the term "anoxic treatment” means substantially avoiding contact of an oxygen-containing gas with a mixed liquid.
- the anoxic treatment can be achieved by any method capable of substantially avoiding the contact of the oxygen-containing gas with the mixed liquid. This is achieved, for example, by stopping the aeration and optionally the degassing process.
- the anoxic treatment of the present invention can be carried out under the conditions of anoxic conditions (with dissolved nitrogen in the absence of dissolved nitrogen) and anaerobic conditions (no dissolved nitrogen in the absence of dissolved oxygen) described in some literature.
- the dissolved oxygen concentration may gradually decrease to a desired value, such as a level approximately equal to Omg/L.
- the anoxic treatment can be achieved by slowly flowing the mixture in the sedimentation tank without stopping the aeration.
- Suitable sedimentation tanks can be advection, vertical flow and radial flow sedimentation tanks.
- the time of the anoxic treatment is generally determined by the residence time of the mixture in the anoxic treatment unit.
- anoxic treatment anaerobic organisms and facultative organisms are grown, while aerobic organisms are inhibited.
- the inventors of the present invention have surprisingly found that during long-term operation, the amount of sludge in the first mixture can remain relatively stable despite substantially all of the first concentrated mixture being returned to the first end of the first aeration tank. The level does not grow without limit.
- the wastewater pretreatment method of the present invention can be stably operated for a long period of time without the need for sludge discharge in the case where the wastewater feed is continuously added, thereby eliminating sludge discharge. Therefore, the wastewater pretreatment method of the present invention is a sludge reduction treatment method. Furthermore, the inventors of the present invention have surprisingly found that even if the wastewater feed has a high content of carbon, nitrogen and phosphorus, and does not discharge any of the first concentrated mixture, the phosphorus content of carbon and nitrogen in the supernatant can be maintained. At a lower level, that is, the wastewater pretreatment method of the present invention has a remarkable effect of removing carbon, nitrogen and phosphorus.
- the inventors of the present invention believe that the wastewater pretreatment method of the present invention can be stably operated for a long period of time without the need for sludge discharge, and the possible reasons are as follows.
- the biological group in the mixed liquor is in a state of growth and balance, that is, the amount of newly added sludge (including the amount of sludge fed from the wastewater and the amount of sludge increased by biological growth in the mixture) and the amount of sludge that has died and digested
- the dynamic balance, and the high concentration of activated sludge quickly and efficiently consume a large amount of nutrients, so there is no net increase in the amount of sludge.
- the concentration of the dissolved organic matter in the discharged supernatant is at a high level, thereby advantageously limiting the proliferation of the filamentous bacteria and reducing the oxygen demand (for example, the amount of aeration), thereby The possibility of sludge swelling occurring during an oxygen treatment such as aeration is reduced.
- higher levels of dissolved organic matter provide enough nutrients for the organism to form an environment conducive to the metabolism, reproduction and programmed death of the organism, resulting in the growth of the sludge. Objects are also largely digested while being multiplied.
- the sludge is subjected to oxygen treatment and anoxic treatment alternately and repeatedly, which is advantageous for the proliferation of the bacteria micelles, and the sedimentation speed and the clarification effect of the sludge are improved. Therefore, the wastewater pretreatment method of the present invention can achieve high sludge concentration without sludge swelling.
- the sludge is relatively long (for example, several months, years or even longer), so that the microorganism having a slower propagation rate can decompose the refractory substance. It can grow normally and enhance the decomposition of sludge.
- the biodegradable substances and the difficult biodegradable substances (including dead organisms) in the mixed liquid are quickly and effectively digested under the conditions of oxygen treatment and anoxic treatment, so that carbon is contained.
- a compound such as nitrogen or phosphorus is dissolved as a dissolved organic substance which is discharged as a supernatant or becomes a volatile substance.
- the sludge in the mixed liquid has excellent sedimentation performance and low oxygen demand (for example, aeration amount) and is capable of degrading various organic substances (including dead organisms).
