CN111003906A - Energy-saving and efficient municipal sewage treatment plant construction method - Google Patents
Energy-saving and efficient municipal sewage treatment plant construction method Download PDFInfo
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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
- C02F9/00—Multistage treatment of water, waste water or sewage
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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
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- C02F11/12—Treatment of sludge; Devices therefor by de-watering, drying or thickening
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- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/02—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls built-up from layers of building elements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/02—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls built-up from layers of building elements
- E04B2/04—Walls having neither cavities between, nor in, the solid elements
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- E—FIXED CONSTRUCTIONS
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- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/74—Removable non-load-bearing partitions; Partitions with a free upper edge
- E04B2/7407—Removable non-load-bearing partitions; Partitions with a free upper edge assembled using frames with infill panels or coverings only; made-up of panels and a support structure incorporating posts
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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
- C02F1/72—Treatment of water, waste water, or sewage by oxidation
- C02F1/76—Treatment of water, waste water, or sewage by oxidation with halogens or compounds of halogens
-
- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F2303/00—Specific treatment goals
- C02F2303/02—Odour removal or prevention of malodour
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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
- C02F2303/00—Specific treatment goals
- C02F2303/04—Disinfection
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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
- C02F3/12—Activated sludge processes
- C02F3/1236—Particular type of activated sludge installations
- C02F3/1257—Oxidation ditches
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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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- C02F3/1236—Particular type of activated sludge installations
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- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B2/00—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls
- E04B2/02—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls built-up from layers of building elements
- E04B2002/0297—Walls, e.g. partitions, for buildings; Wall construction with regard to insulation; Connections specially adapted to walls built-up from layers of building elements of which the width is less than the wall thickness
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- Civil Engineering (AREA)
- Electromagnetism (AREA)
- Environmental & Geological Engineering (AREA)
- Organic Chemistry (AREA)
- Chemical & Material Sciences (AREA)
- Water Supply & Treatment (AREA)
- Life Sciences & Earth Sciences (AREA)
- Hydrology & Water Resources (AREA)
- Activated Sludge Processes (AREA)
Abstract
A method for constructing an energy-saving and efficient municipal sewage treatment plant comprises the following steps: a. leveling a field, and sequentially constructing a pretreatment section, a secondary biological treatment section, an advanced treatment section, a disinfection section and a sludge treatment section; b. constructing a pretreatment section: comprises a coarse grid, a lifting pump station, a fine grid, an aeration grit chamber, a fine grid and a primary sedimentation tank; c. constructing a secondary biological treatment section: comprises an oxidation ditch and a secondary sedimentation tank; the outer pool wall is of a reinforced concrete structure, and the inner partition is of a brick wall shear wall structure; d. constructing a deep processing section: comprises a high-density sedimentation tank, a midway lifting pump station and a denitrification active sand filter; e. constructing a disinfection section: comprises a contact disinfection pool and an effluent discharge open channel; f. constructing a sludge treatment section: comprises a sludge concentration tank, a sludge dewatering room and a sludge outward transport field; g. raw sewage enters a pretreatment section; the treated sewage enters a secondary biological treatment section; the treated sewage enters an advanced treatment section; the treated sewage enters a disinfection section for disinfection and then is discharged.
Description
Technical Field
The invention relates to a construction method of an energy-saving and efficient municipal sewage treatment plant.
Background
Due to urban construction and industrial park construction, urban sewage discharge and industrial sewage discharge become main sources of environmental pollution, and the pollution of water quality directly harms the health of residents along water flow. Moreover, the harm of the pollution of the water quality to the surface water cannot be underestimated. And sewage treatment plants for urban sewage treatment and industrial sewage treatment are built, so that the problem of water quality of sewage discharged into the natural environment is solved correspondingly.
The main process flow of the existing sewage treatment plant comprises a pretreatment section, a secondary biological treatment section and a sludge treatment section. The pretreatment section usually comprises a coarse grating, a fine grating, a lifting pump room and a grit chamber, can remove impurities and sand grains such as fibers, wood, plastic products, paper and the like in sewage, and is a necessary working section of a sewage treatment plant. The secondary biological treatment section utilizes the functions of microbial adsorption and oxidation to degrade and remove organic pollutants in the sewage. The sludge treatment section is used for making the sludge generated in the sewage treatment process harmless, and making the best use of available substances in the sludge to turn harm into benefit.
However, the construction of the existing sewage treatment plant directly results in low sewage treatment capacity in the process flow, particularly in the secondary biological treatment section, the reaction process of the microorganisms and the sewage is too slow, and a plurality of stirrers are needed to be added to ensure that the microorganisms in the sludge and the sewage are fully fused to improve the activity of the microorganisms, so that the sewage treatment speed is increased. However, this leads directly to increased construction, use and operating costs and also to increased energy consumption. For example, the expansion of the secondary biological treatment section can increase the sewage treatment capacity, but causes problems of overlarge occupied area, difficult site selection, further increased construction cost and the like.
Therefore, how to extend the scale of the existing sewage treatment plant, and on the basis of accelerating the sewage treatment speed, the problems of reducing energy consumption, saving construction cost, reducing use cost and operation cost become two difficulties.
Disclosure of Invention
The invention aims to provide an energy-saving and efficient method for building a municipal sewage treatment plant, which utilizes the scale of the existing sewage treatment plant, reduces energy consumption, saves construction cost and reduces use cost and operation cost on the basis of accelerating sewage treatment speed.
The basic concept of the invention is as follows: the scale of the existing sewage treatment plant is used, any treatment section is not enlarged during construction, and a pretreatment section, a secondary biological treatment section, an advanced treatment section, a disinfection section and a sludge treatment section are sequentially constructed; the pretreatment section is communicated with the disinfection section through a secondary biological treatment section and an advanced treatment section in sequence; the secondary sedimentation tank of the secondary biological treatment section and the high-density sedimentation tank of the advanced treatment section are both communicated with the sludge concentration tank of the sludge treatment section. Raw sewage enters a pretreatment section; the sewage treated by the pretreatment section enters a secondary biological treatment section; the sewage treated by the secondary biological treatment section enters an advanced treatment section; the sewage treated by the advanced treatment section enters a disinfection section for disinfection and then is discharged. In the process, the sludge generated by the secondary sedimentation tank and the high-density sedimentation tank directly enters a sludge concentration tank for concentration and dehydration treatment; then the sludge is further dehydrated and transported to a sludge export yard for sludge transportation and final disposal through a sludge dehydration room of the sludge treatment section.
That is, the raw sewage firstly enters the water inlet well at the front end of the coarse grid, then flows into the coarse grid, intercepts the larger impurities in the sewage, is lifted to the fine grid by the lift pump, then the fine grid removes the finer impurities, the grit chamber removes the grit, then the fine grid and the primary settling tank enter the fine grid and the primary settling tank, further removes the solid matters in the sewage, the effluent is uniformly distributed to enter the biological tank through the distribution well, and the BOD is removed by the degradation of activated sludge5And (3) after pollutants are treated, the effluent is directly discharged after contact sterilization through a filter tank, the residual sludge is conveyed to a sludge tank through a sludge pump after passing through a sludge concentration tank, and a sludge cake with the water content of less than 60% is transported outside after being dewatered by a sludge dewatering machine.
The pretreatment section of the invention generally comprises a coarse grating, a fine grating, a lifting pump room and a grit chamber, can remove impurities and sand grains such as fiber, wood, plastic products, paper and the like in sewage, and is a necessary working section of a sewage treatment plant. Generally, the same pretreatment structure and equipment selection can meet the pretreatment requirements of different types of biological treatment processes, and whether a primary sedimentation tank and a hydrolysis acidification tank are arranged in the pretreatment process needs to be specifically analyzed according to the water quality characteristics.
The primary sedimentation tank is used for carrying out sedimentation separation on solid suspended matters with high density in sewage so as to reduce the load of subsequent biological treatment and prevent the adverse effect of inorganic suspended matters on the biological treatment. The primary sedimentation tank can remove settleable matters and floating matters in the wastewater. After the wastewater is primarily precipitated, 50% of the settleable substances, oil and floating substances and 20% of BOD can be removed, and the primary precipitation tank is the most economical purification step according to the removal of BOD or solid substances, and is suitable for pretreatment of domestic sewage and industrial sewage with high suspended substances. The primary sedimentation tank has the following functions: (1) and the sinkable objects and the floating objects are removed, so that the load of subsequent treatment facilities is reduced. (2) The fine solids are flocculated into larger particles, and the solid-liquid separation effect is enhanced. (3) Has certain adsorption and removal effects on colloidal substances. (4) To a certain extent, the primary sedimentation tank can play a role of a regulating tank and has a certain degree of homogenization effect on water quality. The impact of the water quality change on a subsequent biochemical system is slowed down.
