CN115072873A

CN115072873A - Sewage A 2 O-shaped integrated pond system and process method

Info

Publication number: CN115072873A
Application number: CN202210787576.1A
Authority: CN
Inventors: 刘贤斌
Original assignee: Wuhan Chenyu Environmental Protection Technology Co ltd
Current assignee: Wuhan Chenyu Environmental Protection Technology Co ltd
Priority date: 2022-07-06
Filing date: 2022-07-06
Publication date: 2022-09-20

Abstract

Sewage A ² An O-shaped integrated pond system and a process method are characterized in that: comprises a sewage anaerobic regulation/sludge reduction comprehensive pool A ² O biochemical and physical chemical integrated pool, equipment room and system pipeline. The comprehensive tank comprises a sand basin, an oil separation tank, a grid channel, an anaerobic adjusting tank and a sludge concentration and storage tank; the integrated pool comprises a deoxidation/anoxic/aerobic area, a secondary sedimentation pool, an inclined tube sedimentation area, a contact disinfection channel and a pasteurization channel; the equipment room at least comprises an air blower, a dosing machine and a sludge dewatering machine. Wherein the grit chamber is provided with a main water inlet pipe, and the tail end of the measuring channel is provided with a main outletA water pipe. The system has the advantages of comprehensive meeting of the first-level A standard, small occupied area, short flow, high treatment efficiency, low operation cost and suitability for sewage treatment of villages and towns.

Description

Sewage A 2 O-shaped integrated pond system and process method

Technical Field

The invention relates to the technical field of small-scale sewage treatment, in particular to small-scale sewage A ² O integrated treatment technology, in particular to the biochemical and physicochemical treatment technology of pretreatment, water quality and quantity regulation, activated sludge method, air lifting, coagulating sedimentation, contact disinfection, sludge reduction and the like, innovatively integrated in 2 rectangular water tanks, and realizing high-standard treatment and high-standard treatment of sewage through space intensification, complete functions and simple and convenient operationLow cost treatment.

Background

The biochemical sewage treatment technology is the most widely applied sewage treatment technology in all countries in the world at present, wherein the simplest and most efficient AAO (abbreviation of Anaerobic-Anoxic-aerobic Oxic, also called A) ² O) nitrogen and phosphorus removal technology has become the mainstream of urban or town sewage treatment technology. However, in any technique, besides the main core technique, the sewage treatment process also includes the pretreatment of the front part (coarse and fine grid deslagging, mud and sand settling, and the like), water quality and water quantity regulation, water inlet pump lifting, and other links, as well as the secondary sedimentation tank at the rear part in the flow, clear water disinfection and terminal observation and measurement monitoring (required by the environmental administration department), and in order to reach the first class A standard of the current urban sewage treatment plant pollutant discharge standard, additional advanced treatment, namely physicochemical treatment links such as dosing coagulation sedimentation and filtration are required, and in addition, the residual sludge generated in the sewage treatment process needs to be concentrated and dehydrated, and the like, the process flow of sewage treatment is continuously prolonged, so that compared with large-scale or medium-scale sewage treatment in cities or towns, small-scale sewage treatment in villages and towns, resident places and the like with more quantity is certainly 'sparrows with five internal organs all together'. However, considering that the construction site, the investment cost, the personnel talents, the technical management, the operation maintenance and the like of the small-scale sewage have particularity, the small-scale sewage cannot be used for carrying the general method for treating the sewage in cities or towns, but can be only effectively integrated for each process link according to the principle, the complicated process flow is shortened as much as possible on the premise of ensuring that all water quality indexes of the effluent are stable and reach the standard, and the investment cost, the operation cost and the occupied area are controlled within a reasonable range.

At present, in small-scale sewage treatment, there is no efficient integration method in the aspects of pretreatment, water quality and water quantity homogenization and regulation, sedimentation prevention stirring and sewage lifting, concentration and reduction treatment of excess sludge, and the like, and the shortage or the crudely simplification is usually considered, so how to carry out intensive comprehensive treatment on the aspects of small-scale sewage inlet pretreatment, water quality and water quantity homogenization and regulation, sedimentation prevention stirring and sewage lifting, and sludge concentration and reduction is a subject to which attention and innovation research in the industry is urgently needed. In addition, the core main body of the current small-sized sewage treatment is generally divided into two types: the first type is a water tank with a steel structure or a reinforced concrete structure as a treatment main body, and the second type is a glass fiber reinforced plastic tank device, a container type box body device, an aeration biological filter device, an MBR equipment complete set device and the like which are manufactured by an equipment chemical plant as a treatment main body, wherein the former type can be classified as a civil engineering type, and the latter type can be classified as an equipment type. The civil type small-sized sewage treatment is mostly realized by reducing large-scale pool structures for large and medium-sized urban sewage treatment in proportion, however, a plurality of pools or pump machines with different shapes and volumes are connected together through channels or pipelines, so that the system is messy and complicated, and the defects are numerous; although the latter equipment type small-sized sewage treatment is simple and clear, the operation energy consumption and the drug consumption of the sewage treatment and the maintenance cost are forced to be doubled or even doubled because the biochemical reaction volume and the physicochemical reaction volume are greatly limited (the limit of the width of a transport vehicle and a road is high), and the service life of the sewage treatment is shorter than that of the former by several times. Therefore, how to integrate the respective advantages of the two sewage types is a clear direction for the development of small sewage treatment technology.

It is known that any sewage treatment facility needs one-time construction investment, and in addition, the daily sewage treatment in the design life period also needs to consume electricity and chemicals, remove slag and sludge, watch personnel, maintain and other expenses to maintain normal operation, so that the sewage treatment can never be carried on once and once again, moreover, the sewage treatment is a professional with strong technology, and various indexes of effluent need to continuously and stably reach the specified discharge standard, which is very difficult. In fact, due to the fact that most of villages and towns are low in salary and remuneration and lack of attraction to professional personnel for sewage treatment, the daily operation and maintenance cost of sewage treatment does not have a long-term reliable source, and the small-scale sewage treatment has no scale effect, a plurality of treatment facilities with high manufacturing cost, complex operation and high operation cost are difficult to normally play a role, and the water pollution treatment and water environment protection effects are greatly reduced.

Scientific construction and systematic operation pipe for realizing small-scale sewageTherefore, the comprehensive targets of low construction investment, low operation cost, low operation requirement and low secondary pollutant emission, which are really realized by small-scale sewage, are promoted, and the invention of the sewage A with high denitrification and dephosphorization efficiency, good biochemical and physicochemical treatment effect, stable and standard effluent quality, low construction cost in the early stage, simple operation in the later stage, convenient maintenance and repair and low long-term operation cost is urgently needed ² The O integrated pool system and the process method meet the actual requirements of sewage treatment of vast towns, residential quarters and small parks, and deal with the reality that environment-friendly professionals on the base of towns are difficult to find and the environment-friendly fund is short.

Disclosure of Invention

The invention aims to provide an innovative sewage A ² The O integrated pool system and the process method aim to solve the problems in the background technology, practically realize both high-standard treatment and low-cost treatment of the sewage in villages and towns, reduce the financial and economic pressure of each party for water environment protection and really practice the sustainable development concept.

In order to achieve the purpose, the technical scheme of the invention is as follows:

overall, a sewage A ² An integrated pool system for treating sewage, anaerobic sewage regulation, sludge reduction and sewage pollution ² The O biochemical and physical chemical integrated pool, the equipment room and the system pipeline and a matched scheduling operation control method. The comprehensive tank comprises five functional areas including a grit chamber, an oil separation tank, a grid channel, an anaerobic adjusting tank and a sludge concentration and storage tank; the integrated pool comprises seven functional areas including a deoxidation/anoxic/aerobic area, a secondary sedimentation pool, an inclined tube sedimentation area, a contact disinfection channel and a pasteurization channel; the equipment room comprises a transformer/power distribution cabinet, a pressurized gas dissolving machine, a blower, a dosing machine, a sludge dewatering machine and an auxiliary equipment pipeline. Wherein, the beginning end of the grit chamber is connected with a sewage main water inlet pipe, and the tail end of the measuring channel is connected with a clear water/main water outlet pipe. The dispatching operation control method comprises the steps of utilizing the regulating tank to exert partial anaerobic biochemical reaction function, utilizing two types of gas stripping devices to realize nitration liquid backflow and suspended sludge internal backflow, utilizing the sludge concentration and storage tank to concentrate sludge by on-line gravity and reduce sludge anaerobic digestionAnd using an intensification method in A ² Realization of A in O biochemical and physicochemical integrated tank ² The biochemical reaction, the mud-water gravity separation, the physical and chemical treatment of the hydraulic coagulation-inclined tube sedimentation, the contact disinfection, the pasteurization, the reclaimed water reuse and the like, and the high-standard treatment and low-cost treatment processes of small-scale sewage are comprehensively completed.

Specifically, the first four of the five functional areas of the integrated sewage anaerobic regulation/sludge reduction tank 10, namely the grit chamber 11, the oil separation chamber 12, the grid channel 13 and the anaerobic regulation tank 14, are sequentially connected according to the flow sequence, the last sludge concentration and storage tank 15 is relatively independent and is communicated with the grid channel 13 in a one-way manner, and the five functional areas are sequentially separated by a small partition wall 71, a first partition wall 72, a second partition wall 73 and an emptying bottom plate and are communicated by corresponding gate holes, water through holes, water falling holes and water collection tank wall through holes; the grit chamber 11 is provided with a main water inlet pipe 1 and an accident overflow pipe 2; the anaerobic adjusting tank 14 is provided with a stirrer 16 and a sewage lifting pump 17 at the tail end, and the pumped water is conveyed to the head end of the integrated tank 20 through the sewage lifting pipe 3; the emptying bottom plates of the grit chamber 11, the oil separation tank 12 and the grid channel 13 are positioned on the same horizontal plane; the bottom plates of the anaerobic adjusting tank 14 and the sludge concentration and storage tank 15 are positioned at the same horizontal plane; the space below the emptying bottom plate of the grit chamber 11, the oil separation tank 12 and the grid channel 13 forms one part of the effective volume space of the anaerobic adjusting tank 14; the water collecting tank wall penetrating hole 75 of the sludge concentration and storage tank 15 is positioned in the upstream direction of the grid channel 13. The bottom concentrated sludge of the secondary sedimentation tank 24 in the integrated tank is connected with a secondary sedimentation tank sludge discharge valve 51 and a secondary sedimentation tank sludge discharge pipe 7 through a large-opening sludge discharge pipe 50 for discharge, one part of the sludge enters the anaerobic adjusting tank 14 through the recycled sludge electric control valve 18, and the other part of the sludge enters the sludge concentration sludge storage tank 15 through the excess sludge electric control valve 19. The sludge at the bottom of the inclined tube sedimentation zone 25 in the integrated tank is connected with the chemical sludge discharge valve 52 and the chemical sludge recycling pipe 8 through a perforated sludge discharge pipe 58 for discharge, and the sludge directly enters the anaerobic adjusting tank 14 for recycling.

Further, the grit chamber 11 is a rectangular space surrounded by the large chamber body and the small partition wall 71, the bottom plate of the chamber is an emptying bottom plate, a main sewage inlet pipe 1 is arranged at the water surface of the starting end of the chamber, a secondary-pouring grit cone hopper is arranged at the bottom of the chamber, an accident overflow pipe 2 is arranged at the side edge of the chamber, and a gate hoist are arranged at the tail end of the chamber; the grit chamber 11 is also provided with a stair step which can be lowered to a position close to the water surface of the chamber, and is used for facilitating manual work to regularly clear and drag larger floaters, clear and drag out mud and sand at the bottom of the chamber and timely clear and transport oil-separating sludge beside the chamber. The plane of the emptying bottom plate of the grit chamber 11 is 500 mm-900 mm lower than the designed highest water level of the anaerobic adjusting tank 14.

