WO2022007525A1 - 一种基于多功能池的污水处理工艺 - Google Patents

一种基于多功能池的污水处理工艺 Download PDF

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WO2022007525A1
WO2022007525A1 PCT/CN2021/095722 CN2021095722W WO2022007525A1 WO 2022007525 A1 WO2022007525 A1 WO 2022007525A1 CN 2021095722 W CN2021095722 W CN 2021095722W WO 2022007525 A1 WO2022007525 A1 WO 2022007525A1
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tank
water
mud
sludge
denitrification
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PCT/CN2021/095722
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English (en)
French (fr)
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张良纯
薛石龙
周密
耿春茂
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珠海九通水务股份有限公司
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Publication of WO2022007525A1 publication Critical patent/WO2022007525A1/zh

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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
    • C02F9/00—Multistage treatment of water, waste water or sewage
    • 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
    • B01D21/02—Settling tanks with single outlets for the separated liquid
    • 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
    • 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
    • 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
    • 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

Definitions

  • the invention belongs to the technical field of water treatment.
  • the current sewage treatment process has the following shortcomings: 1. Except for the MBR process, a larger sedimentation tank is required, which leads to a large area for sewage treatment; 2. The utilization rate of denitrifying carbon sources is low, which makes it difficult to denitrify nitrogen; 3. The sludge output is large, and the sludge treatment cost is high;
  • the invention uses a mud-water separation tank and a reflux tank to replace the secondary sedimentation tank, which saves the floor space; adopts two-stage denitrification to make full use of the carbon source of the raw water; the multi-functional tank has the effect of sludge digestion, greatly reduces the sludge output, and produces volatilization. Sexual fatty acids can be used to supplement denitrifying carbon sources.
  • the existing continuous flow sewage treatment process generally sets up a secondary sedimentation tank with a large area at the back end of the secondary biochemical industry.
  • the high investment cost and floor area of the secondary sedimentation tank greatly increase the total cost of sewage treatment, and the secondary sedimentation tank
  • the function of the tank is only for solid-liquid separation, and it basically has no biochemical ability. If there is a dead corner of sedimentation, it is easy to cause the phenomenon of mud running in the secondary sedimentation tank, and reverse ammonia nitrogen in the effluent, which will seriously affect the effluent index.
  • the invention of the invention is a new type of sewage treatment process.
  • the secondary sedimentation tank occupies a large area and the denitrification carbon source is insufficient
  • a multi-functional tank and a mud-water separation tank are developed.
  • the secondary sedimentation tank unit is cancelled, and the carbon source in the raw water is fully utilized to achieve full and thorough denitrification and denitrification without the need for segmented water inflow.
  • a sewage treatment process based on a multifunctional pool characterized in that:
  • the sewage is discharged through the pre-sedimentation tank (1), the multifunctional tank (2), the biochemical tank (3), the mud-water separation tank (4), the reflux tank (5), and the advanced treatment unit (6) in sequence;
  • the pre-sedimentation tank (1) is used to remove the garbage, impurities and sand in the sewage. After being treated by the pre-sedimentation tank, the sewage enters the multi-purpose tank (2);
  • the multifunctional pool (2) is divided into three parts:
  • the first part is the adjustment tank unit (2.1), and the hydraulic retention time of the adjustment tank is 8-12h;
  • the second part is the first-stage denitrification unit (2.2), which has a stirrer and packing, and the sludge concentration on the packing reaches 0.1-0.8 mg/cm 2 ; the biofilm is cultivated on the packing to enrich the anammox bacteria and the reaction Nitrifying bacteria;