The secondary biological treatment section of the invention: the biological treatment method mainly comprises an activated sludge method and a biofilm method. The activated sludge process is that sewage and various microbial populations are continuously mixed and cultured under the condition of artificial oxygenation to form activated sludge, the biological coagulation, adsorption and oxidation of the activated sludge are utilized to decompose and remove organic pollutants in the sewage, then the sludge is separated from water, most of the sludge flows back to an aeration tank, and the rest sludge is discharged. The biofilm method is that various carriers are utilized, the biofilm is propagated on the carriers through the continuous contact of the sewage and the carriers, the organic pollutants in the sewage are degraded and removed by utilizing the biological adsorption and oxidation of the biofilm, and the fallen biofilm is separated from the water.
The invention adopts the activated sludge process for secondary biological treatment, and simultaneously, the activated sludge process can effectively remove main pollutants in the municipal sewage and has lower treatment cost.
The activated sludge process has various process schemes, such as a common aeration method, a stage aeration method, a delay aeration method, a biological adsorption method, an oxidation ditch method, a pure oxygen aeration method, an A2/O denitrification process, an A2/O pond denitrification and dephosphorization process, an improved A2/O process, a CASS process, an ultra-deep aeration method and the like.
Among them, the A2/O process, the oxidation ditch process, and the CASS process are most commonly used.
The A2/O process is the English abbreviation of Anaerobic-Oxic, which is the abbreviation of Anaerobic-Anoxic-aerobic biological nitrogen and phosphorus removal process. The process is developed by American experts in the 70 s on the basis of an anaerobic-aerobic dephosphorization process (A/O), and the process simultaneously has the functions of denitrification and dephosphorization.
In the process, an anoxic tank is added in an anaerobic-aerobic dephosphorization process (A/O), and a part of mixed liquor flowing out of the aerobic tank flows back to the front end of the anoxic tank so as to achieve the aim of denitrification.
The oxidation ditch process is an anhydrous treatment process form developed in the early stage of fifty years, and is widely applied quickly due to simple structure, stable and reliable work and easy maintenance and management. To date, oxidation channels have been developed into various forms, and the main ones used widely are: carrousel (Carrousel) oxidation ditch, a2/O cell, alternating oxidation ditch and integrated oxidation ditch.
The CASS (Cyslic Activated Sludge System) process is an improved version of SBR, and is a form of Circulating Activated Sludge Technology (CAST). The process is developed on the basis of SBR process and oxidation ditch technology.
The CASS process is characterized by high required automatic control level and frequent opening and closing of a control and monitoring device in the running process.
However, through analysis and comparison, the oxidation ditch process scheme has the following advantages:
1. the scheme of the oxidation ditch has more sufficient nitrification and certain denitrification when achieving the same effect of removing BOD5 as the traditional activated sludge method;
2. the oxidation ditch method is relatively simple in management and is suitable for the current management level of sludge treatment;
3. the oxidation ditch method has stronger impact load resistance than the A2/O process.
Three-stage (deep) treatment process
After secondary treatment, some residual pollutants in the sewage can not meet the effluent requirement of a centralized sewage treatment plant.
The process flow of the advanced treatment can be a combination of the following processes according to different treatment purposes and requirements: coagulating sedimentation, filtration, activated carbon adsorption, biological nitrogen removal such as ozone oxidation, ion exchange, electrodialysis, reverse osmosis and the like. Coagulating sedimentation and filtration are the main technical means for removing SS. After the sewage is subjected to secondary treatment and precipitation, the effluent (namely the inlet water of a three-level structure) is not high in suspended matters on the whole, and the aim of effectively removing the suspended matters can be fulfilled by adopting a method of adding ferric salt or aluminum salt and directly filtering. After adding ferric salt or aluminum salt, phosphate precipitate and other colloid and suspended matter are formed and intercepted by a cup filter, so that the phosphorus value is reduced.
The main sludge treatment process of the sludge treatment section comprises the following steps:
1. sludge treatment requirement
The sludge produced in the sewage treatment process has high organic matter content, is not easy to stabilize and easy to decay, contains parasitic ova, causes secondary pollution due to poor treatment, and needs to be properly treated. The general principle of sludge treatment is volume reduction, stability and harmlessness, and the specific requirements are as follows:
the volume of the sludge is reduced, and the subsequent treatment cost of the sludge is reduced;
the content of organic matters is reduced, so that the sludge is stabilized;
reduces toxic and harmful substances in the sludge, makes the sludge harmless, and utilizes the available substances in the sludge as much as possible to turn the harmful substances into the beneficial substances.
2. Selection of sludge treatment process
Adopts the scheme of a belt type concentration and dehydration integrated machine. The disposal method is sanitary landfill after dehydration.
The basic scheme of the invention is as follows:
leveling a field, and sequentially constructing a pretreatment section, a secondary biological treatment section, an advanced treatment section, a disinfection section and a sludge treatment section; the pretreatment section is communicated with the disinfection section through a secondary biological treatment section and an advanced treatment section in sequence;
raw sewage enters a pretreatment section; the sewage treated by the pretreatment section enters a secondary biological treatment section; the sewage treated by the secondary biological treatment section enters an advanced treatment section; the sewage treated by the advanced treatment section enters a disinfection section for disinfection and then is discharged;
the pretreatment section comprises a coarse grid, a lifting pump station, a fine grid, an aeration grit chamber, a fine grid and a primary sedimentation tank; one end of the coarse grid is communicated with the raw sewage, the other end of the coarse grid is communicated with a water inlet of a lifting pump station, a water outlet of the lifting pump station is communicated with one end of the fine grid, the other end of the fine grid is communicated with a water inlet of the aeration grit chamber, a water outlet of the aeration grit chamber is communicated with one end of the fine grid, and the other end of the fine grid is communicated with a water inlet of the primary grit chamber; the coarse grating is used for intercepting smaller suspended matters in the sewage, reducing the influence on the lift pump and ensuring the normal operation of subsequent biochemical treatment; design flow QAV =2083.3m3/h，Qmax=1874.99m3H; KZ = 1.38; the flow velocity V = 0.6-1.0 m/s of the passing grid, and the installation inclination angle of the grid is 70 degrees; the lifting pump station is used for lifting sewage from the outside of the plant and from the inside of the plant to meet the requirements of subsequent process flows; design flow QAV =1000m3/h，Qmax=2874.95m3H; total coefficient of variation KZ = 1.38; the fine grid is used for further intercepting smaller suspended matters in the sewage; design flow rate Q =50000 gamma 1.38m3D; the flow velocity v = 0.6-1.0 m/s; the grid gap b2=5 mm; the water depth h2=1.0m before the grating; the installation angle is 90 degrees; fine grid process size L x H =6.5 x 4.5 x 2.0 m; the aeration grit chamber is used for removing sand grains with the grain size of more than or equal to 0.2mm in sewage, so that inorganic sand grains are separated from organic matters, and subsequent biochemical treatment is facilitated; design flow rate Q =50000 gamma 1.38m3D; the hydraulic retention time T = 2-3 min, and the aeration rate is 0.2m3/ m3Water; the technical size of the aerated grit chamber is L gamma, B gamma, H =17.15 gamma, 6.45 gamma, 5.5 m; the fine grid is connected with the aeration grit chamber and is of a reinforced concrete structure; the fine grid is used for further removing suspended matters in the wastewater and lightening the opposite directionThe biochemical influence is continued, and the biodegradability of the wastewater is improved; design flow rate Q =50000 gamma 1.38m3D; the flow velocity v = 0.6-1.0 m/s; grid gap b2=2 mm; the water depth h2=1.0m before the grating; the installation angle is 90 degrees; fine grid process size L x H =3.5 x 39.4 x 2.0 m; the primary sedimentation tank is used for further removing solid matters in the wastewater, and the design flow Q =50000 x 1.38m3D; the retention time is 2 h; primary sedimentation basin process size L x H =41.7 x 41.55 x 6.5m, effective water depth 6.0 m; and the fine grating and the primary sedimentation tank are jointly built.