The inflow direction of the main water inlet pipe 1 in the grit chamber 11 is along the wall direction of the chamber; the gate is positioned at the right side of the small partition wall 71; the gate hole on the right side of the small partition wall 71 is located at a height position close to the water surface.

The oil separation tank 12 is a rectangular space between a small partition wall 71 and a first partition wall 72, the bottom plate of the tank is an empty bottom plate, the starting end of the tank is provided with a water inlet gate hole, an air floatation oil separation complete device is arranged from the starting end, the rear part of the tank is provided with a weir plate, and the tail end of the tank is provided with a water through hole at the lower left corner of the first partition wall 72.

The grid channel 13 is a rectangular space between the first partition wall 72 and the second partition wall 73, the channel bottom plate is an emptying bottom plate, the channel is provided with a conventional electric fine grid machine, a water collecting tank wall penetrating hole 75 on the second partition wall 73 is arranged in the upstream direction of the grid machine, the rear part of the channel is provided with a water stabilizing weir, and a water falling hole is arranged on the emptying bottom plate at the tail end of the channel after the water stabilizing weir. The height of the water stabilizing weir at the rear part of the grid channel 13 is 400-750 mm.

Anaerobic adjusting tank 14 is the "handle of a knife shape" volume space of big cell body deduction grit chamber 11, oil interceptor 12, grid canal 13 and sludge concentration storage mud pond 15, is the main part of this sewage anaerobism regulation/mud decrement integrated pool 10, and this adjusting tank 14 has 3 influent stream mouths: 1 is a water falling hole on the rightmost vacated bottom plate of the grid channel 13, namely sewage pretreated by sand setting → oil separation → grids enters from the water falling hole, 2 is recycled sludge of a secondary sedimentation tank 24 which is controlled to flow back by a recycled sludge

electric control valve

18, and 3 is chemical sludge of an inclined tube sedimentation area 25 which is from a chemical sludge recycling pipe 8; the anaerobic adjusting tank 14 only has 1 water outlet, namely a sewage lifting pipe 3 connected with a sewage lifting pump 17 at the tail end of the tank. The first agitator 16, the second agitator 16 and the sewage lift pump 17 are arranged in three corner directions of the pond.

The sludge concentration sludge storage tank 15 is a rectangular bottom space surrounded by a large tank body and a second partition wall 73, the bottom plate of the tank and the bottom plate of the anaerobic adjusting tank 14 are the same large integral bottom plate, the bottom plates of the tank and the anaerobic adjusting tank are positioned on the same horizontal plane, and the sludge concentration sludge storage tank is also provided with a perforated top plate exposed out of the ground; the bottom plate of the tank is provided with a concentration cone bucket poured for the second time, and also provided with a residual sludge pump 76 and a concentrated sludge pipe 77 outside the tank, wherein the concentrated sludge pipe 77 leads to a sludge dewatering machine 36 in the equipment room 30, and the sludge is finally transported outside after being dewatered; the upper part of the sludge concentration and storage tank 15 is provided with a supernatant water collecting tank 74 which is communicated with the grid canal 13 through a water collecting tank wall penetrating hole 75 on the second partition wall 73.

The right gate hole of the small partition wall 71 is used for water flow to flow from the grit chamber 11 to the oil separation tank 12;

the water through holes at the bottom of the first partition wall 72 are used for water flow to flow from the oil separation tank 12 to the grid channel 13;

the grating channel 13 empties a water falling hole on the bottom plate, and is used for leading water flow to flow from the grating channel 13 to the anaerobic regulating tank 14;

the water collecting tank through-wall hole 75 at the upper left part of the second partition wall 73 is used for enabling supernatant after the gravity concentration of the residual sludge to flow into the upstream direction of the grid channel 13 from the sludge concentration sludge storage pool 15;

one end of the sewage lifting pipe 3 is connected with a sewage lifting pump 17 in the anaerobic adjusting tank 14, and the other end of the sewage lifting pipe is connected with a starting end inlet pipe of the integrated tank 20.

The five functional areas of the integrated pool 10 are effectively connected according to the set plane position and height position in the way of connecting the holes, the water collecting tank, the submersible sewage pump, the valves and the pipelines, and finally the integrated pool 10 is constructed into a rectangular sewage anaerobic regulation/sludge reduction integrated pool with a main structure buried underground.

It is particularly noted that, in order to facilitate maintenance without stopping production, a sewage A is provided ² An integrated pool system and a process method thereof are provided, wherein a core integrated pool is generally set as 2 pools which are connected in parallel, the 2 pools are constructed by sharing the wall, the main body part is symmetrically arranged according to a central axis, and a contact disinfection channel 26 and a pasteurism measuring channel 27 at the tail end are asymmetric; 2 seats of poolWater is not fed, and a control valve is arranged to control water feeding, so that the single-seat water tank is shut down when needing to be overhauled, and the normal production of the other tank is not influenced.

Specifically, the A is ² The O biochemical and physical chemical integrated pool 20 consists of seven functional areas including a deoxidation area 21, an anoxic area 22, an aerobic area 23, a secondary sedimentation pool 24, an inclined tube sedimentation area 25, a contact disinfection channel 26 and a pasteurization channel 27 which are connected in sequence, wherein each functional area is sequentially separated by a first partition wall 41-a sixth partition wall 46 and is communicated by corresponding holes on the partition walls, and pipelines, components, water collecting tanks and the like are matched and connected among the areas. The head end of the deoxidation zone 21 is connected with a sewage lifting pipe 3, and suspended sludge from the secondary sedimentation tank 24 through air stripping and backflow enters; the anoxic zone 22 is provided with an anoxic zone stirrer 28 and nitrified liquid which is stripped and refluxed from the aerobic zone 23 enters; the aerobic zone 23 is provided with a pressure air pipe 4 at the top of the tank and a micropore aeration device 47 at the bottom of the tank connected with the pressure air pipe, and the tail end of the aerobic zone is also provided with a wall-through water distributor 49 for guiding water flow into the secondary sedimentation tank; the lower part of the middle part of the secondary sedimentation tank 24 is provided with a water distribution port of a wall-through water distributor 49, a medicament feeding port 54 is arranged above the water surface and right opposite to the water collecting tank, a water collecting pipe/tank 55 is arranged on the water surface, and a tubular mixer 56 and the like submerged in the water are arranged; the lower part of the inclined tube sedimentation zone 25 is provided with a water distribution perforated tube 57 for hydraulic coagulation, the middle layer is provided with an inclined tube/inclined plate filler 59 for shallow layer sedimentation, and the water surface is provided with a clear water collecting tank 60 for collecting clear water; the contact disinfection canal 26 is provided with a disinfectant device/adding point 63, and the tail end of the pasteurization canal 27 is provided with a clear water/main water outlet pipe 9. The sewage entering the head end of the integrated tank 20 is treated in sequence A in the integrated tank ² The process of O biochemical and physical strengthening treatment, air stripping circulation, dosing and contact disinfection, the produced excess sludge is discharged through a large-opening sludge discharge pipe 50, and finally, clear water which completely meets the first-class A water quality standard and comprises bacteriological indexes is discharged from a main water outlet pipe 9 after being measured and correspondingly monitored by an open channel flowmeter 29.

Further, the deoxidation area 21 is a rectangular space surrounded by the outer wall of the rectangular pool and the first partition wall 41, the space is divided into 3-5 small pore chambers which are communicated in sequence by the small pore chamber partition walls, each small pore chamber partition wall is provided with a pore chamber bottom hole or a pore chamber upper hole, and the small pore chambers are communicated in series by the pore chamber bottom holes and the pore chamber upper holes in sequence; the water surface of the first cell small pore chamber is close to the water surface, the water flow of the sewage lifting pipe 3 is injected, the water flow of the suspended sludge return pipe 6 'is also injected, and the inlet end of the suspended sludge return pipe 6' is connected with the outlet end of an H-shaped air stripping device 53 on the upper side of the middle part of the subsequent secondary sedimentation tank 24; the water surface of the end small hole chamber is provided with a hole of a first partition wall 41 which is communicated with the anoxic zone 22.

The anoxic zone 22 is a rectangular space between the first partition wall 41 and the second partition wall 42, a guide pipe which is vertically downward but does not fall to the bottom is arranged at the starting end of the anoxic zone, the upper part of the guide pipe is connected with the outlet end of the nitrifying liquid return pipe 6, and the inlet end of the nitrifying liquid return pipe 6 is connected with the outlet end of a point-type stripping device 48 at the tail end of the subsequent aerobic zone 23. The lower part of the anoxic zone 22 is provided with a stirrer 28; the water surface at the end of the area is provided with a hole on the second partition wall 42 which is communicated with the aerobic area 23.

The aerobic zone 23 is a rectangular space between the second partition wall 42 and the third partition wall 43, the bottom of the zone is provided with a micropore aeration device 47, the tail end of the zone is provided with a point type gas stripping device 48 for refluxing the nitrified liquid to the starting end of the anoxic zone, the gas stripping power of the gas stripping device is from an aeration blower pressure air pipe 4 at the top outside the tank and shares the same power with biochemical reaction air-blowing aeration, the outlet of the gas stripping device is connected with the inlet of a nitrified liquid return pipe 6, and the return pipe passes through the second partition wall 42 and enters the starting end of the anoxic zone 22; at the end of this zone there is also a wall-through distributor 49 which directs the water flow into the secondary sedimentation tank, i.e.: the water flow in the aerobic zone 23 enters the secondary sedimentation tank 24 through a wall-penetrating water distributor 49.

The height distance between the lower edge of the bell mouth of the wall-through water distributor 49 in the aerobic zone 23 and the bottom plate of the tank is more than or equal to 150mm but less than or equal to 600mm, so as to avoid aeration bubbles in the mixed liquid in the zone from entering the secondary sedimentation tank 24 along with the water flow to influence the subsequent mud-water separation effect.

The secondary sedimentation tank 24 is a semi-Y-shaped space between the third partition wall 43 and the fourth inclined partition wall 44, the bottom of the space is provided with a secondary pouring sludge discharge cone hopper and a large-opening sludge discharge pipe 50, and the sludge discharge pipe comprises 2 downward sludge discharge openings which are symmetrically arranged; the reason for arranging the bottom sludge discharge cone bucket is to prevent silt from accumulating at the corners of the bottom, and the effect of sludge concentration, gravity extrusion, namely compaction and sedimentation is also achieved, so that the concentration of the discharged sludge is further improved, and the water content of the discharged sludge is reduced; the reason for arranging the sludge discharge opening to be large is to prevent garbage impurities such as fiber hair, candy paper and the like in the sludge at the bottom layer from blocking the sludge discharge opening; the middle part of the secondary sedimentation tank 24 in the water depth is lower, and a water distribution outlet of the wall-penetrating water distributor 49 is arranged and faces downwards; an H-shaped air lifting device 53 is arranged on the upper part of the middle part of the water depth and is used for air lifting and refluxing suspended sludge to the front end deoxygenation area 21, the power of the air lifting device is also based on the pressure air power of an aeration blower, the suspended sludge inlet of the air lifting device is a sludge suction hole opening on a vertical and horizontal perforated pipe, the outlet of the device is connected with the inlet of a suspended sludge return pipe 6 ', and the outlet of the other end of the return pipe 6' is introduced into a head cell small hole chamber of the deoxygenation area 21 and is close to the water surface; a medicament feeding port 54 is arranged above the water surface of the secondary sedimentation tank 24, a water collecting pipe/groove 55 is arranged below the medicament feeding port, the medicament feeding port is connected with a pipe type mixer 56 below the medicament feeding port in a T shape, the medicament feeding port continuously downwards passes through the fourth inclined partition wall 44 through an L-shaped pipeline, and the medicament feeding port enters the lower part of the inclined pipe sedimentation area 25 and is connected with a water distribution perforated pipe 57, namely: the water flow of the secondary sedimentation tank 24 enters the lower coagulation reaction space of the inclined tube sedimentation zone 5 through the water collecting pipe/tank 55 → the pipe mixer 56 → the L-shaped pipeline → the water distribution holes on the water distribution perforated pipe 57.