- the mixed liquid can have a relatively high sludge concentration so that the biological group is in a state of growth and balance without sludge swelling, so that the wastewater pretreatment method of the present invention can be stably stabilized for a long period of time. Run to reduce or even completely eliminate sludge emissions.
- the flow rate of the first concentrated mixture may be 10% of the wastewater feed flow (in the presence of other nutrients and/or sludge feed, its total flow) ⁇
- a suitable reflux ratio advantageously allows the oxygenation treatment time and/or the anoxic treatment time to be a desired value.
- a suitable reflux ratio may be small, such as 10-20%, 20-30%, 30-40%, 40-66%, to advantageously save power consumption.
- a suitable reflux ratio can be large, for example, 60-80%, 80-100%, 100-150%, 150-200%, 200-400%, 400-600%, 600-800%. , 800 - 1000% for shorter oxygen treatment time and / or anoxic treatment time.
- a preferred reflux ratio is 50 to 150%.
- the oxygenation treatment time of step (2) is less than the time during which the aerobic microorganisms become dominant groups (eg, less than a generation period of aerobic microorganisms, such as less than about 5 hours), And the anoxic treatment time of step (3) is less than the time when the anaerobic microorganisms become dominant groups (for example, less than the generation period of anaerobic microorganisms, for example, less than about 40 hours), thereby making the facultative microorganisms a dominant group.
- the oxygenation treatment time of step (2) may be less than, for example, 5 hours to prevent aerobic microorganisms from becoming a dominant group, and may also be greater than, for example, 0.1 hours to allow for facultative microorganisms. Sufficient proliferation is obtained and the proliferation of anaerobic microorganisms is sufficiently inhibited, thereby advantageously making the facultative microorganisms a dominant group.
- the oxygen treatment time may be 0.1 to 4 hours, preferably 0.5 to 2 hours, more preferably 0.5.
- the oxygenation treatment of step (2) is carried out in a batch or continuous manner, such as by intermittent aeration or continuous aeration.
- the anoxic treatment time of step (3) can be less than, for example, 6 hours to prevent the anaerobic microorganisms from becoming a dominant group and to reduce the size of the device, while also being greater than, for example, 0.1 hours to allow sufficient facultative microorganisms Proliferation and sufficient inhibition of the proliferation of aerobic microorganisms, so that facultative microorganisms become dominant groups.
- the anoxic treatment time may be 0.8 to 6 hours, preferably 1 to 4 hours, more preferably 1 to 3 hours, for example, selected from 0.8 to 1 hour, 1 to 1.2 hours, 1.2 to 1.4 hours, 1.4 to 1.6 hours, and 1.6 to 1.8.
- the anoxic treatment of step (3) can be carried out in a precipitation mode.
- the anoxic treatment time is advantageously greater than 0.5 hours, particularly advantageously greater than 1 hour to allow the precipitation to be fully completed, while advantageously less than 4 hours to reduce the size of the device.
- the ratio of oxygenation treatment time to anoxic treatment time is 1:0.5 to 1:6, preferably 1:1 to 1:3, more preferably 1:1.5 to 1:2, most preferably 1:2 , for example, selected from 1: 0.5 ⁇ 1: 0.6, 1: 0.6 ⁇ 1: 0.7, 1: 0.7 ⁇ 1: 0.8, 1: 0.8 ⁇ 1: 0.9, 1: 0 ⁇ 9 ⁇ 1: 1, 1: 1- 1: 1.
- the facultative microorganisms become
- the dissolved oxygen concentration of the second mixture of step (2) may be such that the sludge undergoes sufficient oxygen treatment to advantageously make the facultative microorganisms a dominant group and promote digestion and hydrolysis of the sludge. It is 0.1 to 4 mg/L, preferably 1.5 to 3 mg/L, more preferably 2 to 3 mg/L, for example, selected from 0.1 to 0.3 mg/L, 0.3 to 0.5 mg/L, and 0.5 to 0.7 mg/L.