The secondary biological treatment section comprises an oxidation ditch and a secondary sedimentation tank; the water outlet of the primary sedimentation tank is communicated with the water inlet of the oxidation ditch, and the water outlet of the oxidation ditch is communicated with the water inlet of the secondary sedimentation tank.
The oxidation ditch is used for carrying out biological decarburization, denitrification and dephosphorization on the sewage entering the oxidation ditch to remove pollutants in the sewage; the oxidation ditch is divided into two groups to run in parallel, and each group is divided into an anaerobic/anoxic adjusting tank, an anaerobic tank, an anoxic tank and an aerobic tank; design flow Q =20000 gamma 1.38m3D; the sludge load is 0.095kg/BOD5The concentration of mixed solution is 4 g/L; designing effective mud age theta =21 d; the residual dry sludge amount is 3.492 t/d; total residence time HRT =20.28 h; total volume 42249m3(ii) a The gas-water ratio is 7.6: 1; the sludge reflux ratio R = 100%; mixed liquor reflux ratio R1= 220%; the outer pond wall of the oxidation ditch is of a reinforced concrete structure, and the inner partition wall of the oxidation ditch is of a brick wall shear wall structure.
The secondary sedimentation tank comprises a sludge return tank and a sedimentation tank, the plane size is phi =40m, the total depth of the tank is 5.2m, the depth of water on the periphery is 4.50m, the outer tank wall adopts a reinforced concrete structure, and the inner partition adopts a brick wall shear wall structure; wherein the sludge return tank is used for returning the active sludge discharged according to the operation requirement of the oxidation ditch tank to the oxidation ditch tank; design flow Q =20000 gamma 1.38m3D; maximum reflux rate R = 100%; the sedimentation tank is used for carrying out sludge-water separation on the biochemical sewage; design flow QAV =416.67m of single-seat sedimentation tank3H; design maximum surface load q =0.93m3/(m2H); theoretical return sludge concentration XS =8.00 g/L; the effective mud-water separation time T =1.5 h.
The advanced treatment section comprises a high-density sedimentation tank, a midway lifting pump station,A denitrification active sand filter; the high-density sedimentation tank is used for dosing to perform flocculation sedimentation dephosphorization, and simultaneously, the high-density sedimentation tank is used for reducing the load of the denitrification active sand filter and prolonging the backwashing period; design flow rate Q =50000 gamma 1.38m3D; mixing for 2 min; the effective water depth is 3.5 m; the retention time is 10.0 min; the effective water depth is 6.8 m; the surface load of the precipitation zone is 7.85m3/m2H; gamma at a total size of L gamma, H =30.5 gamma, 26.5 gamma, 8.5 m; the effective water depth is 8.0m, and the reinforced concrete structure is adopted; the midway lifting pump station is used for enabling the effluent of the high-density sedimentation tank to flow into the denitrification active sand filter, and is jointly built with the high-density sedimentation tank; design flow rate Q =50000 gamma 1.38m3D; the retention time is 0.52 h; the effective water depth is 4.5 m; the denitrification active sand filter is a high-efficiency filter integrating coagulation, clarification and filtration, is an upward sand flow filter, continuously performs back flushing during operation, raw water enters the filter through a water inlet pipe, is uniformly distributed by a water distributor and then flows upward in a counter current manner to pass through a filter material layer and is discharged; in the process, raw water is filtered, so that the content of pollutants in the water is reduced, and denitrification is performed by using the denitrification of the membrane-hanging microorganisms on the filter material; the content of the sand in the material is increased along with the increase of the content of the pollutants in the material, and the content of the pollutants in the lower filter material layer is higher than that of the pollutants in the upper filter material layer; an air lift pump positioned in the center of the filter lifts the sand filter material at the bottom layer into a sand washer at the top of the filter for cleaning under the action of an air compressor; returning the cleaned filter sand to the filter bed, and discharging pollutants generated by cleaning; design flow rate Q =50000 gamma 1.38m3D; the system running time is 24 h/d; normal filtration flow rate 4.34m3/m2H; peak filtration flow Rate 6.55m3/m2H; the carbon source requirement is 35mg/L of sodium acetate.
The water outlet of the secondary sedimentation tank is communicated with the water inlet of the high-density sedimentation tank, the water outlet of the high-density sedimentation tank is communicated with the water inlet of the midway lifting pump station, and the water outlet of the midway lifting pump station is communicated with the water inlet of the denitrification active sand filter tank.
The disinfection section comprises a contact disinfection pool and an effluent discharge open channel.
After the sewage is biologically treated, the water is disinfected to ensure that the index of coliform group number in the water reaches the centralized sewage position of an industrial parkTreating the factory emission standard; design flow rate Q =50000 gamma 1.38m3D; the content of suspended matters is less than or equal to 10 mg/L; the retention time is 0.5 h; the sterilization index is that the number of coliform bacteria in the effluent excrement is less than 1000 per liter; a baffle wall is arranged in the rectangular contact tank for disinfection so as to ensure the mixed contact disinfection effect, and the size of the contact disinfection tank is L x gamma B x gamma H =22.8 x gamma 15.5 x gamma 6.4 m; the effective water depth is 6.0 m; a reinforced concrete structure; the matched equipment is a Pasteur measuring tank, the throat width is 0.6m, the measuring range is 12.5-850L/s, and the matched open channel flowmeter is included.
The chlorine adding room is used for providing chlorine dioxide for the contact disinfection tank; design flow rate Q =50000 gamma 1.38m3D; a civil size of gamma, gabx, H =17.5 gamma, 6.5 gamma, 5.0 m; the adding amount of the chlorine dioxide is 10mg/L calculated by available chlorine; the main equipment is one chlorine dioxide generator.
The water outlet of the denitrification active sand filter is communicated with the water inlet of the contact disinfection tank, and the water outlet of the contact disinfection tank is communicated with the effluent discharge open channel.
The sludge treatment section comprises a sludge concentration tank, a sludge dewatering room and a sludge outward transport field.
The sludge concentration tank is used for reducing the water content of the sludge and reducing the volume of the sludge; the amount of dry sludge was G =7.0 tDS/d; the solid content is 0.5-0.8% of sludge entering, and the sludge is more than or equal to 20% after dehydration; the dosage of the PAM medicament is 3-5% of the dry matter of the sludge, the modulation concentration is 0.5%, and the addition concentration is 0.1%; the civil size of the mortar is Dx H = Ph 15.0 x 3.6m, and the main equipment is a peripheral transmission mud scraper set and adopts worm and gear transmission; the sludge dewatering room is used for dewatering sludge generated in the sewage treatment process, so that the water content is reduced, and the sludge transportation and final treatment are facilitated; a belt type concentration and dehydration integrated machine is adopted, and a polyacrylamide high-molecular medicament is adopted as a flocculating agent; the solid content of the inlet mud is 0.4-0.8%, and the solid content of the outlet mud is more than or equal to 40%; the sludge dewatering interval size L gamma H =27 gamma 12.5 gamma 6.0 m; the sludge external transport field size L gamma H =8 gamma 12.5 gamma 6.0 m.
The sludge concentration tank is communicated with the sludge dewatering room, and the sludge dewatering room is communicated with the sludge outward transportation field.
Wherein, the secondary sedimentation tank and the high-density sedimentation tank are both communicated with the sludge concentration tank, and the sludge generated by the secondary sedimentation tank and the high-density sedimentation tank directly enters the sludge concentration tank.