The tubular mixer 56 is a low-resistance fixed helical blade rapid mixing type, and the lower part of the tubular mixer 56 is connected with a water distribution perforated pipe 57 through an L-shaped pipeline.

The designed water surface of the secondary sedimentation tank 24 is 410-820 mm higher than the designed water surface of the inclined tube sedimentation area 25.

The inclined tube settling zone 25 is an S-shaped folded plate space between the fourth inclined partition wall 44 and the fifth partition wall 45, perforated sludge discharge pipes 58 are arranged on two sides of the bottom of the zone and connected into a U shape, a water distribution perforated pipe 57 is arranged in the middle of the lower part of the zone, a standard inclined tube/inclined plate filler 59 special for sewage is arranged in the middle layer, and a clear water collecting tank 60 for uniformly collecting water is arranged on the water surface; the water distribution perforated pipes 57 are horizontally arranged, the water distribution orifices of the pipes face downwards, and the distance between the center line of the pipes and the bottom plate is 450-900 mm. The aperture of the water distribution perforated pipe 57 is larger than that of the tubular mixer 56. The clear water sump 60 extends through a fifth wall opening 61 in the fifth wall 45 and the water in the sump enters a sump channel 62 which contacts the upper portion of the disinfection channel 26.

The contact sterilization channel 26 is a rectangular space between the fifth partition wall 45 and the

sixth partition wall

46, and 3, 5 or 7 partition walls in the rectangular space divide the contact sterilization channel 26 into 4, 6 or 8 equal parts (depending on the size of the pool). The number of the bottom holes 65 of the partition wall in the contact disinfection channel 26 is 2-4. The upper part of the disinfection channel 26 has more than half of the width of the space as a collecting channel 62, and the collecting channel 62 has a water falling hole 64 at the end thereof to communicate with the disinfection channel 26. Above the water surface upstream of the downpipe 64, there is a disinfectant device/dosing point 63. At the end of the disinfection conduit 26, there is a sixth partition hole 66, and the disinfection conduit 26 is connected with the pasteur measurement conduit 27 through the sixth partition hole 66.

The pasteur metering channel 27 is a groove-shaped space enclosed by the sixth partition wall 46 and the wall of the large tank body, the middle part of the channel is provided with an open channel flowmeter 29, the rear part is provided with a main water outlet pipe 9, and the rear part is also provided with a reclaimed water recycling system for auxiliary production, which is used for ground washing, mud cake and medicament transport vehicle washing, greening sprinkling and the like, so as to save water resources, save the consumption of tap water and reduce the total cost of sewage treatment.

The pressure air sources required by the point-type air stripping device 48 and the H-shaped air stripping device 53 are connected with the pressure air pipe 4 at the top of the aerobic zone 23 or outside the aerobic zone through respective control valve pipelines; the micropore aeration device 47 is also connected with the pressure air pipe 4; the pressure air pipe 4 is connected with an aeration blower 34 of the equipment room 30 through a pipe fitting.

The design water surface heights of the deoxygenation zone 21, the anoxic zone 22, the aerobic zone 23, the secondary sedimentation tank 24, the inclined tube sedimentation zone 25, the contact disinfection channel 26 and the pasteurization channel 27 are sequentially reduced to form permanent power for the water flow flowing from the deoxygenation zone 21 to the main water outlet pipe 9.

The functional areas and the component parts in the integrated pool are effectively connected according to the set plane position and height position by taking welding, reinforced concrete cast-in-place, secondary pouring and screw thread and/or flange connection as main connection modes, and finally are built into a rectangular semi-underground A ² And an O biochemical and physical integrated tank 20.

The invention relates to sewageA ² The working process of the O-integrated pond system and the process method (hereinafter referred to as the invention) is the same.

It should be noted that, considering that the raw sewage from the sewage pipeline is generally lower than the designed level of the terrace, and considering that the sewage has large fluctuation in the water quality and the water amount in 24h, the sewage treatment production is generally balanced, and thus the raw sewage needs to be initially regulated and homogenized, the raw sewage will automatically flow into the integrated pool 10 of the present invention. The overall working process is as follows:

in summary, sewage to be treated enters a grit chamber 11 at the head end in an integrated tank 10 from a main water inlet pipe 1, sludge settling and sand separation, air flotation and oil separation, grating slag blocking, sludge (namely activated sludge) water stirring and mixing, water quality and water quantity homogenization and regulation and water pump lifting are sequentially carried out, and the activated sludge returning to the integrated tank 10 from an integrated tank 20 is subjected to the treatment processes of gravity backflow, residual sludge gravity concentration, sludge anaerobic digestion, sludge anaerobic biochemical treatment, mixed liquid deoxidation and anaerobic phosphorus release, anoxic denitrification, aerobic nitrification and carbon removal, aerobic phosphorus absorption, nitrified liquid backflow, sludge gravity separation, suspended sludge backflow, sludge external backflow, chemical sludge recycling, chemical sludge mixing, hydraulic flocculation, inclined pipe sedimentation, contact disinfection and the like, wherein the residual sludge after reduction and anaerobic stabilization is conveyed to a sludge dewatering machine 36 of an equipment room 30 through a residual sludge pump 76 in a concentrated sludge storage tank 15 and a concentrated sludge pipe 77 for dewatering treatment, finally, carrying out outward treatment or harmless treatment or resource utilization in the form of dehydrated mud cakes; the mixed liquid of sewage and activated sludge after anaerobic biochemical reaction in the comprehensive tank 10 is lifted to the starting end of the integrated tank 20 by the sewage lifting pump 17, comprehensive biochemical and physical treatment, namely nitrogen and phosphorus removal and carbon removal and disinfection treatment, is carried out, and finally, clear water with various water quality indexes meeting the first-level A standard is obtained and discharged, so that the aims of high-standard treatment and low-cost treatment of sewage are fulfilled.

Further, the detailed and specific working process of the invention is as follows:

the grit chamber 11: the original sewage enters the water surface of the inner side wall side of a grit chamber 11 from a main water inlet pipe 1 and slowly carries out rotational flow motion in the chamber, silt particles sink and fall into a grit cone hopper at the bottom of the center under the similar advection sedimentation effect, after solid particles are separated by gravity, the sewage enters the next pretreatment procedure through a gate hole, the silt deposited in the grit cone hopper is periodically and manually cleaned from an operation platform close to the water surface, and a larger floating object is cleaned and fished along the belt;

oil separation tank 12: under the action of bubbles of an air floatation oil separation device at the bottom of the oil separation tank, grease substances float out of the water surface, water flow slowly advances, grease on the water surface is isolated and gathered due to the blockage of a weir plate, sewage after oil-water separation flows out of the lower part of the weir plate and then enters the next pretreatment procedure from a water passing hole, and grease at the water surface is collected by the air floatation oil separation complete device or is manually removed from an operation platform close to the water surface;

grid channel 13: sewage entering the grid channel 13 from the water through holes and residual sludge overflowing from the wall through holes 75 of the water collecting tank are subjected to gravity concentration and supernatant (possibly carrying partial floating slag), most solid floating objects are successfully intercepted under the intercepting action of an electric fine grid machine, grid slag is removed by taking manpower as garbage for cleaning, and the sewage enters the regulating tank 14 from the water falling hole at the rear part for anaerobic regulation treatment;

the anaerobic adjusting tank 14: under the stirring action of the stirrer 16, sewage is mixed, homogenized and regulated in a larger volume space in the anaerobic regulating tank, so that the high peak water quantity, the low peak water quantity and the water quality with different concentrations in different periods of time of inflow water are converted into the flat peak water quantity and the homogenized water quality with more balanced outflow water, and after regulation treatment, the stabilization and standard reaching of the quality of the outflow water of biochemical and physicochemical treatment of the subsequent integrated tank 20 are greatly facilitated; meanwhile, biochemical sludge from a secondary sedimentation tank 24 in the integrated tank and recycled chemical sludge from an inclined tube sedimentation zone 25 enter an anaerobic regulating tank 14 to be mixed with sewage, an anaerobic biochemical reaction and a sludge granulation reaction are carried out, in the anaerobic environment of the tank (dissolved oxygen DO is less than or equal to 0.2mg/L), activated sludge phosphorus accumulating bacteria release phosphate in vivo to obtain energy, organic matters which can be rapidly degraded in the sewage are absorbed and converted into PHB (poly beta hydroxybutyrate) to be stored in cells, when the phosphorus accumulating bacteria enter the aerobic aeration environment of the integrated tank 20, the PHB stored in the body is degraded to start the synthesis and proliferation of the cells and absorb a large amount of phosphorus to form sludge with high phosphorus content, the sludge enters a sludge concentration sludge storage tank 15 from the secondary sedimentation tank 24 in the form of residual sludge to be concentrated, and finally is dehydrated and discharged out of the system, thereby achieving the purpose of biochemical phosphorus removal, therefore, in the anaerobic adjusting tank 14, after the anaerobic biochemical reaction, the sludge-water mixed liquid which has completed the anaerobic phosphorus release task enters the integrated tank 20 from the sewage lift pump 17 at the tail end of the tank through the sewage lift pipe 3 to start the denitrification and dephosphorization treatment and the disinfection and sterilization treatment, thereby ensuring that all water quality indexes of the final effluent reach the standard stably.

Sludge concentration sludge storage 15: the excess sludge from the secondary sedimentation tank 24 is concentrated in the sludge concentration and storage tank 15, and anaerobic digestion reduction is carried out simultaneously, wherein concentration means that the moisture content of the excess sludge is greatly reduced, and reduction means that the total dry matter content of the excess sludge is anaerobically digested, and the concentration and the reduction act simultaneously, so that the treatment load of a subsequent sludge dewatering machine 36 is greatly reduced, the dewatering efficiency is obviously improved, the workload of transporting mud cakes outwards is reduced, and the cost of final treatment of the sludge is obviously saved.