  • the supernatant after the sludge digestion is mixed with the influent of the conditioning tank unit (2.1) in the primary denitrification unit (2.2), and the sludge digestion unit (2.3) Nitrate in the supernatant, intracellular carbon source and (2.1) organic matter in the raw water of the conditioning tank undergo denitrification on the surface of the biofilm on the first-stage denitrification unit (2.2) packing, ammonia nitrogen in the supernatant, nitrite Partial anaerobic ammonium oxidation reaction with ammonia nitrogen in raw water to remove part of total nitrogen,
  • the third part is the sludge digestion unit (2.3), which has a stirrer, which is used to digest the return sludge of the sludge water separation tank and the return tank, and the dissolved oxygen is controlled below 0.5mg/L;
  • the supernatant enters the second part of the first-level denitrification unit (2.2), and after preliminary denitrification is carried out in the second part of the first-level denitrification unit (2.2), the same
  • the biochemical pool (3) includes an anoxic section (3.1), an aerobic section (3.2), the dissolved oxygen in the anoxic section (3.1) is less than 0.5 mg/L, the dissolved oxygen in the aerobic section (3.2) is less than 5 mg/l, and the residence time
  • the anoxic and aerobic sections are respectively 2-5h: 6-10h;
  • the effluent from the biochemical tank (3) enters the mud-water separation tank (4), the dissolved oxygen in the supernatant liquid after passing through the mud-water separation tank is reduced to 0.5-1mg/L, and the sludge concentration at the bottom is increased by more than 400%; then it enters the reflux tank (5) in turn. and advanced treatment unit (6); mud-water separation pool (4), reflux pool (5) and 5%-10% of the sludge at the bottom of the advanced treatment unit (6) is discharged, and 70%-85% is returned to (3.1) biochemical Pool, 10%-20% return to (2.3) the sludge digestion unit of the multifunctional pool.
  • the structure of the mud-water separation tank (4) is as follows:
  • a water distributor (4.1)
  • a mud-water separator (4.2)
  • a baffle plate (4.3)
  • a mud bucket (4.4)
  • the influent water flows into the mud-water separation tank (4) from top to bottom on the left side of the baffle plate, and then rises into the pool after passing through the baffle plate.
  • the sludge is deposited in the bottom mud hopper, the supernatant is above, and then the supernatant flows into the mud-water separator (4.2) for further mud-water separation; a number of mud-water separators are arranged in the mud-water separation pool, and all water is passed through the mud-water separator.
  • the mud-water separator flows out; in addition, a mud hopper is set at the bottom of the mud-water separation tank, and the sedimented sludge is collected by the mud hopper, discharged or returned.
  • the structure of the mud-water separator includes a water inlet hole (4.2.1), a movable mud discharge valve plate (4.2.2), a pre-sediment inclined plate area (4.2.3), a horizontal pipe sedimentation area (4.2.4), and a slag discharge area. area (4.2.5), slag tank (4.2.6), water outlet (4.2.7);
  • the water inlet hole (4.2.1) consists of several holes arranged in parallel on the side of the equipment, and the inlet water flows into the pre-sinking inclined plate area (4.2.3) through the holes,
  • the pre-settled inclined plate area is composed of several parallel inclined plates.
  • the inclined plate is inclined at an angle of 45-60°. There is a gap of 5-10 cm between the bottom and the side of the inclined plate. After the mud-water mixture flows in, the sludge slides into the bottom through the inclined plate. ;
  • the rear end of the pre-sinking inclined plate area is connected to the horizontal tube sedimentation area (4.2.4).
  • the horizontal tube sedimentation area 4.2.4.
  • the Chinese Invention Patent Horizontal Tube Precipitation and Separation Device 200610123752.2, CN 100551482C, announced on October 21, 2009,
  • the slag discharge area (4.2.5) is behind the sedimentation area of the horizontal pipe.
  • the slag discharge area is an independent space.
  • the upper part of the end of the slag discharge area is the slag discharge tank (4.2.6).
  • the floating sludge after passing through the horizontal pipe flows into the slag discharge groove. discharge;
  • the rear end of the slag tank is the water outlet (4.2.7), the water outlet is an independent space, and the water outlet is connected to a drain pipe outside;
  • the water outlet and the slag discharge area are separated by a clapboard, and a number of holes are arranged at the lower part of the clapboard for drainage;
  • a movable sludge discharge valve plate (4.2.2) is set at the bottom of the mud-water separator.