The oxidation ditch in the secondary biological treatment section and the internal partition of the secondary sedimentation tank adopt a brick wall shear wall structure, and the applicant finds that the internal partitions of all sewage treatment sections in the construction of the existing sewage treatment plant adopt a reinforced concrete structure, so that the internal partitions of all sewage treatment sections in the construction of the existing sewage treatment plant are in accordance with ' water supply and drainage engineering structure design code ' (GBJ69-84) ' rule 1.0.3 water storage or water treatment structures and underground structures, and generally adopt reinforced concrete structures; when the capacity is small and the safety level is lower than the second level, a masonry structure may be employed. "," 6.1.2 when the intensity of defence is 8 degrees, 9 degrees, the water containing structure should not adopt masonry structure. ". However, if the internal partition wall is constructed by using the reinforced concrete specified by the specification, the friction coefficient between the water flow and the partition wall is very low, microorganisms are difficult to attach to the reinforced concrete partition wall, and proliferation and propagation on the reinforced concrete partition wall are difficult, i.e., most of the contact surface of the microorganisms and the water flow is limited at the contact part of the water flow and the activated sludge at the bottom in the tank. Moreover, as the water flow in the secondary biological treatment section is slow, in order to keep the activity of microorganisms for sewage treatment, stirring equipment is added to ensure that the water body and the microorganisms are fully fused, so as to improve the treatment speed of the microorganisms; the addition of the stirring equipment can also make the microorganisms in the water body obtain more nutrients and oxygen, so that the proliferation and propagation of the microorganisms are facilitated. However, the addition of the stirring equipment can increase the construction cost and the operation cost, and the requirements on the installation position, the installation and the debugging of the stirring equipment are high, so that the stirring equipment can be fully stirred without dead angles, and the speed is uniform without damaging the living and breeding environment of microorganisms. Therefore, the applicant proposes that after the internal partition adopts a brick wall shear wall (a shear wall built by bricks and concrete), the safety level and the fortification intensity of the internal partition can not only completely meet the requirements of structural design specifications of water supply and drainage engineering (GBJ69-84), but also microorganisms can be firmly attached to the rough brick wall shear wall and multiply and propagate in a large amount, the brick wall shear wall is vertically arranged in an oxidation ditch and a secondary sedimentation tank in a secondary biological treatment section, the top of the brick wall shear wall is higher than or level with the sewage level, and the microorganisms attached to the brick wall shear wall can obtain more nutrients and oxygen compared with the existing underwater sludge. Secondly, the friction coefficient between sewage and the partition wall is increased by adopting a brick wall shear wall body as the internal partition wall, the contact surface area between the partition wall and the sewage is increased, the contact area between the sewage and microorganisms is also increased, finally, the sludge activity in the secondary biological treatment section is fully utilized, and the efficiency of cleaning the sewage passing through the secondary biological treatment section is higher. The internal partition brick wall shear wall can be built to be 5m high and 20m long, the brick wall shear wall is provided with ring beams and constructional columns (the concrete grade is C25 or C30), the brick wall shear wall is alternately built, the end faces of brick blocks on the wall surface of the brick wall shear wall are protruded, namely the wall surface of the brick wall shear wall is uneven, the brick-building included angle of the brick wall shear wall is 35 degrees (namely bricks and bricks are alternately stacked to form a wall body, and an included angle of 35 degrees is formed between the bricks), the ring beams and the constructional columns are built when the brick wall shear wall is built, the wall surface of the brick wall shear wall forms a rough surface, small circulation is formed on the uneven wall surface in the water flow process, stirring can be accelerated, the contact surface of microorganisms is increased, the activity of the microorganisms is increased, the sewage treatment efficiency is improved by more than 10 percent, and the microorganisms quickly remove carbon, nitrogen and phosphorus in sewage, can effectively and quickly eliminate sewage odor. The applicant also found that the partition wall only allows the water flow in the pool to pass through a long distance in a fixed space as much as possible, the water pressure at the two sides of the partition wall is basically balanced, the flow rate is very low (the flow rate of the sewage in a sewage treatment plant is low, the whole flow is hundreds of meters long, and the hydraulic pressure difference is between 1 and 2 meters, so the influence on the flow rate is not great), even if the partition wall leaks, the influence is not caused, only the impact can exist when the water flow passes through, and the impact can be completely borne by the brick wall shear wall with the ring beam and the constructional column. Compared with the existing reinforced concrete partition wall, the reinforced concrete partition wall has higher cost-effectiveness ratio and equal safety.
The disinfection scheme of the invention can be used in a contact disinfection tank of a disinfection section by using liquid chlorine, ozone, ultraviolet rays and chlorine dioxide, and a contact disinfection method is recommended, and the medicament is chlorine dioxide.
The invention can adopt a deodorization means to carry out deodorization treatment on sewage and sludge, and the main components in the odor of the sewage treatment plant are hydrogen sulfide, ammonia and methyl mercaptan. From the malodorous content, ammonia is the most abundant, followed by hydrogen sulfide, methyl mercaptan. And the odor intensity of hydrogen sulfide and methyl mercaptan is highest. Not only affecting the sense of people, but also being harmful to health.
In order to prevent and avoid the influence of the odor of the sewage treatment plant on the life of residents, certain laws, regulations and standards are correspondingly established in China. For example, the national air pollution prevention and treatment law, the emission standard of malodorous pollutants (GB 14554-93), the environmental air quality standard (GB 3095-2001), the comprehensive emission standard of atmospheric pollutants (GB 16297-1996), and the emission standard of pollutants for municipal wastewater treatment plants (GB 18918-2002).
Sources of odor: the places with higher odor concentration generated by sewage treatment plants are mainly a sewage pretreatment part (a grid well, a lift pump house water collecting tank, a fine grid and a grit chamber) and a sludge treatment unit, and the odor concentration of a biological tank and an advanced treatment part is lower.
The deodorization of sewage treatment plants is usually carried out by water cleaning and liquid medicine cleaning, activated carbon adsorption or biological filter deodorization. The activated carbon adsorption method works best, but the activated carbon has a saturation period, and the activated carbon must be replaced (activated carbon regeneration is carried out) after the saturation period, so the treatment cost is high. The water cleaning and chemical cleaning methods must be equipped with many additional facilities such as chemical storage devices, chemical delivery devices, discharge devices, etc., and the operation management is complicated, and the odor that does not react with the chemical is difficult to remove, and the efficiency is low. The biological filtering deodorization method is that the collected waste gas passes through solid carrier (filler) full of microorganism under proper condition, the odor substance is firstly absorbed and absorbed by the filler, then is oxidized and decomposed by the microorganism on the filler, the malodorous substance is absorbed and then is converted into harmless CO2、HO2、H2SO4、HNO3And the like, and completes the deodorization process of the waste gas.
The invention has the advantages that:
1. the construction cost of the sewage treatment project is reasonably controlled, the outer wall of the sewage treatment pool is of a reinforced concrete structure, the inner partition is of a brick wall shear wall structure, the investment is saved, the sludge microorganism attachment activity is improved, and the contact surface area is increased. The sewage treatment equipment considers the comprehensive factors of purchase price, operation cost, overhaul rate and spare part price. And the cost of the whole life cycle of a sewage treatment project is effectively reduced by adopting whole-process engineering consultation.
2. The microorganism can quickly transform harmful components in the sewage, quickly decompose and eliminate odor, and effectively solve the 'neighborhood' problem of environmental protection facilities. The greening scheme can eliminate the greening standard of industrial facilities, adopt the greening standard of parks, even can build orchards, picking gardens and gardens to breed clear water plants, fishes and shrimps, and partially improve the quality of the outlet water to reach the drinking water standard. The sewage treatment plant after eliminating the odor can lead the residents of the communities of children and old people to participate and become a park in the sports center or around.