The sewage treated by the integrated tank 10 is actually a mixed liquid of sewage and activated sludge before entering the deoxidation zone 21. After the mixed liquid is subjected to deoxidation and anaerobic treatment in the deoxidation zone 21, the mixed liquid enters the anoxic zone 22 from the holes in the first partition wall 41 along with the flow, is mixed with nitrified liquid flowing back from the subsequent links again, and after the denitrification and denitrification biochemical reaction is carried out in the anoxic zone, the mixed liquid enters the aerobic zone 23 from the holes in the second partition wall 42 for aeration treatment. After the full aerobic biochemical reaction in the aerobic zone, one part of the obtained nitrified mixed liquid flows back to the anoxic zone 22 through the point-type gas stripping device 48 and enters the next round of circulation, and the other part of the nitrified mixed liquid enters the secondary sedimentation tank 24 through the wall-penetrating water distributor 49. The mixed liquid entering the secondary sedimentation tank 24 is subjected to mud-water gravity separation, the separated suspended sludge flows back to the first small hole chamber of the deoxidation area 21 through the H-shaped gas stripping device 53 and enters the next round of circulation, the supernatant is converged and added with medicine, and then is rapidly hydraulically mixed by a tubular mixer 56, and is guided into a water distribution perforated pipe 57 at the bottom of the inclined tube sedimentation zone 25 by an L-shaped pipeline for uniform water distribution, then carrying out coagulation reaction-inclined tube precipitation materialization treatment in the inclined tube area, further removing all residual pollutants, finally leading the upper layer clear water to enter the contact disinfection channel 26 after being collected from the water collecting tank 60, after the disinfectant is added for contact disinfection for half an hour, the mixture enters a pasteurization metering channel 27 for observation and metering and online monitoring of effluent quality, at the moment, the clear water with all indexes up to the standard, including bacteriological indexes, is discharged from the main water outlet pipe 9 after being measured by the flowmeter 29.

Further, in A ² The biochemical and physical chemical integrated pool 20 link, the detailed and concrete working process of the invention is as follows:

a deoxygenation zone 21: the mixed liquid enters a first grid small hole chamber of the deoxidation zone 21 and is mixed with suspended sludge conveyed by an H-shaped gas stripping device 53 of a subsequent secondary sedimentation tank 24 through a suspended sludge return pipe 6', air bubbles and oxygen are naturally removed in the first grid small hole chamber and a second grid small hole chamber, and then anaerobic biochemical reaction is carried out in the subsequent small hole chamber under the anaerobic condition (dissolved oxygen DO is less than or equal to 0.2mg/L), the anaerobic reaction principle is the same as that of the mixed liquid, the difference is that the anaerobic sludge concentration in an anaerobic regulation tank changes along with the change of water quantity, but the reaction time is relatively long, the anaerobic sludge concentration change at the rear end of the deoxidation zone 21 is relatively small, and the reaction time is relatively short. In order to ensure certain anaerobic reaction time and prevent the sedimentation and deposition of activated sludge in the deoxidation area 21, 3-5 vertical small-hole chambers which are communicated in sequence are formed by small partition walls of the arranged small hole chambers to force water flow to reciprocate from top to bottom and from bottom to top, and each small-hole chamber utilizes a conical hopper formed by secondary pouring, natural removal of air bubbles and oxygen carried in returned suspended sludge is realized by utilizing preset hydraulic conditions, the sludge concentration required by anaerobic reaction is supplemented, on the premise of realizing the deoxidation and anaerobic process functions, the sludge is prevented from being deposited in the area, the anaerobic stirrer and anaerobic stirring energy consumption in the conventional method are also eliminated, the equipment maintenance workload is reduced, the anaerobic stirring power consumption is saved, and the reduction of the sewage treatment cost is facilitated. Then, the sludge-water mixture which completes the deoxidation process, the anaerobic biochemical reaction and the anaerobic phosphorus release task passes through the hole on the first partition wall 41 at the end of the area, and enters the next area to continue the new biochemical reaction.

Anoxic zone 22: the sludge-water mixture entering the anoxic zone 22 firstly enters the diversion pipe, is guided into the lower part of the starting end of the anoxic zone together with the nitrified liquid which is obtained by the point-type gas stripping device 48 through the nitrified liquid return pipe 6 and flows back from the tail end of the aerobic zone 23, and immediately starts to carry out anoxic denitrification biochemical reaction (nitrogen gas bubbles are formed to overflow) under the stirring and mixing action of the anoxic zone stirrer 28, wherein the reaction substrates are nitrate and intermediate product nitrite carried by the nitrified liquid, and the required nutrients are organic pollutants which can be biochemically degraded in the inlet water. Both the aforementioned returned nitrified liquid and returned suspended sludge contain activated sludge. The nitrified liquid comes from the tail end of the subsequent aerobic nitrification zone 23 and is stripped and refluxed through a point-type stripping device 48; the suspended sludge comes from the more rear secondary sedimentation tank 24 and is stripped and refluxed by an H-shaped stripping device 53. The mixed liquid in the anoxic zone is stirred by the anoxic zone stirrer 28 close to the bottom in the process of slow advancing and biochemical reaction, so that the tiny nitrogen bubbles in the reaction product smoothly overflow the water surface to enter the atmosphere, and meanwhile, the sedimentation and deposition of activated sludge in the zone are prevented.

Thereafter, the mixed liquid after denitrification in the anoxic zone 22 passes through the holes (2 per tank) on the second partition wall 42 at the end of the zone, and enters the next zone to continue the new biochemical reaction.

The aerobic zone 23: in the mixed solution, aerobic microorganisms adsorb, oxidize, decompose and partially synthesize carbon-containing organic pollutants (part of carbon sources are consumed in the first two areas) in the sewage in the area into new thalli under the condition of abundant Dissolved Oxygen (DO) in the area, nitrifying bacteria nitrify ammonia nitrogen in the sewage into nitrite nitrogen and nitrate nitrogen, and phosphorus accumulating bacteria excessively absorb phosphorus in the sewage. After sufficient aerobic biochemical reaction, when the mixed liquid is advanced to the tail end of the zone, various pollutants in the sewage are greatly removed, but the nitrified product with the changed form and not eliminated is required to flow back to the anoxic zone 22 for anoxic denitrification denitrogenation, so that the reduction of Total Nitrogen (TN) can be realized. At the moment, most of the mixed liquor needs to flow back to the front anoxic zone 22 for denitrification through a gas stripping mode by a point-type gas stripping device 48 at the tail end of the zone, and then enters the next cycle, and a small amount of the mixed liquor passes through the third partition wall 43 through the wall-penetrating water distributor 49 and enters the next zone for mud-water gravity separation.

A secondary sedimentation tank 24: the mixed liquid after aeration treatment enters the lower position of the middle part of the secondary sedimentation tank 24, water is firstly distributed downwards and then slowly flows upwards, the flow speed of the mixed liquid is gradually slowed down because the sectional area of the horizontal plane is gradually increased in the process of ascending, and when the settling speed (v) of solid particles at a certain height position _{Lower part} ) With the velocity (v) of the water flow rising there _{On the upper part} ) When the sludge particles are equal, the sludge particles are in a suspended static state, the upper part of the sludge forms a mud-water interface, clear liquid on the interface is supernatant liquid which meets the requirement of the first-level B water quality index, the supernatant liquid is collected from a water collecting pipe/groove 55 on the water surface, the supernatant liquid is added by a medicament adding port 54, the supernatant liquid is rapidly mixed by the water power of a pipe-type mixer 56, the supernatant liquid passes through a fourth inclined partition wall 44 by an L-shaped pipeline and enters the next area, namely an inclined pipe area 25 to start physicochemical deep treatment, and suspended sludge intercepted from the secondary sedimentation tank 24 continuously flows back to the anoxic area 22 by an H-shaped gas stripping device 53 and enters the next round of circulation, so that dynamic balance is formed. In addition, the sediment sludge is concentrated by the sludge discharge cone bucket at the bottom of the area and then discharged from the sludge discharge pipe 50 with a large opening at the bottom, one part of the sludge is used as the final discharge system of the excess sludge which comprises aged sludge, biochemical phosphorus removal sludge and subsequent chemical phosphorus removal sludge, and the other part of the sludge is used as anaerobic reaction sludge which automatically flows into the sewage anaerobic adjusting tank 14 in the form of gravity flow controlled by the reuse sludge electric control valve 18 and is lifted by the sewage pump 17 to return to the deoxidation area 21 so as to facilitate the phosphorus accumulating bacteria to return to the system for biochemical phosphorus removal.

Inclined tube settling zone 25: the supernatant of the secondary sedimentation tank 24 after the medicine adding and mixing enters an inclined tube area 25 to carry out coagulation reaction-physicochemical advanced treatment of inclined tube sedimentation. The medicine is basic aluminum chloride (PAC) and ferric chloride (FeCl) ₃ ) And the metering of the liquid medicine of the conventional water treatment medicament is added, and the mixing is the rapid hydraulic mixing of the medicament and the water in the tubular mixer 56. Coagulation reaction in the inclined tube zone 25The reaction power is from the water level height difference between the secondary sedimentation tank 24 and the inclined tube zone 25, namely the preset water level height difference between the two is 410-820 mm. The inclined tube zone 25 further removes residual phosphorus in water in an auxiliary chemical phosphorus removal mode, and simultaneously further removes residual Chemical Oxygen Demand (COD), Suspended Solids (SS), chromaticity and the like in a flocculation precipitation mode, so that indexes of COD, SS, Total Phosphorus (TP), chromaticity and the like of effluent can continuously and stably reach higher first-level A standard. In the area, floccules generated by chemical reaction of residual pollutants are intercepted and precipitated on the inner inclined wall of the filler and then slide down and fall to the bottom of the tank to form chemical sludge under the action of a famous shallow layer precipitation principle in the process of flowing through the special inclined pipe/inclined plate filler 59 for sewage upwards, and the chemical sludge contains aged dead activated sludge thallus fragments, removed COD and SS and also contains TP precipitates for chemical phosphorus removal. Under the action of the water pressure difference between the inside and the outside of the tank, the chemical sludge passes through the perforated sludge discharge pipes 58 on the two sides of the bottom → the chemical sludge discharge valve 52 → the chemical sludge recycling pipe 8 → is discharged into the regulating tank 14 (the water level is lower than the water level in the inclined pipe area), is lifted by the sewage pump 17 in the regulating tank and finally returns to the secondary sedimentation tank 24, and is finally discharged out of the system in the form of residual sludge from the secondary sedimentation tank 24.

The surface clean water in the inclined pipe area 25 passes through the fifth partition wall hole 61 on the upper part of the fifth partition wall 45 after being collected by the clean water collecting tank 60, is collected to the water collecting channel 62 on the top of the contact disinfection channel 26, and enters the contact disinfection channel 26 through the water falling hole 64 at the tail end of the water collecting channel 62 for disinfection and sterilization.

Contact sterilization channel 26: and a disinfectant device/adding point 63 arranged at the top of the beginning end of the region is used for adding a disinfectant to the gathered clear water, the clear water containing the disinfectant needs to be contacted and stayed for 30min or more in the region, and after the bacteria are fully killed, the clear water overflows to the Pasteur measuring channel 27 from a sixth partition wall hole 66 on the side edge of the tail end of the region. Because 3, 5 or 7 partitions and 2, 3 or 4 partition bottom holes 65 are arranged in the contact disinfection channel 26, the water flow is forced to zigzag move up and down in the channel, so that the water flow can stay in the channel for 30min or more without short flow, and the aim of fully killing bacteria is fulfilled.

Pasteur measurement channel 27: the clear water entering the pasteur metering channel 27 from the sixth partition wall hole 66 reaches all the indexes including bacteriology indexes, but the observation metering and the online monitoring of the effluent quality are carried out according to the environmental protection supervision requirement and the production management requirement, so the final clear water is discharged from the main water outlet pipe 9 after being metered and correspondingly monitored by the open channel flowmeter 29, thereby completing the task of reaching the standard of sewage treatment.