  • the movable mud-discharge valve plate is used to close the bottom space. When the valve plate is opened, the sedimented sludge is discharged into the mud bucket of the mud-water separation tank;
  • the mud-water mixture in the aerobic tank flows into the pre-sediment inclined plate area through the water inlet, the air bubbles escape from the top of the pre-sediment inclined plate, the activated sludge settles to the bottom of the inclined plate, and the water flows into the horizontal pipe sedimentation tank, where further processing is completed in the horizontal pipe sedimentation tank.
  • the floating sludge is discharged through the sludge discharge tank, the water is discharged through the drainage area, and the sinking sludge is discharged at the bottom.
  • FIG. 1 is a schematic diagram of the system of the present invention.
  • Figure 2a is a schematic top view of a mud-water separation tank.
  • Figure 2b is a schematic side view of a mud-water separation tank.
  • Figure 2c is a schematic perspective view of a mud-water separation tank.
  • Figure 3 is a schematic diagram of a mud-water separator.
  • a multifunctional tank in the present invention has three functions of regulation, denitrification and sludge digestion at the same time.
  • the influent water first enters the adjustment zone, and then enters the first-level denitrification zone after the water quality and quantity are adjusted.
  • the return sludge first returns to the sludge digestion zone, and then enters the first-level denitrification zone after the sludge is digested, and then enters the water and reflux liquid.
  • preliminary denitrification is carried out in the primary denitrification zone, and 10%-20% of the reflux liquid in the reflux tank is returned to the primary denitrification unit for supplementing nitrate and nitrite.
  • a sludge discharge port is set at the bottom of the sludge digestion area to discharge the digested sludge ;
  • the mud-water separation tank adopts an independent high-load sedimentation tank, which uses a combination of inclined plate sedimentation and horizontal tube sedimentation to realize the three-phase separation of mud, water and gas, and realizes the preliminary sedimentation and separation of sludge in this tank, and Dissolved oxygen can be removed.
  • the return tank adopts the form of vertical flow sedimentation tank to further remove the mud-water mixture initially precipitated by the mud-water separation tank, and return the deoxygenated mud-water mixture to the anoxic area of the biochemical tank to prevent the dissolved oxygen in the anoxic area from passing through. high.
  • the mixed liquid reflux is divided into two sections. Most of the mixed liquid (return ratio of 100-200%) is deoxygenated in the reflux tank and then returned to the anoxic area of the biochemical tank, and a small part of the bottom sludge (about 5-10%) is separated from the mud and water. The pool returns to the sludge digestion zone.
  • a sewage treatment process based on a multifunctional pool belongs to the field of sewage treatment.
  • the process consists of pre-sedimentation tank, multi-functional tank, A/O biochemical tank, mud-water separation tank, reflux tank and advanced treatment unit.
  • the influent water goes through the pre-sedimentation tank to remove impurities such as garbage and sand, and then enters the multi-functional tank.
  • enter the biochemical pool which adopts traditional A/O and AA/O processes. Secondary denitrification and nitrification are carried out in the tank.
  • the mud-water separation tank and conduct three-phase separation of mud, water and gas in the mud-water separation tank.
  • the separated sludge is partially returned to the third area of the multi-functional tank for digestion, and the internal carbon source, internal carbon source and The carbon sources in the raw water are mixed, and the first-stage denitrification is carried out in the second zone, and the second-stage denitrification is carried out in the denitrification zone of the biochemical tank.
  • the two-stage denitrification improves the carbon source utilization rate and denitrification efficiency of the denitrification.
  • Denitrification adopts pure biofilm method, which can better enrich denitrification bacteria, anammox bacteria and other bacteria species with denitrification function.
  • Secondary denitrification adopts the combination of activated sludge and biofilm method to ensure denitrification efficiency. meet the target.