Specifically, the method for constructing the energy-saving and high-efficiency municipal sewage treatment plant is carried out according to the following steps:
a. leveling a field, and sequentially constructing a pretreatment section, a secondary biological treatment section, an advanced treatment section, a disinfection section and a sludge treatment section; the pretreatment section is communicated with the disinfection section through a secondary biological treatment section and an advanced treatment section in sequence;
b. constructing a pretreatment section: the pretreatment section comprises a coarse grid, a lifting pump station, a fine grid, an aeration grit chamber, a fine grid and a primary sedimentation tank; one end of the coarse grid is communicated with the raw sewage, the other end of the coarse grid is communicated with a water inlet of a lifting pump station, a water outlet of the lifting pump station is communicated with one end of the fine grid, the other end of the fine grid is communicated with a water inlet of the aeration grit chamber, a water outlet of the aeration grit chamber is communicated with one end of the fine grid, and the other end of the fine grid is communicated with a water inlet of the primary grit chamber; the coarse grating is used for intercepting smaller suspended matters in the sewage, reducing the influence on the lift pump and ensuring the normal operation of subsequent biochemical treatment; design flow QAV =2083.3m3/h，Qmax=1874.99m3H; KZ = 1.38; the flow velocity V = 0.6-1.0 m/s of the passing grid, and the installation inclination angle of the grid is 70 degrees; the lifting pump station is used for lifting sewage from outside and inside of the plant to meet the requirement of subsequent process flow(ii) a Design flow QAV =1000m3/h，Qmax=2874.95m3H; total coefficient of variation KZ = 1.38; the fine grid is used for further intercepting smaller suspended matters in the sewage; design flow rate Q =50000 gamma 1.38m3D; the flow velocity v = 0.6-1.0 m/s; the grid gap b2=5 mm; the water depth h2=1.0m before the grating; the installation angle is 90 degrees; fine grid process size L x H =6.5 x 4.5 x 2.0 m; the aeration grit chamber is used for removing sand grains with the grain size of more than or equal to 0.2mm in sewage, so that inorganic sand grains are separated from organic matters, and subsequent biochemical treatment is facilitated; design flow rate Q =50000 gamma 1.38m3D; the hydraulic retention time T = 2-3 min, and the aeration rate is 0.2m3/ m3Water; the technical size of the aerated grit chamber is L gamma, B gamma, H =17.15 gamma, 6.45 gamma, 5.5 m; the fine grid is connected with the aeration grit chamber and is of a reinforced concrete structure; the fine grid is used for further removing suspended matters in the wastewater, so that the influence on subsequent biochemistry is reduced, and the biodegradability of the wastewater is improved; design flow rate Q =50000 gamma 1.38m3D; the flow velocity v = 0.6-1.0 m/s; grid gap b2=2 mm; the water depth h2=1.0m before the grating; the installation angle is 90 degrees; fine grid process size L x H =3.5 x 39.4 x 2.0 m; the primary sedimentation tank is used for further removing solid matters in the wastewater, and the design flow Q =50000 x 1.38m3D; the retention time is 2 h; primary sedimentation basin process size L x H =41.7 x 41.55 x 6.5m, effective water depth 6.0 m; the fine grid and the primary sedimentation tank are built together;
c. constructing a secondary biological treatment section: the secondary biological treatment section comprises an oxidation ditch and a secondary sedimentation tank; the water outlet of the primary sedimentation tank is communicated with the water inlet of the oxidation ditch, and the water outlet of the oxidation ditch is communicated with the water inlet of the secondary sedimentation tank; the oxidation ditch is used for carrying out biological decarburization, denitrification and dephosphorization on the sewage entering the oxidation ditch to remove pollutants in the sewage; the oxidation ditch is divided into two groups to run in parallel, and each group is divided into an anaerobic/anoxic adjusting tank, an anaerobic tank, an anoxic tank and an aerobic tank; design flow Q =20000 gamma 1.38m3D; the sludge load is 0.095kg/BOD5The concentration of mixed solution is 4 g/L; designing effective mud age theta =21 d; the residual dry sludge amount is 3.492 t/d; total residence time HRT =20.28 h; total volume 42249m3(ii) a The gas-water ratio is 7.6: 1; the sludge reflux ratio R = 100%; mixed liquor reflux ratio R1= 220%; the outer pool wall of the oxidation ditch adopts a reinforced concrete structure and is internally provided withThe partition adopts a brick wall shear wall structure; the secondary sedimentation tank comprises a sludge return tank and a sedimentation tank, the plane size is phi =40m, the total depth of the tank is 5.2m, the depth of water on the periphery is 4.50m, the outer tank wall of the secondary sedimentation tank adopts a reinforced concrete structure, and the inner partition adopts a brick wall shear wall structure; wherein the sludge return tank is used for returning the active sludge discharged according to the operation requirement of the oxidation ditch tank to the oxidation ditch tank; design flow Q =20000 gamma 1.38m3D; maximum reflux rate R = 100%; the sedimentation tank is used for carrying out sludge-water separation on the biochemical sewage; design flow QAV =416.67m of single-seat sedimentation tank3H; design maximum surface load q =0.93m3/(m2H); theoretical return sludge concentration XS =8.00 g/L; the effective mud-water separation time T =1.5 h;
d. constructing a deep processing section: the advanced treatment section comprises a high-density sedimentation tank, a midway lifting pump station and a denitrification active sand filter; the high-density sedimentation tank is used for dosing to perform flocculation sedimentation dephosphorization, and simultaneously, the high-density sedimentation tank is used for reducing the load of the denitrification active sand filter and prolonging the backwashing period; design flow rate Q =50000 gamma 1.38m3D; mixing for 2 min; the effective water depth is 3.5 m; the retention time is 10.0 min; the effective water depth is 6.8 m; the surface load of the precipitation zone is 7.85m3/m2H; gamma at a total size of L gamma, H =30.5 gamma, 26.5 gamma, 8.5 m; the effective water depth is 8.0m, and the reinforced concrete structure is adopted; the midway lifting pump station is used for enabling the effluent of the high-density sedimentation tank to flow into the denitrification active sand filter, and is jointly built with the high-density sedimentation tank; design flow rate Q =50000 gamma 1.38m3D; the retention time is 0.52 h; the effective water depth is 4.5 m; design flow Q =50000 gamma 1.38m of denitrification active sand filter3D; the system running time is 24 h/d; normal filtration flow rate 4.34m3/m2H; peak filtration flow Rate 6.55m3/m2H; the carbon source requirement is 35mg/L of sodium acetate;
the water outlet of the secondary sedimentation tank is communicated with the water inlet of the high-density sedimentation tank, the water outlet of the high-density sedimentation tank is communicated with the water inlet of the midway lifting pump station, and the water outlet of the midway lifting pump station is communicated with the water inlet of the denitrification active sand filter tank;
e. constructing a disinfection section: the disinfection section comprises a contact disinfection pool and an effluent discharge open channel; design flow rate Q =50000 gamma 1.38m3D; the content of suspended matters is less than or equal to 10 mg/L; the retention time is 0.5 h; the sterilization index is that the number of coliform bacteria in the effluent excrement is less than 1000 per liter; a baffle wall is arranged in the rectangular contact tank for disinfection so as to ensure the mixed contact disinfection effect, and the size of the contact disinfection tank is L x gamma B x gamma H =22.8 x gamma 15.5 x gamma 6.4 m; the effective water depth is 6.0 m; a reinforced concrete structure; the matched equipment is a Pasteur measuring tank, the throat width is 0.6m, the measuring range is 12.5-850L/s, and the matched equipment comprises a matched open channel flowmeter;
the disinfection section also comprises a chlorine adding room which is used for providing chlorine dioxide for the contact disinfection tank; design flow rate Q =50000 gamma 1.38m3D; a civil size of gamma, gabx, H =17.5 gamma, 6.5 gamma, 5.0 m; the adding amount of the chlorine dioxide is 10mg/L calculated by available chlorine; the main equipment is a chlorine dioxide generator;
the water outlet of the denitrification active sand filter is communicated with the water inlet of the contact disinfection tank, and the water outlet of the contact disinfection tank is communicated with the effluent discharge open channel;
f. constructing a sludge treatment section: the sludge treatment section comprises a sludge concentration tank, a sludge dewatering room and a sludge outward transport field; the sludge concentration tank is used for reducing the water content of the sludge and reducing the volume of the sludge; the amount of dry sludge was G =7.0 tDS/d; the solid content is 0.5-0.8% of sludge entering, and the sludge is more than or equal to 20% after dehydration; the dosage of the PAM medicament is 3-5% of the dry matter of the sludge, the modulation concentration is 0.5%, and the addition concentration is 0.1%; the civil size of the mortar is Dx H = Ph 15.0 x 3.6m, and the main equipment is a peripheral transmission mud scraper set and adopts worm and gear transmission; the sludge dewatering room is used for dewatering sludge generated in the sewage treatment process, so that the water content is reduced, and the sludge transportation and final treatment are facilitated; a belt type concentration and dehydration integrated machine is adopted, and a polyacrylamide high-molecular medicament is adopted as a flocculating agent; the solid content of the inlet mud is 0.4-0.8%, and the solid content of the outlet mud is more than or equal to 40%; the sludge dewatering interval size L gamma H =27 gamma 12.5 gamma 6.0 m; the sludge external transport field size L gamma H =8 gamma 12.5 gamma 6.0 m;
the secondary sedimentation tank and the high-density sedimentation tank are both communicated with the sludge concentration tank, and sludge generated by the secondary sedimentation tank and the high-density sedimentation tank directly enters the sludge concentration tank; the sludge concentration tank is communicated with a sludge dewatering room, and the sludge dewatering room is communicated with a sludge outward transportation field;
g. raw sewage enters a pretreatment section; the sewage treated by the pretreatment section enters a secondary biological treatment section; the sewage treated by the secondary biological treatment section enters an advanced treatment section; the sewage treated by the advanced treatment section enters a disinfection section for disinfection and then is discharged.
In step c, the oxidation ditch and the internal partition of the secondary sedimentation tank in the secondary biological treatment section are of a brick wall shear wall structure, the internal partition brick wall shear wall is 5m high and 20m long, the brick wall shear wall is provided with ring beams and constructional columns, the brick wall shear walls are alternately laid, the brick laying included angle of the brick wall shear wall is 35 degrees, and the ring beams and the constructional columns are built while the brick wall shear wall is laid.