The invention adopts the following eight creative technologies and structures, and is particularly suitable for A of small-scale sewage ² The technical creativity, the advancement and the remarkable practicability of the O integrated treatment process system are as follows:

sewage pretreatment coupling adjustment technology with local double-layer structure

The technology is summarized as follows: the underground water pool has six pretreatment functions of sand setting, oil separation, fine grid slag blocking, water quality homogenization, water quantity regulation, sewage lifting pump house and the like by adopting a local double-layer structure, and obtains the technical and economic effects of simple structure, intensive land utilization, simplified flow, environmental friendliness, outstanding effect and cost saving.

The method specifically comprises the following steps: 3 areas, namely a grit chamber 11, an oil separation tank 12 and a grid channel 13, which are sequentially connected are opened at one corner of the upper part of an underground water tank, the grid channel 13 of the 3 rd area is directly connected with a main space anaerobic adjusting tank 14 through a water falling hole, an empty bottom plate of the first three areas forms a local top plate of the main space anaerobic adjusting tank 14, most of the whole water tank is buried underground, and corresponding safety national regulations such as hydraulic flow from high to low, civil engineering structure safety (top plate reverse beam, anti-floating enlarged foot, top filling anti-floating and the like), convenient operation (stair stepping and corresponding hydrophilic platform and the like), daily maintenance and production safety (open ventilation, zinc-impregnated steel grating, equipment holes, railings, ladder stands) and the like are considered, so that the application effect of the technology is guaranteed.

The following are specifically mentioned: the average daily flow of the comprehensive domestic sewage is 15L/s, namely 1296m according to the current national Standard for design of outdoor drainage ³ When the ratio is/d, the coefficient of variation K is 2.4; when the average daily flow is 5L/s, namely 432m ³ When the ratio is/d, the coefficient of variation K is 2.7; while sewageThe load design value of the water biochemical treatment facility is a value according to average daily average time, so the hourly difference of the biochemical treatment facility needs a larger volume space for adjustment, namely, the difference of actual inlet hourly variation is received through the volume between the lowest water level and the highest water level of the adjusting tank 14, in other words, under the condition that the outlet water amount is relatively constant, the difference between the peak water amount and the low peak water amount in 24h of the inlet water amount is obvious, so the smaller the sewage treatment scale is, the larger the variation coefficient is, and the more the adjusting tank volume space matched with the smaller the sewage treatment scale is needed to adapt to the production requirement.

The hydraulic flow, internal structure, equipment, function, detailed characteristics and the like of the sewage pretreatment coupling adjustment technology are described in more detail, and are not described in detail herein. However, the creativity of the technology and the local double-layer structure is unprecedented and unique in small-scale sewage treatment, and the technical advancement is obvious.

The inventive sewage pretreatment coupling adjustment technology with the local double-layer structure mainly aims at the following two steps: firstly, the conventional multiple independent water tanks such as a sand basin, an oil separation tank, a fine grid tank, an adjusting tank and a sewage lifting pump tank which are relatively dispersed are efficiently integrated, although the water tanks have different sizes and different combination degrees, the water tanks are usually independent water tanks with more than 2-3, but the water tanks are integrated into a large water tank with a simple and clear structure, so that the land is saved, the operation management is simplified, the efficiency of a reinforced concrete structure is improved, and the effective volume space is exerted to the maximum extent; secondly, overcome the drawback of grid pond and equalizing basin co-building in the past, this drawback mainly shows: the adjusting tank is usually deep due to the free water surface and the adjusting volume, the grid tank is not required to be as deep as the adjusting tank, but is built together to form a whole, so that the grid tank is equivalently cantilevered outwards from the wall of the adjusting tank, excavation of a foundation pit of the adjusting tank during construction inevitably affects an undisturbed soil layer in a certain range around the tank body, and the outward cantilevered structure avoids settlement cracks to cause high cost of civil engineering structure and foundation treatment, and the reliability is far lower than that of the internal simple support structure. Therefore, the invention is easy for civil construction, greatly improves the structural safety, and obviously lowers the integrated construction cost compared with the construction cost of dispersed construction, thereby having remarkable superiority and practicability.

Energy-saving water quality homogenization and water quantity regulation coupled anaerobic biochemical reaction technology

The technology is summarized as follows: the large effective volume of the regulating tank is utilized, the functions of water quality homogenization and water quantity regulation are realized under the condition of gravity recycling of concentrated sludge in a core biochemical and physical treatment section, and the function of anaerobic biochemical reaction is synchronously realized in the regulating tank, so that the practical requirements of shortening the process flow, reducing structures or devices in the process link, reducing the energy consumption of a plurality of pumps with complete small and five-organ sparrows and simplifying the operation management in small sewage treatment are met.

The method specifically comprises the following steps: the bottom concentrated sludge from the secondary sedimentation tank 24 in the integrated tank is connected with a secondary sedimentation tank sludge discharge valve 51 through a large-opening sludge discharge pipe 50 and then is discharged through a secondary sedimentation tank sludge discharge pipe 7, one part of the sludge enters the anaerobic adjusting tank 14 through the recycled sludge electric control valve 18, and the other part of the sludge enters the sludge concentration and storage tank 15 through the excess sludge electric control valve 19. The sludge entering the anaerobic adjusting tank 14 is fully mixed with the activated sludge by the stirring power of the stirrer for preventing sedimentation and sedimentation in a larger volume space of the tank under the stirring action of the stirrer 16 of the adjusting tank, the high peak water quantity, the low peak water quantity and the water quality with different concentrations in different time periods of the inlet water are leveled through mixing, homogenizing and regulating, the inlet water is converted into the flat peak flow and homogenized water quality with more balanced outlet water, the anaerobic biochemical reaction is synchronously carried out in the adjusting tank, the anaerobic treatment link or volume space of the subsequent integrated tank biochemical treatment is shortened or replaced, and the quality of the outlet water of the whole sewage treatment system is enhanced and guaranteed after the regulation treatment and the anaerobic biochemical treatment; and moreover, anaerobic stirring energy consumption is not required to be paid independently or additionally, and anaerobic sludge recycling pump equipment is not required to be specially arranged, but the lifting pump 17 in the regulating tank is directly utilized, so that the technology is particularly suitable for nitrogen and phosphorus removal treatment of small-scale sewage with the regulating tank.

The application of the energy-saving anaerobic regulation technology to the system design of the invention is unprecedented, unique and pioneering, and the technical advancement is obvious.

The application of the original energy-saving water quality homogenization and water quantity regulation coupling anaerobic biochemical reaction technology has the following main purposes or advantages: one is shortening or substituting A ² Anaerobic treatment link or volume space of O biochemical treatment section to save sewage treatment equipment such as container type or tank type, A ² Anaerobic biochemical reaction spaces such as an O biochemical treatment tank and the like and an anaerobic sludge recycling water pump shorten a sewage treatment flow, simplify operation management and reduce energy consumption; and secondly, the volume space and the stirring equipment of the underground reinforced concrete water tank are fully utilized, and the best use is made of things so as to further strengthen and ensure the stable effluent quality of the whole sewage treatment system to reach the standard. Therefore, the technology is applied to the small-scale sewage denitrification and dephosphorization treatment with the regulating tank, and has very obvious superiority and practicability.

Third, excess sludge concentration and stabilization decrement technology for small scale sewage treatment

The technology is summarized as follows: excess sludge entering the sludge concentration and storage tank is distributed at multiple points in the horizontal direction at the middle position of the concentration and storage tank, supernatant in the tank overflows from a water surface water collecting tank, sludge in a bottom concentration cone hopper is further concentrated and compacted, meanwhile, the sludge is subjected to digestion degradation reaction in an anaerobic environment, stabilization treatment is achieved, the total amount of sludge solids is reduced, and finally the sludge is conveyed to a sludge dewatering machine by a excess sludge pump system to be dewatered into mud cakes and transported out.

The necessity: although the total amount of dry solids of the excess sludge generated by small-scale sewage treatment every day is not large, the total amount of dry solids of the excess sludge generated by small-scale sewage treatment every day is not a negligible number after long-term accumulation, and moreover, the Total Phosphorus (TP) of biological phosphorus removal can be stably reached by the TP index of the effluent through the excess sludge discharge system, so that the excess sludge with higher water content discharged from a biochemical treatment process section needs to be subjected to concentration and reduction treatment to meet the continuous and stable production requirements of sewage treatment and sludge treatment.

Specifically, a part of sludge at the bottom of the secondary sedimentation tank 24 in the integrated tank enters the sludge concentration and storage tank 15 through the excess sludge electric control valve 19. The sludge entering the sludge concentration sludge storage tank 15 is distributed in a 2-point or 4-point mode from the horizontal direction at the position near the middle part of the concentration sludge storage tank 15, at the moment, supernatant on the water surface layer of the concentration sludge storage tank 15 overflows from the water collecting tank 74 and passes through the water collecting tank wall penetrating hole 75 to enter the upstream direction in the grid channel 13, the supernatant possibly carries partial scum, the scum is intercepted by the electric fine grid machine, and the supernatant containing pollutants enters the anaerobic adjusting tank 14 to be treated again in a new round. In addition, the sludge after gravity concentration gradually settles into a bottom concentration cone hopper and is further compacted by gravity extrusion, anaerobic microorganisms in the sludge are subjected to digestion and degradation reaction in an anaerobic environment in the tank within the interval time of 2 times of sludge discharge, so that the sludge is subjected to stabilization treatment, the total amount of sludge solids is subjected to decrement treatment, and finally, the sludge after the decrement treatment and anaerobic stabilization decrement treatment is regularly discharged through a residual sludge pump 76 in a concentration sludge storage tank and is conveyed to an equipment room sludge dewatering machine 36 for dewatering treatment.

The technology and the construction method are closely combined with the first two technologies, particularly share the same wall and are closely adjacent to the first technology, and share the main structure bottom plate with the second technology, so that the independent arrangement of a common concentration tank or a mud storage tank is avoided, and the technology integrates various functions and advantages of gravity concentration, mud storage, anaerobic stabilization decrement, direct discharge of supernatant into a regulating tank nearby, convenience of civil construction and the like, and particularly gives full play to two advantages, namely gravity concentration of the middle upper part of a water tank so as to greatly reduce the water content of residual sludge; carrying out anaerobic digestion on the total dry solid amount of the residual sludge through sludge storage at the middle lower part of the water tank; the two components act simultaneously, so that the workload of subsequent sludge dewatering treatment is greatly reduced, and the sludge dewatering efficiency is remarkably improved, therefore, the technical invention remarkably saves the final treatment and disposal cost of the sludge.

Four-hole chamber vertical flow hydraulic stirring deoxidation anaerobic reaction technology

The technology is summarized as follows: under the space structure of the small partition wall, the conical hopper, the bottom hole of the pore chamber and the upper hole of the pore chamber, the mixed liquid containing bubbles is removed and anaerobic biochemical reaction is gradually generated in the alternate process of vertical upward flow and downward flow, the hydraulic action of the water level difference of the liquid level of each pore chamber is fully utilized, and sedimentation and deposition are ensured not to occur.

The method comprises the following specific steps: according to different water quantity scales, 2-4 small partition walls of the pore chambers are arranged in a deoxygenation area 21 in the integrated pool to partition the area into 3-5 small pore chambers which are communicated in sequence, pore chamber bottom holes or pore chamber upper holes are formed in the small partition walls of the pore chambers respectively, the small pore chambers are communicated in sequence through the pore chamber bottom holes and the pore chamber upper holes, a cone hopper is arranged at the bottom of each pore chamber in a secondary pouring mode, the liquid level of each pore chamber is designed to be from high to low, scouring power at the bottom holes is formed, and the cone hopper is matched with a cone slope and a water flow variable cross section to ensure that the flow velocity at the bottom of each pore chamber is maximum, so that sedimentation and siltation cannot occur.