  • the mixed liquid after the mud-water separation enters the reflux tank, the back-flow tank performs deep precipitation on the effluent of the mud-water separation tank, and returns a large proportion of the mixed liquid after deoxygenation of the mud-water separation tank to the denitrification zone to realize denitrification and prevent the denitrification zone from dissolving. If the oxygen is too high, the effluent will be discharged up to the standard after passing through the advanced treatment unit.

Abstract

一种基于多功能池的污水处理工艺属于污水处理领域。进水经预沉池去除垃圾，砂子等杂质后，进入多功能池，随后进入生化池，在池内进行二级反硝化和硝化。随后进入泥水分离池，在泥水分离池内进行泥、水和气的三相分离，经分离后的污泥部分回流到多功能池的第三区进行消解，并且充分释放内碳源，内碳源和原水中的碳源混合，两级反硝化提高了反硝化的碳源利用率和反硝化效率。经泥水分离后的混合液进入回流池，回流池对泥水分离池的出水进行深度沉淀，并将泥水分离池脱氧后的混合液大比例回流到反硝化区，实现反硝化并防止反硝化区溶解氧过高，出水经深度处理单元后，达标排放。

Description

一种基于多功能池的污水处理工艺 技术领域
本发明属于水处理技术领域。
背景技术
目前的污水处理工艺存在以下缺点：1、除MBR工艺外，均需要较大的沉淀池，导致污水处理占地面积大；2、反硝化碳源利用率低，导致脱硝态氮困难；3、污泥产量大，污泥处理费用高昂；
本发明使用泥水分离池和回流池替代二沉池，节约了占地面积；采用两级反硝化，充分利用原水碳源；多功能池具有污泥消解效果，大量减少污泥产量，产生的挥发性脂肪酸类物质可以用于补充反硝化碳源。
现有的连续流污水处理工艺一般在二级生化后端设置占地面积极大的二沉池，二沉池高昂的投资成本和占地面积，极大的提高了污水处理的总成本，二沉池的功能仅为固液分离，基本无生化能力，若有沉淀死角，容易发生二沉池跑泥，出水反氨氮等现象，将会严重影响出水指标。目前在城镇污水中，对于总氮的去除，往往受限于碳源不足的问题，各污水厂总氮指标也难以稳定达到15mg/L的一级A排放标准。为稳定达标，需要大量投加碳源，也增加了污水厂的运营成本和控制难度。
发明内容
本发明创造是一种新型污水处理工艺，针对上述两种污水处理中的典型问题(二沉池占地面积大，反硝化碳源不足)，开发了多功能池和泥水分离池，在此基础上取消二沉池单元，并且在无需分段进水的情况下，充分利用原水中的碳源，实现充分彻底的反硝化脱氮。
一种基于多功能池的污水处理工艺，其特征在于：
污水依次经预沉池(1)，多功能池(2)，生化池(3)，泥水分离池(4)，回流池(5)，深度处理单元(6)后排出；
预沉池(1)用于去除污水中的垃圾，杂质，砂子，经预沉池处理后，污水进入多功能池(2)；
多功能池(2)分为三部分：
第一部分为调节池单元(2.1)，调节池水力停留时间为8-12h；