In the step b of the invention, the waste gas collected in the aeration grit chamber and the primary settling chamber can pass through the solid filler full of microorganisms, so that odor substances of odor are firstly adsorbed and absorbed by the filler and then are oxidized and decomposed by the microorganisms on the filler, and the odor substances are converted into harmless CO after being adsorbed and absorbed2、HO2、H2SO4、NHO3And the like, and completes the deodorization process of the waste gas.
In the step f of the invention, the waste gas collected in the sludge concentration tank can pass through the solid filler full of microorganisms, so that odor substances are firstly adsorbed and absorbed by the filler and then are oxidized and decomposed by the microorganisms on the filler, and the odor substances are converted into harmless CO after being adsorbed and absorbed2、HO2、H2SO4、NHO3And the like, and completes the deodorization process of the waste gas.
The filler can be natural organic fiber, silicate, porous ceramic ware, fermented bran products or fibrous porous plastics.
Compared with the prior similar products, the method for constructing the energy-saving and high-efficiency municipal sewage treatment plant reduces the energy consumption, saves the construction cost and reduces the use cost and the operation cost on the basis of accelerating the sewage treatment speed by utilizing the scale of the prior sewage treatment plant.
The present invention will be further described with reference to the following examples, but the present invention is not limited to the examples.
Drawings
FIG. 1 is a schematic plan view of a sewage treatment plant constructed by a method for constructing an energy-saving and efficient municipal sewage treatment plant in the embodiment.
FIG. 2 is a schematic view of a partial structure of a brick wall shear wall used for the internal partition in the secondary biological treatment section.
FIG. 3 is a partial structure diagram of another brick wall shear wall used for internal partition in the secondary biological treatment section.
Fig. 4 is a schematic top view of a partial brick wall shear wall structure.
Fig. 5 is a sectional view taken along line a-a of fig. 4.
Fig. 6 is a schematic structural view of the brick wall shear wall structure of fig. 5 including ring beams and construction columns.
Detailed Description
Example 1: as shown in figures 1-6, the method for constructing the energy-saving and high-efficiency municipal sewage treatment plant is characterized by comprising the following steps of:
a. leveling a field, and sequentially constructing a pretreatment section 1, a secondary biological treatment section 2, an advanced treatment section 3, a disinfection section 4 and a sludge treatment section 5; the pretreatment section is communicated with the disinfection section through a secondary biological treatment section and an advanced treatment section in sequence;
b. constructing a pretreatment section: the pretreatment section comprises a coarse grid, a lifting pump station, a fine grid, an aeration grit chamber, a fine grid and a primary sedimentation tank; one end of the coarse grid is communicated with the raw sewage, the other end of the coarse grid is communicated with a water inlet of a lifting pump station, a water outlet of the lifting pump station is communicated with one end of the fine grid, the other end of the fine grid is communicated with a water inlet of the aeration grit chamber, a water outlet of the aeration grit chamber is communicated with one end of the fine grid, and the other end of the fine grid is communicated with a water inlet of the primary grit chamber; the coarse grating is used for intercepting smaller suspended matters in the sewage, reducing the influence on the lift pump and ensuring the normal operation of subsequent biochemical treatment; design flow QAV =2083.3m3/h，Qmax=1874.99m3H; KZ = 1.38; the flow velocity V = 0.6-1.0 m/s of the passing grid, and the installation inclination angle of the grid is 70 degrees; the lifting pump station is used for lifting sewage from the outside of the plant and from the inside of the plant to meet the requirements of subsequent process flows; design ofFlow QAV =1000m3/h，Qmax=2874.95m3H; total coefficient of variation KZ = 1.38; the fine grid is used for further intercepting smaller suspended matters in the sewage; design flow rate Q =50000 gamma 1.38m3D; the flow velocity v = 0.6-1.0 m/s; the grid gap b2=5 mm; the water depth h2=1.0m before the grating; the installation angle is 90 degrees; fine grid process size L x H =6.5 x 4.5 x 2.0 m; the aeration grit chamber is used for removing sand grains with the grain size of more than or equal to 0.2mm in sewage, so that inorganic sand grains are separated from organic matters, and subsequent biochemical treatment is facilitated; design flow rate Q =50000 gamma 1.38m3D; the hydraulic retention time T = 2-3 min, and the aeration rate is 0.2m3/ m3Water; the technical size of the aerated grit chamber is L gamma, B gamma, H =17.15 gamma, 6.45 gamma, 5.5 m; the fine grid is connected with the aeration grit chamber and is of a reinforced concrete structure; the fine grid is used for further removing suspended matters in the wastewater, so that the influence on subsequent biochemistry is reduced, and the biodegradability of the wastewater is improved; design flow rate Q =50000 gamma 1.38m3D; the flow velocity v = 0.6-1.0 m/s; grid gap b2=2 mm; the water depth h2=1.0m before the grating; the installation angle is 90 degrees; fine grid process size L x H =3.5 x 39.4 x 2.0 m; the primary sedimentation tank is used for further removing solid matters in the wastewater, and the design flow Q =50000 x 1.38m3D; the retention time is 2 h; primary sedimentation basin process size L x H =41.7 x 41.55 x 6.5m, effective water depth 6.0 m; the fine grid and the primary sedimentation tank are built together;
c. constructing a secondary biological treatment section: the secondary biological treatment section 2 comprises an oxidation ditch 21 and a secondary sedimentation tank 22; the water outlet of the primary sedimentation tank is communicated with the water inlet of the oxidation ditch, and the water outlet of the oxidation ditch is communicated with the water inlet of the secondary sedimentation tank; the oxidation ditch is used for carrying out biological decarburization, denitrification and dephosphorization on the sewage entering the oxidation ditch to remove pollutants in the sewage; the oxidation ditch is divided into two groups to run in parallel, and each group is divided into an anaerobic/anoxic adjusting tank, an anaerobic tank, an anoxic tank and an aerobic tank; design flow Q =20000 gamma 1.38m3D; the sludge load is 0.095kg/BOD5The concentration of mixed solution is 4 g/L; designing effective mud age theta =21 d; the residual dry sludge amount is 3.492 t/d; total residence time HRT =20.28 h; total volume 42249m3(ii) a The gas-water ratio is 7.6: 1; the sludge reflux ratio R = 100%; mixed liquor reflux ratio R1= 220%; the outer pool wall of the oxidation ditch adopts a reinforced concrete structure, and the interior of the oxidation ditch isThe partition adopts a brick wall shear wall structure; the secondary sedimentation tank comprises a sludge return tank and a sedimentation tank, the plane size is phi =40m, the total depth of the tank is 5.2m, the depth of water on the periphery is 4.50m, the outer tank wall of the secondary sedimentation tank adopts a reinforced concrete structure, and the inner partition adopts a brick wall shear wall structure; wherein the sludge return tank is used for returning the active sludge discharged according to the operation requirement of the oxidation ditch tank to the oxidation ditch tank; design flow Q =20000 gamma 1.38m3D; maximum reflux rate R = 100%; the sedimentation tank is used for carrying out sludge-water separation on the biochemical sewage; design flow QAV =416.67m of single-seat sedimentation tank3H; design maximum surface load q =0.93m3/(m2H); theoretical return sludge concentration XS =8.00 g/L; the effective mud-water separation time T =1.5 h;
d. constructing a deep processing section: the advanced treatment section comprises a high-density sedimentation tank, a midway lifting pump station and a denitrification active sand filter; the high-density sedimentation tank is used for dosing to perform flocculation sedimentation dephosphorization, and simultaneously, the high-density sedimentation tank is used for reducing the load of the denitrification active sand filter and prolonging the backwashing period; design flow rate Q =50000 gamma 1.38m3D; mixing for 2 min; the effective water depth is 3.5 m; the retention time is 10.0 min; the effective water depth is 6.8 m; the surface load of the precipitation zone is 7.85m3/m2H; gamma at a total size of L gamma, H =30.5 gamma, 26.5 gamma, 8.5 m; the effective water depth is 8.0m, and the reinforced concrete structure is adopted; the midway lifting pump station is used for enabling the effluent of the high-density sedimentation tank to flow into the denitrification active sand filter, and is jointly built with the high-density sedimentation tank; design flow rate Q =50000 gamma 1.38m3D; the retention time is 0.52 h; the effective water depth is 4.5 m; design flow Q =50000 gamma 1.38m of denitrification active sand filter3D; the system running time is 24 h/d; normal filtration flow rate 4.34m3/m2H; peak filtration flow Rate 6.55m3/m2H; the carbon source requirement is 35mg/L of sodium acetate;