The original technology for stirring, deoxidizing and anaerobic reaction by using the vertical flow water power of the pore chamber mainly aims at 3:

1, in order to cancel the hydraulic machinery such as a submersible mixer or a paddle type mixer and the like which is configured conventionally in the deoxygenation zone 21, the electric motors are reduced as much as possible, namely wearing parts are reduced, the probability of the invention breaking down is reduced as much as possible, electromechanical equipment in the process is simplified, the workload of maintenance and repair is simplified, and the labor cost is reduced;

2, the difficulty of model selection and purchase of a low-power submersible stirrer is overcome, at present, the power of the known submersible stirrer with the minimum specification is 370W (the main reason is that the depth is deeper), and the actual volume of the deoxygenation area 21 is only 5-40 m ³ The required power is only about 40-320W (according to the maximum 8W/m) ³ Configuration), and excessive power not only wastes energy consumption, but also is critical in that reoxygenation is formed by vigorous stirring to destroy the anaerobic environment, so that the anaerobic phosphorus release effect is deteriorated, and finally the effluent TP is increased or even does not reach the standard; the problems are avoided by adopting the original hole-chamber vertical-flow hydraulic stirring deoxidation anaerobic reaction technology;

3, the normal production requirement and the energy-saving requirement of deoxidation and anaerobism are met, and the method is specifically represented as follows: the deoxidation anaerobism adopts a plurality of cell rooms, can make the dissolved oxygen environment of each cell room relatively more stable, and each cell room has the gradient that dissolved oxygen descends according to the preface, and the extremely deoxidation that is favorable to accomplishing fast makes the anaerobism efficiency maximize, consequently, the application of this original technology had both guaranteed high-efficient deoxidation, can avoid mechanical stirring to the input of anaerobic zone DO again, still makes the energy consumption of anaerobism process be in relative minimum level, has played the positive effect to the whole sewage treatment energy consumption that reduces.

Five, small-sized sewage treatment gas stripping double-reflux maintenance-free energy-saving technology

The technology is summarized as follows: in a relatively small space of the small sewage treatment tank, nitrifying liquid at the tail end of an aerobic zone flows back to an anoxic zone by using a point-type gas stripping device, meanwhile, suspended sludge in a secondary sedimentation tank flows back to the front end of the system by using an H-shaped gas stripping device, and power required by gas stripping is sourced from an aeration blower for sewage treatment without adding an additional power machine.

The method specifically comprises the following steps: the invention arranges a point-type stripping device 48 at the tail end of an aerobic zone 23 for nitrifying liquid to flow back to an anoxic zone 22 at the front end so as to meet the process requirement of denitrification treatment and replace the installation of complicated nitrifying liquid reflux pumps, valve pipelines and exhaust facilities; meanwhile, an H-shaped air stripping device 53 is arranged on the middle plane of the secondary sedimentation tank 24 and is used for returning the intercepted suspended sludge to the deoxidation area 21 at the head end after mud-water separation so as to meet the dynamic balance of activated sludge circulation of the biochemical treatment system, ensure the normal operation of the whole sewage treatment system and replace a sludge return pump, a valve pipeline and an exhaust facility which are complicated to install. The air stripping device in the pool is not provided with underwater movable parts and underwater motors, all pipelines and valves are very simple in arrangement, the valve for controlling air stripping amount is positioned on the top of the pool or on the outer side wall of the pool, and the energy consumption of the required air is very small compared with that of a water pump machine, so that the parts of the two air stripping reflows in the pool are maintenance-free and energy-saving.

By applying the gas stripping double-reflux maintenance-free energy-saving technology, the requirement of the process flow is met, two reflux pumps and complicated installation and occupied space are saved, the operation management is simplified, energy is saved, the desire of not arranging pump equipment outside the pool in the pool is realized, complicated maintenance is omitted, and the daily operation cost, the maintenance and the labor cost are greatly reduced.

Six, small sewage secondary sedimentation tank/inclined tube sedimentation zone coupling energy-saving technology

The technology is summarized as follows: in the relatively less pond space, utilize upflow secondary sedimentation pond and pipe chute to deposit the sharing skew wall between them, ingenious realization is close to and inseparable two-stage and deposits the coupling, and the used total head difference of two-stage deposit is little, wherein: the primary sedimentation is of a pure natural gravity type without adding drugs, the secondary sedimentation is of a drug adding coagulation-inclined tube type, and the two phases are coupled, so that the technical advantages of small drug adding amount, good coagulation sedimentation effect, small occupied pool body space and low energy consumption and management cost are finally realized.

The invention of the technology mainly solves three technical problems of small space of the small sewage treatment tank, one is that the actual sludge area load of the previous single-stage sedimentation is too high (the national design code requires that the sludge solid load is less than or equal to 150 kg/m) ² ·d～200kg/m ² D, taking the wastewater into and out of a secondary sedimentation tank), wherein the single-stage secondary sedimentation tank can only ensure that the wastewater reaches the first-stage B standard; secondly, the previous single-stage precipitation cannot be well subjected to dosing coagulation precipitation in the tank, so that efficient auxiliary chemical phosphorus removal and coagulation precipitation cannot be realized through low medicine consumption to further reduce pollutants such as COD, SS, chromaticity, TP and the like, and the current higher-requirement first-level A standard cannot be met; thirdly, in the past, if two-stage sedimentation is realized, the sedimentation can be respectively completed in two independent pond bodies, which is extremely not beneficial to the integral integration of the pond.

The invention adopts the low-resistance quick tubular mixer 56 to carry out hydraulic mixing, carries out coagulation reaction in a large space at the bottom of the inclined tube area 25, and the power of the invention comes from the water surface height difference between the secondary sedimentation tank 24 and the inclined tube area 25 of 410-820 mm, does not need additional hydraulic machinery to provide power, and only relies on the preset water surface height difference in design to provide lasting power.

Therefore, the invention utilizes the coupling energy-saving technology of the small-sized sewage secondary sedimentation tank/inclined tube sedimentation area to directly obtain the high-standard effluent quality, also saves the precious box space, reduces the investment of system equipment, simplifies the operation management, saves the overall energy consumption, and reduces the daily operation cost and the maintenance cost.

Seven, inclined tube precipitation reflection water distribution and contact coagulation technology

The technology is summarized as follows: in the pool space at the lower part of the inclined pipe, the water distribution perforated pipe is utilized to spray water downwards and perform the action of reflection and entrainment for the second hydraulic mixing (the first mixing is performed in a tubular mixer) and the contact flocculation, thereby obtaining the remarkable effects of less dosage, full coagulation reaction and contact flocculation and good effluent quality.

The method specifically comprises the following steps: the water after the first rapid hydraulic mixing by the dosing and tubular mixer 56 is connected with the water distribution perforated pipe 57 at the bottom of the inclined pipe area 25 through an L-shaped pipe, the water distribution perforated pipe is horizontally arranged, all water distribution orifices face downwards rather than upwards, the height of the center line of the pipe is 450 mm-900 mm away from the bottom plate, and the caliber of the water distribution pipe 57 is larger than that of the tubular mixer 56, so that the flow velocity and flow difference of the water distribution end holes and the end holes is very small (large resistance orifice water distribution principle-large pipe small orifice water distribution), and then the linear water distribution is changed into the slow and uniform upward flow of the whole plane through the reflection of the conical slope to the two sides, thereby prolonging the effective flocculation reaction time, strengthening the flocculation effect, and avoiding the occurrence of short flow and muddy water of local inclined pipes. After the uniform water distribution, water flow slowly and uniformly rises on the whole plane and passes through the in-process of suspended sludge layer, fully contact with earlier flocs and settled sludge particles, the flocculation reaction efficiency is further improved, floc particles grow larger and larger, particles at local positions are more and more compact and precipitate to the positions near the U-shaped perforated sludge discharge pipes 58 at two sides, partial light and fine particles enter the inclined pipe/inclined plate filler 59 along with rising water flow, and under the action of the famous superficial layer precipitation principle, the light and fine particles are intercepted and precipitated on the inclined wall in the filler, and then slide down and fall to the bottom plate to form sludge. Sludge on both sides of the bottom plate in the tank is discharged through perforated sludge discharge pipes 58 on both sides and lifted by a sewage pump of the adjusting tank, and the sludge returns to the secondary sedimentation tank 24 and is finally discharged out of the system in the form of excess sludge.

The invention applies the initiated inclined tube precipitation reflection water distribution and contact coagulation technology, meets the simplified layout of coagulation reaction-inclined tube precipitation in a narrow space, realizes a sufficient physicochemical treatment process, uses a small amount of conventional water treatment agent and has extremely low energy consumption for payment, further removes residual COD, SS, TP, chroma and the like, and ensures that the effluent water stably reaches the first-level A standard. In conclusion, significant advantages are obtained.

Eight, contact disinfection coupling pasteur metering function integrated technology

The technology is summarized as follows: 4 functions of the inclined tube sedimentation main water collecting channel, the contact disinfection channel, the pasteurization channel and the endmost middle water pump pit of the 2 main functional tanks are closely coupled together by using ingenious and simple space configuration in the direction vertical to the main flow path at the tail position of the integrated tank, so that the space occupation and the civil construction cost are greatly saved.

The necessity of this technique is divided into 2 areas, the necessity of coupling contact sterilization, and the necessity of coupling pasteurisation.

With regard to contact sterilization: bacteriological index (faecal coliform number 10) in view of the first-class B criteria ⁴ n/L) and first stage A (10) ³ one/L) is 10 times, while the prior small-sized sewage treatment facilities do not pay attention to the disinfection problem and do not always consider the disinfection problem or simply consider the use of an ultraviolet disinfection device (the ultraviolet illumination is attenuated along with the aging of a lamp tube, and most of the time, the bacteriological indexes hardly reach the standard), so the invention has the advantages of difficult control and adoption of the small-sized sewage A ² The integrated technology of coupling the biochemical main body tank with the contact disinfection function in one tank effectively solves the problem that the first-level A full index (containing bacteriological index) reaches the standard, so the coupling technology is very necessary.

Regarding the pasteurisation metric: from the production and operation angles of sewage treatment enterprises and the environmental protection and administrative supervision angles of government offices, the water quantity and the water quality must be measured and monitored in time in sewage treatment, but in view of the reasons that the disinfection modes of various sewage projects are different or the shapes of water tanks are difficult to integrate, most of the measurement and monitoring facilities in the existing known small-sized sewage treatment facilities are independently constructed, the factors such as pipeline connection, space and the like are considered, the area occupied by the small-sized sewage treatment is often large, the construction cost is relatively increased, and the operation and management are inconvenient. The invention applies the integrated technology of contact sterilization coupling pasteurism measurement in a pool, not only brings convenience for production management, but also saves the land and the engineering cost of projects, so the integrated integration is necessary for small-scale sewage treatment.