- the wastewater feed is subjected to oxygen treatment prior to step (1).
- Theoretical limitations can be considered to be more conducive to making facultative microorganisms a dominant group.
- the sludge feed can be oxygen treated for 0.1 to 0.5 hours, 0.5 to 1 hour, 1 to 1.5 hours.
- the dissolved oxygen concentration of the wastewater feed after treatment is selected from 0.1 ⁇ 0.5mg / L, 0.5 ⁇ lmg / L, 1 ⁇ 1.5mg / L, 1.5 ⁇ 2mg / L, 2- 2.5 mg/L, 2.5-3 mg/L, 3-3.5 mg/L and 3.5-4 mg/L.
- such oxygenation is carried out in a batch or continuous manner, for example, intermittently or continuously aerated. Way to proceed.
- the second mixture is subjected to deoxidation treatment.
- a degassing tank can be used for deoxidation treatment, in which the oxygen-containing gas bubbles in the mixture float, so that the dissolved oxygen content of the mixture is no longer increased, and is ready for subsequent anoxic treatment.
- the deoxidation treatment time may be 0.1 to 0.2 hours, 0.2 to 0.3 hours, 0.3 to 0.5 hours, 0.5 to 0.8 hours, and 0.8 to 1 hour.
- the dissolved oxygen concentration of the second mixture after the treatment is selected from less than 0.1 mg/L, less than 0.05 mg/L and about Omg/L.
- the oxygen treatment time: deoxidation treatment time: the ratio of the anoxic treatment time may be 1: (0.1 ⁇ 0.5): (0.5 ⁇ 4), preferably 1: (0.1 ⁇ 0.3): (1-3 More preferably, it is 1: (0.1-0.2): (1.5-2.5), for example, preferably 1: 0.1: 1 or 1: 0.15: 2.
- the sludge volume index (SVI, commonly used in SVI 3 ) of the second mixture in step (2) means that after the mixture is allowed to stand in a 1000 mL measuring cylinder for 30 minutes, 1 gram of activated sludge suspended solids
- the volume, in mL/g, should be less than the minimum sludge expansion that occurs during oxygen treatment.
- the sludge volume index is, for example, SVI 3 . It may be less than 300 ml/g, less than 200 ml/g, less than 150 ml/g, or less than 100 ml/g.
- the sludge concentration of the second mixture in step (1) may be the concentration at which the organism is in a growth and equilibrium state. According to some embodiments, the sludge concentration of the second mixture in the step (1) is at least about 2000 to 2500 mg/L, 2500 to 3000 mg/L, 3000-3500 mg/L, 3500 to 4000 mg/L, 4000 to 4500 mg/ L, 4500 - 5000mg/L, 5000 - 5500mg/L, 5500 - 6000mg/L, 6000 - 6500mg/L, 6500-7000mg/L, 7000 ⁇ 7500mg/L, 7500 ⁇ 8000mg/L, 8000 ⁇ 8500mg/L, 8500 - 9000mg / L, 9000 - 9500mg / L, 9500 - 10000mg / L, 10000 ⁇ 12000mg / L, 12000 ⁇ 14000mg / L, 14000 ⁇ 16000m
- the wastewater pretreatment method according to the invention can be used particularly advantageously for the in-situ pretreatment of wastewater in the waste water producing zone, so that the pretreated wastewater is suitable for the usual sewage Factory processing.
- the wastewater pretreatment method of the present invention is also suitable for modifying various existing activated sludge sewage treatment devices, and the supernatant obtained by pretreating the wastewater is introduced into an existing sewage treatment device for treatment.
- the excess sludge of the existing sewage treatment plant can be mixed with the wastewater feed and then treated according to the wastewater pretreatment method of the present invention.
- FIG. 1 is a schematic structural view of a wastewater pretreatment apparatus for a wastewater pretreatment method according to the present invention.