the water outlet of the secondary sedimentation tank is communicated with the water inlet of the high-density sedimentation tank, the water outlet of the high-density sedimentation tank is communicated with the water inlet of the midway lifting pump station, and the water outlet of the midway lifting pump station is communicated with the water inlet of the denitrification active sand filter tank;
e. constructing a disinfection section: the disinfection section comprises a contact disinfection pool and an effluent discharge open channel; design flow rate Q =50000 gamma 1.38m3D; the content of suspended matters is less than or equal to 10 mg/L; the retention time is 0.5 h; the sterilization index is that the number of coliform bacteria in the effluent excrement is less than 1000 per liter; a baffle wall is arranged in the rectangular contact tank for disinfection so as to ensure the mixed contact disinfection effect, and the size of the contact disinfection tank is L x gamma B x gamma H =22.8 x gamma 15.5 x gamma 6.4 m; the effective water depth is 6.0 m; a reinforced concrete structure; the matched equipment is a Pasteur measuring tank, the throat width is 0.6m, the measuring range is 12.5-850L/s, and the matched equipment comprises a matched open channel flowmeter;
the disinfection section also comprises a chlorine adding room which is used for providing chlorine dioxide for the contact disinfection tank; design flow rate Q =50000 gamma 1.38m3D; a civil size of gamma, gabx, H =17.5 gamma, 6.5 gamma, 5.0 m; the adding amount of the chlorine dioxide is 10mg/L calculated by available chlorine; the main equipment is a chlorine dioxide generator;
the water outlet of the denitrification active sand filter is communicated with the water inlet of the contact disinfection tank, and the water outlet of the contact disinfection tank is communicated with the effluent discharge open channel;
f. constructing a sludge treatment section: the sludge treatment section comprises a sludge concentration tank, a sludge dewatering room and a sludge outward transport field; the sludge concentration tank is used for reducing the water content of the sludge and reducing the volume of the sludge; the amount of dry sludge was G =7.0 tDS/d; the solid content is 0.5-0.8% of sludge entering, and the sludge is more than or equal to 20% after dehydration; the dosage of the PAM medicament is 3-5% of the dry matter of the sludge, the modulation concentration is 0.5%, and the addition concentration is 0.1%; the civil size of the mortar is Dx H = Ph 15.0 x 3.6m, and the main equipment is a peripheral transmission mud scraper set and adopts worm and gear transmission; the sludge dewatering room is used for dewatering sludge generated in the sewage treatment process, so that the water content is reduced, and the sludge transportation and final treatment are facilitated; a belt type concentration and dehydration integrated machine is adopted, and a polyacrylamide high-molecular medicament is adopted as a flocculating agent; the solid content of the inlet mud is 0.4-0.8%, and the solid content of the outlet mud is more than or equal to 40%; the sludge dewatering interval size L gamma H =27 gamma 12.5 gamma 6.0 m; the sludge external transport field size L gamma H =8 gamma 12.5 gamma 6.0 m;
the secondary sedimentation tank and the high-density sedimentation tank are both communicated with the sludge concentration tank, and sludge generated by the secondary sedimentation tank and the high-density sedimentation tank directly enters the sludge concentration tank; the sludge concentration tank is communicated with a sludge dewatering room, and the sludge dewatering room is communicated with a sludge outward transportation field;
g. raw sewage enters a pretreatment section; the sewage treated by the pretreatment section enters a secondary biological treatment section; the sewage treated by the secondary biological treatment section enters an advanced treatment section; the sewage treated by the advanced treatment section enters a disinfection section for disinfection and then is discharged.
In step c of this embodiment, the oxidation ditch 21 and the internal partition of the secondary sedimentation tank 22 in the secondary biological treatment section 2 are of a brick wall shear wall 23 structure, the internal partition brick wall shear wall is 5m high and 20m long, the brick wall shear wall is provided with ring beams 24 and constructional columns 25, the brick wall shear walls are alternately built, the brick wall shear wall is built at an included angle of 35 degrees, and the ring beams and the constructional columns are built while the brick wall shear wall is built.
In the step b of this embodiment, the waste gas collected in the aeration grit chamber and the primary settling chamber passes through the solid filler full of microorganisms, so that the odor substances of the odor are firstly adsorbed and absorbed by the filler and then are oxidized and decomposed by the microorganisms on the filler, and the odor substances are converted into harmless CO after being adsorbed and absorbed2、HO2、H2SO4、NHO3And the like, and completes the deodorization process of the waste gas.
Claims (5)
1. A construction method of an energy-saving and efficient municipal sewage treatment plant is characterized by comprising the following steps:
a. leveling a field, and sequentially constructing a pretreatment section, a secondary biological treatment section, an advanced treatment section, a disinfection section and a sludge treatment section; the pretreatment section is communicated with the disinfection section through a secondary biological treatment section and an advanced treatment section in sequence;
b. constructing a pretreatment section: the pretreatment section comprises a coarse grid, a lifting pump station, a fine grid, an aeration grit chamber, a fine grid and a primary sedimentation tank; one end of the coarse grid is communicated with the raw sewage, the other end of the coarse grid is communicated with a water inlet of a lifting pump station, a water outlet of the lifting pump station is communicated with one end of the fine grid, the other end of the fine grid is communicated with a water inlet of the aeration grit chamber, a water outlet of the aeration grit chamber is communicated with one end of the fine grid, and the other end of the fine grid is communicated with a water inlet of the primary grit chamber; the coarse grating is used for intercepting smaller suspended matters in the sewage, reducing the influence on the lift pump and ensuring the normal subsequent biochemical treatmentRunning; design flow QAV =2083.3m3/h，Qmax=1874.99m3H; KZ = 1.38; the flow velocity V = 0.6-1.0 m/s of the passing grid, and the installation inclination angle of the grid is 70 degrees; the lifting pump station is used for lifting sewage from the outside of the plant and from the inside of the plant to meet the requirements of subsequent process flows; design flow QAV =1000m3/h，Qmax=2874.95m3H; total coefficient of variation KZ = 1.38; the fine grid is used for further intercepting smaller suspended matters in the sewage; design flow rate Q =50000 gamma 1.38m3D; the flow velocity v = 0.6-1.0 m/s; the grid gap b2=5 mm; the water depth h2=1.0m before the grating; the installation angle is 90 degrees; fine grid process size L x H =6.5 x 4.5 x 2.0 m; the aeration grit chamber is used for removing sand grains with the grain size of more than or equal to 0.2mm in sewage, so that inorganic sand grains are separated from organic matters, and subsequent biochemical treatment is facilitated; design flow rate Q =50000 gamma 1.38m3D; the hydraulic retention time T = 2-3 min, and the aeration rate is 0.2m3/ m3Water; the technical size of the aerated grit chamber is L gamma, B gamma, H =17.15 gamma, 6.45 gamma, 5.5 m; the fine grid is connected with the aeration grit chamber and is of a reinforced concrete structure; the fine grid is used for further removing suspended matters in the wastewater, so that the influence on subsequent biochemistry is reduced, and the biodegradability of the wastewater is improved; design flow rate Q =50000 gamma 1.38m3D; the flow velocity v = 0.6-1.0 m/s; grid gap b2=2 mm; the water depth h2=1.0m before the grating; the installation angle is 90 degrees; fine grid process size L x H =3.5 x 39.4 x 2.0 m; the primary sedimentation tank is used for further removing solid matters in the wastewater, and the design flow Q =50000 x 1.38m3D; the retention time is 2 h; primary sedimentation basin process size L x H =41.7 x 41.55 x 6.5m, effective water depth 6.0 m; the fine grid and the primary sedimentation tank are built together;