The method specifically comprises the following steps: the left wall of the contact disinfection canal 26 is actually the right wall of the 2-seat axially symmetric inclined tube settling zone 25, i.e. the 2-seat axially symmetric A ² The O main body pool shares 1 contact disinfection channel 26, and simultaneously, 2A with axial symmetry ² The tail end of the O main body pool shares 1 water collecting channel 62, the water collecting channel 62 is used for collecting the water precipitated by the inclined pipes of the 2 main body pools, the water collecting channel 62 is stacked on the left side of the upper part of the contact disinfection channel 26, a disinfectant device/adding point 63 is arranged above the tail end of the water collecting channel 62, namely the top of the starting end of the contact disinfection channel 26, and a disinfectant is added to clean water, in order to ensure the disinfection effect and avoid short flow of the water flow for contact disinfection, 3, 5 or 7 partition walls and 2, 3 or 4 partition wall bottom holes 65 are arranged in the contact disinfection channel 26, the water flow is forced to bend upwards and downwards in the channel, so that the water flow can stay in the channel for 30min or more in contact, and the purpose of fully killing bacteria is achieved. Meanwhile, the right wall of the disinfection canal 26 is contacted, the left wall forming the pasteurization canal 27 is the sixth partition wall 46, and the whole pasteurization canal 27 is suspended above the sixth partition wall 46, so that the corrosion and breakage accidents of reinforcing steel bars caused by the fact that settlement cracks and water leakage are easy to occur due to other construction modes are avoided. In addition, in order to ensure that the reclaimed water recycling pump at the tail end of the Pasteur measuring channel 27 has enough submerged water depth and pump pit volume, the pump pit at the tail end of the Pasteur measuring channel 27 can also directly fall on the integral large bottom plate of the main body water pool, and absolute safety of a civil structure is further ensured.

Through the ingenious structure, the tail of the invention smoothly realizes four functions: the total catchment canal, the contact disinfection canal, the pasteurism measurement canal and the endmost reclaimed water pump pit occupy little area and pay little civil engineering cost, and the integrated technology is extremely favorable for small-scale sewage treatment.

In summary, the invention relates to sewage A ² An integrated pool system and process for treating sewage includes such steps as pretreating sewage, coupling regulation, anaerobic biochemical reaction, concentrating residual sludge and stabilizing, vertical stirring, deoxidizing, anaerobic reaction, stripping, recovering water, and concentrating and stabilizing sludge ² The integrated effects of the biochemical treatment, the enhanced physical and chemical treatment of gravity natural precipitation/drug-added coagulating precipitation, the contact disinfection/open channel metering and the like not only save the occupied area and the manufacturing cost, but also save the energy consumption and simplify the daily operation management and maintenance cost.

The invention has the following five most obvious beneficial effects on two major aspects of technical economy:

1. creates excellent conditions for the high-standard treatment and low-cost treatment of small-scale sewage

The invention is original and advanced in technology, namely A ² The O integrated pond sewage treatment system not only skillfully integrates the pretreatment, the intermediate treatment and the terminal sludge treatment, such as sludge settling and sand setting, oil separation, fine grid slag blocking, water quality homogenization, water quantity regulation and storage, sewage anaerobic biochemical treatment, sludge gravity concentration, sludge anaerobic digestion stabilization reduction and the like, but also skillfully integrates the A treatment and the A treatment ² The biochemical reaction of O, the double-gas-stripping reflux of the nitrified liquid and the suspended sludge, the gravity separation of sludge and water, the physicochemical treatment of hydraulic coagulation-inclined tube sedimentation, the external reflux of sludge, the recycling of chemical sludge, contact sterilization, pasteurization, the recycling of reclaimed water and the like are integrated into 2 water tanks, so that the nitrogen and phosphorus removal efficiency of the whole system is high, and the effluent water is dischargedThe water quality is good, each index can reach the first-level A standard, no missing item or weak item exists, the performance is balanced, the operation is simple, the energy consumption of the operation is low, the indexes of parameters such as a gas path, a water path, a mud path, a medicine path and the like in the operation are controllable and adjustable, the water quality reaches the standard and is easy to control, the system only has 2 water pool structures in total, the civil engineering pool is square, the structure is clear and easy to construct, and excellent conditions are created for the stable standard reaching of the final effluent of small-scale sewage treatment;

2. the technical reliability is high: the system of the invention not only runs stably and reliably, but also shows that the technical principle, the technical parameters and the construction details are very reliable. The technical terms used by the invention are standard, have no hidden and difficult links, have no obscure concepts, are more free from being confused, have clear and clear internal structure, fully consider how to avoid silting and blocking and facilitate maintenance when the technical route is planned and designed, and consider how to eliminate potential fault factors in advance from the deep level of theory, and have extremely low fault rate, so that a user can do nothing after using the system normally as long as compared with other forms of sewage treatment pools and systems;

3. the whole cost is low, and the construction is uncomplicated, and the sexual valence relative altitude: the invention adopts the design of an underground integrated tank and a semi-underground integrated tank, the shape of the integrated tank is a rectangular tank, the internal structure is intensified and compacted, the regulation volume and the anaerobic biochemical reaction volume of the integrated tank are maximized, the buried external environment is friendly, the internal structure of the integrated tank is also intensified and compacted, the reaction volume of each functional zone is enough, the material standard of the device is realized, no special equipment or material (all conventional water treatment materials and common materials) is provided, and the whole system has no other underwater movable parts except an indispensable regulation tank stirrer, an anoxic zone stirrer, a primary lifting pump and a primary residual sludge pump; vertical flow hydraulic stirring, anoxic submersible stirring, microporous aeration, air stripping double reflux, gravity large-opening sludge discharge, hydraulic tubular mixing, reflection water distribution, contact coagulation, perforation sludge discharge, uniform water collection, "labyrinth" contact disinfection, wall attachment metering and the like which are adopted in the tank, and equipment devices and components such as a sewage lifting pump, an aeration blower, a dosing machine, an excess sludge pump, a sludge dewatering machine and the like outside the integrated tank are all conventional, have no expensive material requirement, no special component/assembly and no expensive price restriction, so that compared with a container type MBR device system, the advantages of cost performance and durability (reinforced concrete is 50 years, and an equipment device is 15 years to 20 years maximum) are very obvious;

4. the daily operation cost is low, and the financial and economic pressures paid by using units or governments are low:

the invention relates to sewage A ² The O integrated pond system and the process method are in the lowest power consumption and lowest chemical consumption level on the premise of the first-level A discharge standard of small-sized sewage treatment. The reason is that: the sewage treatment method reduces the power consumption of the whole system to the minimum except the necessary maximum power consumption of a water inlet sewage lifting pump and an aeration blower, the system has no secondary lifting except the power consumption of a regulating tank stirrer and an anoxic zone stirrer, the sewage lifting pump and the regulating tank stirrer of the regulating tank are both used for one machine, the rest part in the tank only depends on gravity (the preset water level difference ensures that water flows to the lower part and naturally precipitates) and air power (an air stripping power source) to operate, and compared with other sewage treatment systems, the method reduces the pump equipment to the minimum, and reduces the total stirring energy consumption, the total reflux energy consumption (multiple reflux, lift reduction), medicament adding energy consumption, aeration energy consumption (lower air-water ratio), medicament consumption (containing bleaching fine powder disinfectant and the like) to the minimum or improves the highest efficiency. Therefore, the energy consumption and the drug consumption of the invention in the field of small sewage treatment by an activated sludge method are the lowest in the same industry, that is, under the condition of treating the same sewage quantity and the same inlet water quality, the same grade A water outlet standard is adopted, the invention has the advantages of least electricity consumption, least drug consumption, lowest direct operation cost and lowest economic cost of water environment protection;

5. the operation is simple, the maintenance workload is small, and the maintenance (minor repair and major repair) cost amortization is low:

the requirement on the professional skills of operation managers is low, the users can go on duty after training slightly, and the situation that talents are difficult to find and stay due to complex operation of passing comprehensive pools or equipment and high requirement on skills and low salaries or the system is in a paralysis state due to the fact that no management is provided is achieved. The invention has the advantages of simplest flow, clearest links, extremely low system failure rate, easy observation and repair of failures, no need of special professional team operation and maintenance, no need of frequent replacement of expensive components/assemblies, and no restriction of patent price factors because all adopted equipment are conventional universal products for water treatment. In a word, the single cost and the comprehensive cost such as the human resource cost, the repair cost of daily maintenance and/or professional maintenance and the like in the operation process are the lowest in the same type in the industry at present, so the sustainable development of environmental protection is most easily realized.

In conclusion, the invention relates to sewage A ² The O integrated pond system and the process method can fully meet the first-level A standard, occupy less land, have short flow, have high nitrogen and phosphorus removal efficiency, have relatively lowest one-time building cost, and have daily operating cost including power consumption, medicine consumption, manpower and maintenance cost, namely, the invention can treat sewage with high standard and low cost at the same time. Therefore, the invention has wide application prospect.

Drawings

FIG. 1 shows a ² O overall plan layout schematic of integrated pond system.

FIG. 2 is a schematic cross-sectional view of a process flow of the present invention.

FIG. 3 is a schematic plan view of the integrated anaerobic sewage conditioning/sludge reduction tank of the present invention.

FIG. 4 shows a diagram of a ² The section of the O biochemical and physical integrated tank is schematic.

FIG. 5 is a schematic side sectional view of an integrated pool of the present invention.

FIG. 6 is a schematic sectional view of a deoxidation zone in the present invention.

FIG. 7 is a schematic cross-sectional view of an aerobic zone in the present invention.

FIG. 8 is a schematic sectional view of a secondary sedimentation tank according to the present invention.

FIG. 9 is a schematic sectional view of the inclined tube settling zone of the present invention.

FIG. 10 is a schematic cross-sectional view of a contact sterilization ditch (inward) according to the present invention.

FIG. 11 is a schematic cross-sectional view of a contact sterilization ditch (outward) according to the present invention.

Wherein: 1-main water inlet pipe, 2-accident overflow pipe, 3-sewage lifting pipe, 4-pressure air pipe, 5-dosing pipe, 6-nitrifying liquid return pipe, 6' -suspended sludge return pipe, 7-secondary sedimentation tank sludge discharge pipe, 8-chemical sludge recycling pipe, 9-clear water/main water outlet pipe, 10-sewage anaerobic regulation/sludge reduction comprehensive tank, 11-grit chamber, 12-oil separation tank, 13-grid channel, 14-anaerobic regulation tank, 15-sludge concentration sludge storage tank, 16-regulation tank stirrer, 17-sewage lifting pump, 18-recycled sludge electric control valve, 19-residual sludge electric control valve, 20-A ² An O biochemical and physical chemical integrated tank, 21-a deoxygenation zone, 22-an anoxic zone, 23-an aerobic zone, 24-a secondary sedimentation tank, 25-an inclined tube sedimentation zone, 26-a contact disinfection channel, 27-a pasteurism measurement channel, 28-an anoxic zone stirrer, 29-an open channel flowmeter, 30-an equipment room, 31-a transformer, 32-a power distribution cabinet, 33-a pressure dissolved air machine, 34-an air blower, 35-a medicine adding machine, 36-a sludge dewatering machine, 41-a first partition wall, 42-a second partition wall, 43-a third partition wall, 44-a fourth inclined partition wall, 45-a fifth partition wall, 46-a sixth partition wall, 47-a micropore aeration device, 48-a point type air lifting device, 49-a wall-penetrating water distributor, 50-a large-opening sludge discharge pipe, 51-a secondary sedimentation tank sludge discharge valve, 52-a chemical sludge discharge valve, 53-an H-shaped air lifting device, 54-a medicine adding opening, 55-a water collecting pipe/groove, 56-a tubular mixer, 57-a water distribution perforated pipe, 58-perforated sludge discharge pipe, 59-inclined pipe/inclined plate filler, 60-clear water collecting tank, 61-fifth partition wall hole, 62-collecting channel, 63-disinfectant device/feeding point, 64-water falling hole, 65-partition wall bottom hole, 66-sixth partition wall hole, 71-small partition wall, 72-first partition wall, 73-second partition wall, 74-sludge concentration supernatant collecting tank, 75-collecting tank wall penetrating hole, 76-residual sludge pump and 77-concentrated sludge pipe.