第二部分是一级反硝化单元(2.2)，具有搅拌器和填料，填料上污泥浓度达到0.1-0.8mg/cm 2；填料上培养生物膜，用来富集厌氧氨氧化细菌和反硝化细菌；
第三部分污泥消解单元(2.3)中，经污泥消解后的上清液同调节池单元(2.1)的进水在一级反硝化单元(2.2)混合，污泥消解单元(2.3)上清液中的硝酸盐、胞内碳源和(2.1)调节池原水中的有机物在一级反硝化单元(2.2)填料上的生物膜表面进行反硝化反应，上清液中的氨氮，亚硝酸盐和原水中的氨氮进行部分厌氧氨氧化反应，进而去除一部分总氮，
第三部分是污泥消解单元(2.3)，具有搅拌器，用于消解泥水分离池和回流池的回流污泥，溶解氧控制在0.5mg/L以下；
回流液进入污泥消解单元(2.3)经消解后，上清液进入第二部分一级反硝化单元(2.2)，在第二部分一级反硝化单元(2.2)进行初步反硝化后，同进水一起在一级反硝化单元(2.2)流出，一级反硝化单元溶解氧0.5mg/L以下，停留时间1-2h，随后进入生化池(3)；
生化池(3)包括缺氧段(3.1)，好氧段(3.2)，缺氧段(3.1)的溶解氧小于0.5mg/L,好氧段(3.2)溶解氧小于5mg/l，停留时间缺氧、好氧段分别为2-5h：6-10h；
生化池(3)出水进入泥水分离池(4)，经过泥水分离池后的上清液溶解氧降低到0.5-1mg/L，底部污泥浓度提高400％以上；然后依次进入回流池(5)和深度处理单元(6)；泥水分离池(4)，回流池(5)和深度处理单元(6)底部的污泥5％-10％排走，70％-85％回流到(3.1)生化池，10％-20％回流到(2.3)多功能池的污泥消解单元。
进一步，泥水分离池(4)结构如下：
包括布水器(4.1)，泥水分离器(4.2)，挡板(4.3)和泥斗(4.4)，进水经布水器均匀布水后，自上而下流入泥水分离池(4)，泥水分离池中间设置未插入底部的挡板(4.3)，进水在挡板左侧自上而下流到泥水分离池(4)池内，经过挡板后再上升到池内，此时，进水经过初步分离，其中的污泥沉淀到底部泥斗，上清液在上方，随后上清液流入泥水分 离器(4.2)进行进一步泥水分离；在泥水分离池内设置有若干泥水分离器，所有水都经泥水分离器流出；此外在泥水分离池底部设置泥斗，沉淀的污泥经泥斗收集，排出或回流。
进一步，泥水分离器结构包括进水孔(4.2.1)，活动排泥阀板(4.2.2)，预沉斜板区(4.2.3)，水平管沉淀区(4.2.4)，排渣区(4.2.5)，出渣槽(4.2.6)，出水端(4.2.7)；
进水孔(4.2.1)由在设备侧边平行排列的若干孔组成，进水经孔流入预沉斜板区(4.2.3)，
预沉斜板区由若干平行排列的斜板组成，斜板倾斜角度45-60°，斜板底部与侧边留有5-10cm的空隙，泥水混合物流入后，污泥经斜板滑入底部；
预沉斜板区后端连接水平管沉淀区(4.2.4)，水平管沉淀区的结构参见中国发明专利：水平管沉淀分离装置200610123752.2，CN 100551482C，公告日2009年10月21日，
水平管沉淀区后边是排渣区(4.2.5)，排渣区是一个独立空间，排渣区末端上部是出渣槽(4.2.6)，经过水平管后的浮泥流入出渣槽后排出；
出渣槽后端是出水端(4.2.7)，出水端是个独立空间，出水端外部接排水管；
出水端和排渣区之间由隔板分隔，隔板下部排列有若干孔用于排水；
泥水分离器的底部设置活动排泥阀板(4.2.2)，活动排泥阀板用于封闭底部空间，当阀板打开后把沉淀污泥排入泥水分离池的泥斗中；