- 2 is a schematic structural view of a sewage pretreatment apparatus of a sewage treatment method according to the present invention.
- DETAILED DESCRIPTION OF THE INVENTION In order to further understand the present invention, some preferred embodiments of the present invention are described below in conjunction with the accompanying drawings. It is to be understood that the description is not intended to limit the scope of the invention.
- 1 is a schematic view showing the structure of a wastewater pretreatment apparatus for a wastewater pretreatment method according to the present invention, in which a wastewater feed is introduced as an influent into a central aeration tank A1 and from a sedimentation tank.
- the wastewater pretreatment apparatus shown in Figure 1 is particularly suitable for use in wastewater (with Standards suitable for discharge into urban sewers for disposal by sewage treatment plants.
- the concentric circular wastewater pretreatment apparatus shown in Figure 1 can also be used to retrofit existing sewage treatment plants or to construct new sewage treatment plants.
- FIG. 2 is a schematic structural view of a sewage treatment apparatus according to the sewage treatment method of the present invention, wherein the wastewater feed is introduced into the A-stage aeration tank as an influent water for aeration treatment, and then separated in the A-stage sedimentation tank to obtain the first The supernatant and the sludge are refluxed 1, and the sludge reflux 1 is returned to the A-stage aeration tank, thereby realizing the wastewater pretreatment method according to the present invention; the first supernatant liquid leaving the A-stage sedimentation tank (ie, the A-stage effluent)
- the biological adjustment zone consisting of anaerobic section, anoxic section 1 and anoxic section 2 is sequentially passed into aeration tanks 1 and 2 for aeration treatment, and part of the mixture in aeration tanks 1 and 2 is refluxed into the biological adjustment zone.
- the anoxic section 1, the remaining mixture in the aeration tanks 1 and 2 respectively enters the SBR tanks 1 and 2 to separate the second supernatant (ie secondary effluent) and SBR excess sludge, and some SBR excess sludge as sewage
- the mud return 2 returns to the anaerobic section of the bio-adjustment zone, the second supernatant enters the flocculation clarifier for chemical dephosphorization to obtain effluent (ie, tertiary effluent) and flocculates clarified excess sludge, flocculates clarified excess sludge and the remaining SBR remaining
- the sludge is returned to the A-stage aeration tank as excess sludge.
- Example 1 According to the sewage treatment device shown in Fig. 2, a sewage treatment plant with a treatment capacity of 20000 m7d was constructed, and 1845 days of continuous operation has been successfully carried out.
- the operating conditions are as follows: The average treated water volume is about 9000 m7d, and the influent COD fluctuation range For the 647. 7 ⁇ 195. 9mg / L, the influent ammonia nitrogen fluctuation range is 25. 45 ⁇ 6. 07mg / L, the influent total nitrogen fluctuation range is 44. 12 soil 11.
- the influent total phosphorus fluctuation range For the 1.85 soil 0. 85mg / L, the influent suspended solids (SS) fluctuation range is 291. 8 soil 129. 8mg / L, influent volatile suspended solids (VSS) The fluctuation range is 159.0 ⁇ 76. lmg/L, and the dosage of the coagulant in the flocculation clarifier is 30 mg ferrous sulfate/liter, and the whole device does not substantially discharge any sludge during the operation.
- the mixture of volatile agglomerates (MLVSS) and mixed suspension solids (MLSS) in the A-stage aeration tank were 2844 ⁇ 681 mg/L and 6623 soil 1593 mg/L, respectively; MLVSS and MLSS of the SBR pool.
- the range is 2148 + 334 mg / L and 5372 ⁇ 891 mg / L.
- the results showed that the COD fluctuation range of the first supernatant was 102 ⁇ 19.9 mg / L; the COD range of the second supernatant was 43.6 ⁇ 14.