c. constructing a secondary biological treatment section: the secondary biological treatment section comprises an oxidation ditch and a secondary sedimentation tank; the water outlet of the primary sedimentation tank is communicated with the water inlet of the oxidation ditch, and the water outlet of the oxidation ditch is communicated with the water inlet of the secondary sedimentation tank; the oxidation ditch is used for carrying out biological decarburization, denitrification and dephosphorization on the sewage entering the oxidation ditch to remove pollutants in the sewage; the oxidation ditch is divided into two groups to run in parallel, and each group is divided into an anaerobic/anoxic adjusting tank, an anaerobic tank, an anoxic tank and an aerobic tank; design flow Q =20000 gamma 1.38m3D; the sludge load is 0.095kg/BOD5The concentration of mixed solution is 4 g/L; design effective mud ageθ =21 d; the residual dry sludge amount is 3.492 t/d; total residence time HRT =20.28 h; total volume 42249m3(ii) a The gas-water ratio is 7.6: 1; the sludge reflux ratio R = 100%; mixed liquor reflux ratio R1= 220%; the outer pool wall of the oxidation ditch is of a reinforced concrete structure, and the inner partition wall of the oxidation ditch is of a brick wall shear wall structure; the secondary sedimentation tank comprises a sludge return tank and a sedimentation tank, the plane size is phi =40m, the total depth of the tank is 5.2m, the depth of water on the periphery is 4.50m, the outer tank wall of the secondary sedimentation tank adopts a reinforced concrete structure, and the inner partition adopts a brick wall shear wall structure; wherein the sludge return tank is used for returning the active sludge discharged according to the operation requirement of the oxidation ditch tank to the oxidation ditch tank; design flow Q =20000 gamma 1.38m3D; maximum reflux rate R = 100%; the sedimentation tank is used for carrying out sludge-water separation on the biochemical sewage; design flow QAV =416.67m of single-seat sedimentation tank3H; design maximum surface load q =0.93m3/(m2H); theoretical return sludge concentration XS =8.00 g/L; the effective mud-water separation time T =1.5 h;
d. constructing a deep processing section: the advanced treatment section comprises a high-density sedimentation tank, a midway lifting pump station and a denitrification active sand filter; the high-density sedimentation tank is used for dosing to perform flocculation sedimentation dephosphorization, and simultaneously, the high-density sedimentation tank is used for reducing the load of the denitrification active sand filter and prolonging the backwashing period; design flow rate Q =50000 gamma 1.38m3D; mixing for 2 min; the effective water depth is 3.5 m; the retention time is 10.0 min; the effective water depth is 6.8 m; the surface load of the precipitation zone is 7.85m3/m2H; gamma at a total size of L gamma, H =30.5 gamma, 26.5 gamma, 8.5 m; the effective water depth is 8.0m, and the reinforced concrete structure is adopted; the midway lifting pump station is used for enabling the effluent of the high-density sedimentation tank to flow into the denitrification active sand filter, and is jointly built with the high-density sedimentation tank; design flow rate Q =50000 gamma 1.38m3D; the retention time is 0.52 h; the effective water depth is 4.5 m; design flow Q =50000 gamma 1.38m of denitrification active sand filter3D; the system running time is 24 h/d; normal filtration flow rate 4.34m3/m2H; peak filtration flow Rate 6.55m3/m2H; the carbon source requirement is 35mg/L of sodium acetate;
the water outlet of the secondary sedimentation tank is communicated with the water inlet of the high-density sedimentation tank, the water outlet of the high-density sedimentation tank is communicated with the water inlet of the midway lifting pump station, and the water outlet of the midway lifting pump station is communicated with the water inlet of the denitrification active sand filter tank;
e. constructing a disinfection section: the disinfection section comprises a contact disinfection pool and an effluent discharge open channel; design flow rate Q =50000 gamma 1.38m3D; the content of suspended matters is less than or equal to 10 mg/L; the retention time is 0.5 h; the sterilization index is that the number of coliform bacteria in the effluent excrement is less than 1000 per liter; a baffle wall is arranged in the rectangular contact tank for disinfection so as to ensure the mixed contact disinfection effect, and the size of the contact disinfection tank is L x gamma B x gamma H =22.8 x gamma 15.5 x gamma 6.4 m; the effective water depth is 6.0 m; a reinforced concrete structure; the matched equipment is a Pasteur measuring tank, the throat width is 0.6m, the measuring range is 12.5-850L/s, and the matched equipment comprises a matched open channel flowmeter;
the disinfection section also comprises a chlorine adding room which is used for providing chlorine dioxide for the contact disinfection tank; design flow rate Q =50000 gamma 1.38m3D; a civil size of gamma, gabx, H =17.5 gamma, 6.5 gamma, 5.0 m; the adding amount of the chlorine dioxide is 10mg/L calculated by available chlorine; the main equipment is a chlorine dioxide generator;
the water outlet of the denitrification active sand filter is communicated with the water inlet of the contact disinfection tank, and the water outlet of the contact disinfection tank is communicated with the effluent discharge open channel;
f. constructing a sludge treatment section: the sludge treatment section comprises a sludge concentration tank, a sludge dewatering room and a sludge outward transport field; the sludge concentration tank is used for reducing the water content of the sludge and reducing the volume of the sludge; the amount of dry sludge was G =7.0 tDS/d; the solid content is 0.5-0.8% of sludge entering, and the sludge is more than or equal to 20% after dehydration; the dosage of the PAM medicament is 3-5% of the dry matter of the sludge, the modulation concentration is 0.5%, and the addition concentration is 0.1%; the civil size of the mortar is Dx H = Ph 15.0 x 3.6m, and the main equipment is a peripheral transmission mud scraper set and adopts worm and gear transmission; the sludge dewatering room is used for dewatering sludge generated in the sewage treatment process, so that the water content is reduced, and the sludge transportation and final treatment are facilitated; a belt type concentration and dehydration integrated machine is adopted, and a polyacrylamide high-molecular medicament is adopted as a flocculating agent; the solid content of the inlet mud is 0.4-0.8%, and the solid content of the outlet mud is more than or equal to 40%; the sludge dewatering interval size L gamma H =27 gamma 12.5 gamma 6.0 m; the sludge external transport field size L gamma H =8 gamma 12.5 gamma 6.0 m;
the secondary sedimentation tank and the high-density sedimentation tank are both communicated with the sludge concentration tank, and sludge generated by the secondary sedimentation tank and the high-density sedimentation tank directly enters the sludge concentration tank; the sludge concentration tank is communicated with a sludge dewatering room, and the sludge dewatering room is communicated with a sludge outward transportation field;
g. raw sewage enters a pretreatment section; the sewage treated by the pretreatment section enters a secondary biological treatment section; the sewage treated by the secondary biological treatment section enters an advanced treatment section; the sewage treated by the advanced treatment section enters a disinfection section for disinfection and then is discharged.
2. The method for constructing an energy-saving and efficient municipal sewage treatment plant according to claim 1, wherein in step c, the oxidation ditch in the secondary biological treatment stage and the internal partition of the secondary sedimentation tank are of a brick wall shear wall structure, the internal partition brick wall shear wall is 5m high and 20m long, the brick wall shear wall is provided with ring beams and construction columns, the brick wall shear wall is cross-bricked, the bricking included angle of the brick wall shear wall is 35 degrees, and the ring beams and the construction columns are constructed while the brick wall shear wall is bricked.
3. The method according to claim 1, wherein the waste gas collected from the aeration grit chamber and the primary settling chamber in step b is passed through a solid filler full of microorganisms, so that odor substances are adsorbed and absorbed by the filler, and then are oxidized and decomposed by the microorganisms on the filler, and the odor substances are converted into harmless CO after being adsorbed and absorbed2、HO2、H2SO4、NHO3And the like, and completes the deodorization process of the waste gas.
4. The method according to claim 1, wherein the waste gas collected from the sludge concentrating tank is passed through the solid filler full of microorganisms in step f, so that odor substances are adsorbed and absorbed by the filler, and then are oxidized and decomposed by the microorganisms on the filler, and the odor substances are converted into harmless CO after being adsorbed and absorbed2、HO2、H2SO4、NHO3Etc. simple inorganic matters to perform the deodorization of the waste gasAnd (6) carrying out the process.
5. The method as claimed in claim 3 or 4, wherein the filler is natural organic fiber, silicate, porous ceramic ware, fermented bran product or fibrous porous plastic.
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| CN112374687A (en) * | 2020-10-09 | 2021-02-19 | 浙江佳环电子有限公司 | Integrated optimization treatment and system equipment for urban sewage |
| CN112390465A (en) * | 2020-11-05 | 2021-02-23 | 深圳市金锋环境有限公司 | Combined process for treating town sewage |
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| CN113526801A (en) * | 2021-08-09 | 2021-10-22 | 青岛农业大学 | Wood vinegar and biomass charcoal combined sewage treatment method |
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| CN113429062A (en) * | 2021-05-20 | 2021-09-24 | 光大水务(德州)有限公司 | Efficient defluorination process for low-fluorine wastewater |
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