好氧池的泥水混合液经进水口流入预沉斜板区，气泡从预沉斜板上方逸出，活性污泥沉淀到斜板底部，水流入水平管沉淀池，在水平管沉淀池内完成进一步固液分离后，上浮的污泥经排泥槽排除，水经过排水区排出，下沉的污泥在底部排出。
附图说明
图1是本发明系统示意图。
图2a是泥水分离池的俯视示意图。
图2b是泥水分离池的侧视示意图。
图2c是泥水分离池的立体示意图。
图3是泥水分离器的示意图。
具体实施方式
本发明中的一种多功能池，同时具有调节，反硝化和污泥消解三种功能。
1.进水先进入调节区，经水质水量调节后进入一级反硝化区，回流污泥先回流到污泥消解区，经污泥消解后进入一级反硝化区，随后进水和回流液一起在一级反硝化区进行初步反硝化，回流池回流液中的10％-20％回流到一级反硝化单元用于补充硝酸盐和亚硝酸盐。当混合液硝态氮含量不足时，可在回流池回流一部分硝化液用于补充硝态氮，随后混合液流进生化池，污泥消解区底部设置排泥口，将消解后的底泥排出；
2.泥水分离池采用独立设置的高负荷沉淀池，使用斜板沉淀和水平管沉淀相结合的方式，实现泥、水、气的三相分离，在该池内实现污泥的初步沉淀分离，并且可以对溶解氧实现脱除。
3.回流池采用竖流式沉淀池的形式，对经泥水分离池初步沉淀的泥水混合物进行进一步去除，并且回流经脱氧后的泥水混合物到生化池的缺氧区，防止缺氧区溶解氧过高。
4.混合液回流分成两段，大部分混合液(回流比100-200％)经回流池脱氧后回流到生化池的缺氧区，小部分底部污泥(约5-10％)在泥水分离池回流到污泥消解区。
5.无需设置污泥浓缩池，在污泥消解区实现污泥浓缩功能，污泥消解区定期排泥进行污泥处理。
一种基于多功能池的污水处理工艺属于污水处理领域。该工艺由预沉池，多功能池，A/O生化池，泥水分离池，回流池和深度处理单元组成。进水经预沉池去除垃圾，砂子等杂质后，进入多功能池，在多功能池的第一区实现水质，水量的均化调节，在第二区进行一级反硝化。随后进入生化池，生化池采用传统A/O，AA/O工艺等。在池内进行二级反硝化和硝化。随后进入泥水分离池，在泥水分离池内进行泥、水和气的三相分离，经分离后的污泥部分回流到多功能池的第三区进行消解，并且充分释放内碳源，内碳源和原水中的碳源混合，在第二区进行一级反硝化，在生化池的反硝化区进行二级反硝化，两级反硝化提高了反硝化的碳源利用率和反硝化效率，一级反硝化采用纯生物膜法，能够更好的富集具有反硝化功能的反硝化菌、厌氧氨氧化菌等菌种，二级反硝化采用活性污泥和生物膜法结合，确保反硝化效率达标。经泥水分离后的混合液进入回流池，回流池对泥水分离池的出水进行深度沉淀，并将泥水分离池脱氧后的混合液大比例回流到反硝化区，实现反硝化并防止反硝化区溶解氧过高，出水经深度处理单元后，达标排放。

Claims (3)

  1. 一种基于多功能池的污水处理工艺，其特征在于：
    污水依次经预沉池(1)，多功能池(2)，生化池(3)，泥水分离池(4)，回流池(5)，深度处理单元(6)后排出；
    预沉池(1)用于去除污水中的垃圾，杂质，砂子，经预沉池处理后，污水进入多功能池(2)；
    多功能池(2)分为三部分：
    第一部分为调节池单元(2.1)，调节池水力停留时间为8-12h；
    第二部分是一级反硝化单元(2.2)，具有搅拌器和填料，填料上污泥浓度达到0.1-0.8mg/cm 2；填料上培养生物膜，用来富集厌氧氨氧化细菌和反硝化细菌；
    第三部分污泥消解单元(2.3)中，经污泥消解后的上清液同调节池单元(2.1)的进水在一级反硝化单元(2.2)混合，污泥消解单元(2.3)上清液中的硝酸盐、胞内碳源和(2.1)调节池原水中的有机物在一级反硝化单元(2.2)填料上的生物膜表面进行反硝化反应，上清液中的氨氮，亚硝酸盐和原水中的氨氮进行部分厌氧氨氧化反应，进而去除一部分总氮，