- the COD range of the effluent was 29.3 soil 9.3 mg / L;
- the ammonia nitrogen range of the supernatant was 0.67 ⁇ 0.52 mg/L; the ammonia nitrogen range of the effluent was 0.26 ⁇ 0.29 mg/L; the total nitrogen range of the second supernatant was 11.84 ⁇ 2.32 mg/L; the total nitrogen range of the effluent was 116.1 soil 1.68 mg / L; the total supernatant of the second supernatant ranged from 0.14 ⁇ 0.10 mg / L; the total phosphorus content of the effluent was 0.04 ⁇ 0.03 mg / L; the suspended solids of the second supernatant was 16.7 ⁇ 4.5 mg /L; the suspended solids in the effluent was 2.1 ⁇ 1.0 mg / L; the volatile solids in the second supernatant was 10.
- the new sewage treatment system or the modification of the existing conventional sewage treatment device can improve the sedimentation performance of the sludge and inhibit the sludge expansion so as to be capable of high sludge concentration. Work, reduce the content of pollutants in wastewater to meet the requirements of sludge biological treatment; At the same time, the elimination of excess sludge is realized, so that the excess sludge generated by the entire sewage treatment system can even reduce the sludge discharge.
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- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Water Supply & Treatment (AREA)
- Hydrology & Water Resources (AREA)
- Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Organic Chemistry (AREA)
- Microbiology (AREA)
- Biodiversity & Conservation Biology (AREA)
- Health & Medical Sciences (AREA)
- Molecular Biology (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Activated Sludge Processes (AREA)
- Purification Treatments By Anaerobic Or Anaerobic And Aerobic Bacteria Or Animals (AREA)
- Treatment Of Sludge (AREA)
Description
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Priority Applications (12)
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EP10834223.9A EP2508487A4 (en) | 2009-12-01 | 2010-12-01 | WASTEWATER PRETREATMENT METHOD AND EFFLUENT TREATMENT METHOD USING THE PRETREATMENT PROCESS |
US13/512,424 US9169143B2 (en) | 2009-12-01 | 2010-12-01 | Wastewater pretreatment method and sewage treatment method using the pretreament method |
BR112012013336-5A BR112012013336B1 (pt) | 2009-12-01 | 2010-12-01 | Método de tratamento de esgoto |
EA201290399A EA024803B1 (ru) | 2009-12-01 | 2010-12-01 | Способ предварительной очистки сточных вод и способ очистки бытовых сточных вод с использованием способа предварительной очистки |
AU2010327173A AU2010327173B2 (en) | 2009-12-01 | 2010-12-01 | Wastewater pretreatment method and sewage treatment method using the pretreatment method |
MYPI2012002163A MY178078A (en) | 2009-12-01 | 2010-12-01 | Wastewater pretreatment method and sewage treatment method using the pretreatment method |
NZ60089710A NZ600897A (en) | 2009-12-01 | 2010-12-01 | Wastewater pretreatment method and sewage treatment method using the pretreatment method |
CA2780721A CA2780721C (en) | 2009-12-01 | 2010-12-01 | Wastewater pretreatment method and sewage treatment method using the pretreatment method |
JP2012541307A JP5643836B2 (ja) | 2009-12-01 | 2010-12-01 | 廃水の予備処理方法及びこの予備処理方法を用いた汚水処理方法 |
KR1020127017007A KR101665636B1 (ko) | 2009-12-01 | 2010-12-01 | 폐수 전처리방법 및 그 전처리방법을 이용한 오염수처리방법 |
IL219713A IL219713A (en) | 2009-12-01 | 2012-05-10 | A method for the treatment of sewage and a sewage treatment method that uses a method for the treatment of sewage |
ZA2012/04302A ZA201204302B (en) | 2009-12-01 | 2012-06-12 | Wastewater pretreatment method and sewage treatment method using the pretreatment method |
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PCT/CN2010/079323 WO2011066790A1 (zh) | 2009-12-01 | 2010-12-01 | 废水预处理方法及应用该预处理方法的污水处理方法 |
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