    第三部分是污泥消解单元(2.3)，具有搅拌器，用于消解泥水分离池和回流池的回流污泥，溶解氧控制在0.5mg/L以下；
    回流液进入污泥消解单元(2.3)经消解后，上清液进入第二部分一级反硝化单元(2.2)，在第二部分一级反硝化单元(2.2)进行初步反硝化后，同进水一起在一级反硝化单元(2.2)流出，一级反硝化单元溶解氧0.5mg/L以下，停留时间1-2h，随后进入生化池(3)；
    生化池(3)包括缺氧段(3.1)，好氧段(3.2)，缺氧段(3.1)的溶解氧小于0.5mg/L,好氧段(3.2)溶解氧小于5mg/l，停留时间缺氧、好氧段分别为2-5h：6-10h；
    生化池(3)出水进入泥水分离池(4)，经过泥水分离池后的上清液溶解氧降低到0.5-1mg/L，底部污泥浓度提高400％以上；然后依次进入回流池(5)和深度处理单元(6)；泥水分离池(4)，回流池(5)和深度处理单元(6)底部的污泥5％-10％排走，70％-85％回流到(3.1)生化池，10％-20％回流到(2.3)多功能池的污泥消解单元。
  2. 根据权利要求1所述的污水处理工艺，其特征在于，泥水分离池(4)结构如下：
    包括布水器(4.1)，泥水分离器(4.2)，挡板(4.3)和泥斗(4.4)，进水经布水器均匀布水后，自上而下流入泥水分离池(4)，泥水分离池中间设置未插入底部的挡板(4.3)，进水在挡板左侧自上而下流到泥水分离池(4)池内，经过挡板后再上升到池内，此时，进水经过初步分离，其中的污泥沉淀到底部泥斗，上清液在上方，随后上清液流入泥水分离器(4.2)进行进一步泥水分离；在泥水分离池内设置有若干泥水分离器，所有水都经泥水分离器流出；此外在泥水分离池底部设置泥斗，沉淀的污泥经泥斗收集，排出或回流。
  3. 根据权利要求1所述的污水处理工艺，其特征在于：
    泥水分离器结构包括进水孔(4.2.1)，活动排泥阀板(4.2.2)，预沉斜板区(4.2.3)，水平管沉淀区(4.2.4)，排渣区(4.2.5)，出渣槽(4.2.6)，出水端(4.2.7)；
    进水孔(4.2.1)由在设备侧边平行排列的若干孔组成，进水经孔流入预沉斜板区(4.2.3)，
    预沉斜板区由若干平行排列的斜板组成，斜板倾斜角度45-60°，斜板底部与侧边留有5-10cm的空隙，泥水混合物流入后，污泥经斜板滑入底部；
    预沉斜板区后端连接水平管沉淀区(4.2.4)，水平管沉淀区的结构参见中国发明专利：水平管沉淀分离装置200610123752.2，CN 100551482C，公告日2009年10月21日，水平管沉淀区后边是排渣区(4.2.5)，排渣区是一个独立空间，排渣区末端上部是出渣槽(4.2.6)，经过水平管后的浮泥流入出渣槽后排出；
    出渣槽后端是出水端(4.2.7)，出水端是个独立空间，出水端外部接排水管；
    出水端和排渣区之间由隔板分隔，隔板下部排列有若干孔用于排水；
    泥水分离器的底部设置活动排泥阀板(4.2.2)，活动排泥阀板用于封闭底部空间，当阀板打开后把沉淀污泥排入泥水分离池的泥斗中；
    好氧池的泥水混合液经进水口流入预沉斜板区，气泡从预沉斜板上方逸出，活性污泥沉淀到斜板底部，水流入水平管沉淀池，在水平管沉淀池内完成进一步 固液分离后，上浮的污泥经排泥槽排除，水经过排水区排出，下沉的污泥在底部排出。
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