Detailed Description

In order to better understand the technical solution of the present invention, the following description is made with reference to specific examples. It is to be understood that the described embodiments are merely exemplary of some, not all embodiments of the invention, and that various changes, improvements, modifications, substitutions, integrations, modifications, etc. may be made therein without departing from the spirit and principles of the invention.

Example one

In this example, the scale of sewage treatment in a certain village and town is 800m ³ D (more oil and fat are in the inlet water), the effluent standard is the first-class A standard, and the invention A is adopted ² The O integrated pool system and the process method achieve the target task. The engineering content mainly comprises three parts: 1 buried comprehensive pool, 1 semi-underground A ² O integrated pool, 1 ground equipment room. For maintenance without stopping production, the main body part A ² O integrated tanks are connected in parallel according to 2 seats and each 400m ³ D pool is built with common walls, the contact disinfection canal and the pasteurism canal of the end part are both 800m ³ The d scale. The water pools are all of rectangular reinforced concrete structures. The major dimensions of the pool and building are as follows:

the overall dimension of the sewage anaerobic regulation/sludge reduction comprehensive pool is 11.20m in length and 8.00m in width, and the buried depth below a terrace is 5.90 m; ② A ² The overall dimension of the O biochemical and physical integrated pool is 18.20m long, 8.90m wide and 4.70m deep (the pool is ultrahigh on a water-containing surface but does not contain a bottom plate and cushion layer thickness), and the overall width of each functional area of the pool is consistent with the width of the main body except for the extreme Pasteur measuring channel; and the overall dimension of the equipment room is 9.24m long by 4.50m wide, and the indoor clear height is 3.30 m. Please refer to fig. 1 and fig. 2.

In more detail, the internal control height of the anaerobic adjusting tank 14, which is the main part of the integrated sewage anaerobic adjusting/sludge reducing tank 10, is 4.75m, the maximum water level is designed to be 4.60m (the large bottom plate of the bottom of the adjusting tank 14 shown in fig. 2 is taken as a 0 standard), and the height from the maximum water level to the internal top plate is 0.15 m. The effective volume below the highest water level is 287m ³ Wherein the volume below the lowest water level is 39m ³ The actual adjustable volume is 248m ³ This corresponds to an average water amount of about 7.44 h.

The starting end of the comprehensive tank 10, namely the head end of the grit chamber 11, is provided with a main sewage inlet pipe 1 with specification of DN350, and the tail end of the anaerobic adjusting tank 14 is provided with three outlet lift pumps 17, one is large and the other is small, wherein1 large pump is a motor-driven standby pump, and the parameter of the large pump is Q ═ 45m ³ H12 m, Pe 3kW, and Q20 m ³ H12 m, Pe 2.2 kW. Three water pumps are respectively connected to a sewage lifting pipe 3, and sewage is conveyed to A from the lifting pipe 3 ² And O, the specification of the pipeline is DN150 at the head end of the integrated pool. Said A is shown in connection with FIG. 1 ² Sludge in a sludge hopper of a secondary sedimentation tank 24 of the O integrated tank respectively enters an anaerobic adjusting tank 14 and a sludge concentration sludge storage tank 15 of the integrated tank in a gravity flow mode through a sludge discharge pipe 7 of the secondary sedimentation tank, and the specification of the sludge discharge pipe 7 is DN 100. The anaerobic adjusting tank 14 is also provided with 2 stirrers 16, the model powers of the two stirrers are the same, the power of the two stirrers is 1.1kW, and the two stirrers can be set to be automatically operated intermittently, automatically operated in turn and stopped when the water level is lower than 1.00 m.

Further, as shown in fig. 2, 3 and 4, the plane size of the grit chamber 11 is 2.50m long by 1.80m wide, the bottom of the grit chamber is 400mm high with a secondary casting sand setting cone, the designed water depth of the grit chamber above the cone is 470mm, the side edge of the grit chamber is provided with an accident overflow pipe 2 with specification of DN400, and the tail end of the grit chamber is provided with a gate with specification of DN 200; the grit chamber 11 is also provided with a stair step which can be lowered to a position close to the water surface of the chamber by 200mm, and is used for facilitating manual work to regularly clear and drag large floating objects, clear and draw mud and sand at the bottom of the chamber and clear and transport oil-separating sludge beside the chamber in time.

The inflow direction of the main water inlet pipe 1 in the grit chamber 11 is along the wall direction of the chamber; the gate of the DN200 is positioned at the right side of the small partition wall 71; the aperture of the gate hole on the right side of the small partition wall 71 is 250mm, and the center of the gate hole is positioned at the height position of 320mm below the designed water surface.

As shown in fig. 3 and 5, the oil separation tank 12 has a plane size of 2.50m long by 0.80m wide and a designed water depth of 800mm, an air-flotation oil separation complete set is arranged from the water inlet end of the tank, a weir plate is arranged at the rear part of the tank, the width and height of the weir plate are 800mm and 800mm, a water passing space with the height of 200mm is reserved on the bottom plate after installation, a water passing hole at the lower left corner of the first partition wall 72 is arranged at the tail end of the tank, and the water passing hole is 200mm wide by 600mm high.

As shown in fig. 2, 3 and 5, the grid trench 13 has a planar size of 2.50m × 0.45m in length, the trench floor is an emptying floor, the trench is provided with a conventional electric fine grid machine (the specification is grid gap 2mm, trench width 450mm, and trench depth 2550mm), the designed water depth H before the grid is 830mm, the water depth H after the grid is 800mm, the upstream direction of the grid machine is provided with a water collecting tank wall through hole 74 (150 mm × 250mm in width) on the second partition wall 73, the rear of the trench is provided with a water stabilizing weir, and the emptying floor at the end of the trench is provided with a water falling hole (450 mm × 300mm in length) after the water stabilizing weir.

The height of the water stabilizing weir at the rear part of the grid channel 13 is 650 mm. When the adjusting tank 14 is operated at a low water level in 24 hours of a day, the weir is used for ensuring that the set water depth before and after the grating in the grating channel 13 is achieved, so that the water flow of the grating machine cannot flow through the grating and flow too fast and too sharp to leak grating slag from the grating gap into the adjusting tank 14, the effect of the grating machine is lost or the slag removal effect of the grating machine is influenced, therefore, the weir plays a role in stabilizing the water level, ensures that the grating machine operates stably and efficiently, and simultaneously ensures that the air floatation oil separation complete equipment has a constant water level during operation so as to play an air floatation oil separation effect.

As shown in fig. 2 and 5, the empty floors of the grit chamber 11, the oil separation chamber 12 and the grid ditch 13 are at the same level, and the floor level is 800mm lower than the highest water level of the anaerobic adjusting tank 14.

As shown in fig. 1, 2, 3 and 5, the anaerobic adjusting tank 14 is a "knife-handle-shaped" volume space of a large tank body minus grit chamber 11, an oil separation chamber 12, a grid channel 13 and a sludge concentration and sludge storage tank 15, and is a main body of a comprehensive tank, an inflow port of the tank is provided with 2 small inflow ports in addition to the water falling hole, 1 is a recycled sludge inflow port of a secondary sedimentation tank 24 which is controlled to flow back by a recycled sludge

electric control valve

18, 2 is a chemical sludge inflow port of an inclined tube sedimentation zone 25 which is from a chemical sludge recycling pipe 8, and the pipe diameters of the 2 small inflow ports are the same as DN100 specification; the anaerobic adjusting tank 14 only has 1 water outlet, namely a DN150 sewage lifting pipe 3 connected with a sewage lifting pump 17 at the tail end of the tank. The first agitator 16, the second agitator 16 and the sewage lift pump 17 are arranged in three corner directions in the tank.

As shown in FIGS. 2, 3 and 5, the planar dimensions of the sludge thickening and storing tank 15 are 3.50m long by 2.50m wide and 6.35m total depth, wherein the designed height above the water surface is 5m00mm, the bottom plate of the tank and the bottom plate of the anaerobic adjusting tank 14 are the same large integral bottom plate, the bottom plates of the tank and the anaerobic adjusting tank are positioned on the same horizontal plane, and the tank is also provided with a perforated top plate exposed out of the ground; the bottom plate of the pool is provided with a concentrated conical hopper for secondary pouring, the height of the conical hopper is 1.50m, the effective water depth above the conical hopper is 4.35m, and the effective volume is 38.06m ³ (ii) a The tank is also provided with a surplus sludge pump 76, the parameter of which is Q10 m ³ H, 14m, 1.1kW and DN 40; the specification of a sludge inlet pipe 2.00m below the designed water level of the tank is DN65, the sludge inlet pipe is divided into 4 branched DN40 outlets, sludge is symmetrically fed from the horizontal direction, the residual sludge pump 76 is connected with a concentrated sludge pipe 77, and the caliber of the concentrated sludge pipe is DN 50; the upper part of the sludge concentration and storage tank 15 is provided with a supernatant water collecting tank 74, 2 water collecting tanks are horizontally and parallelly arranged, the 2 water collecting tanks are communicated into an H shape at the middle part of the plane close to the back, the water collecting tank 74 is a triangular weir shape, the width is 110mm, the height is 200mm, and the stainless steel materials, the supernatant in the tank finally passes through a water collecting tank wall penetrating hole 75 which is arranged on the partition wall 73 and communicated with the grid channel 13, and the gravity is automatically discharged into the upstream direction of the grid channel 13, so that the electric grid machine can remove solid garbage such as scum hair carried by the supernatant.

The excess sludge pump 76 is arranged in a concentration cone hopper at the bottom of the sludge concentration sludge storage pool 15, the sludge pump is connected with a concentration sludge pipe 77 with the caliber of DN50, and the other end of the concentration sludge pipe 77 is connected with a sludge dewatering machine 36 in the equipment room 30. And finally, transporting the mud cakes obtained after the sludge dewatering machine 36 to landfill or fertilizing nursery stocks and flowers.

The main technological parameters of the integrated sewage anaerobic regulation/sludge reduction tank 10 are as follows:

the horizontal flow velocity of the silt and the sand of the grit chamber 11 is 0.04m/s, and the hydraulic retention time is 90 s.

The horizontal flow velocity of the oil separation tank 12 is 0.037m/s, and the hydraulic retention time is 60 s.

The grid gap of the grid ditch 13 is 2mm, the flow velocity of the passing grid is 0.30m/s, and the installation angle is 60 degrees.

The actual adjustable volume of the anaerobic adjusting tank 14 is 248m ³ Adjustment time 7.44h, the minimum regulating volume under the lowest water level is 39m ³ And the shortest hydraulic retention time is 1.17 h.

The gravity concentration time of the sludge concentration and storage tank 15 is 37.5h, and the surface load is 1.28m ³ /(m ² H) sludge solids loading of 12.8 kg/(m) ² D), maximum retention time of sludge 6.43 d.

A is described ² The O biochemical and physical chemical integrated treatment tank 20 comprises seven functional areas including a deoxygenation area 21, an anoxic area 22, an aerobic area 23, a secondary sedimentation tank 24, an inclined tube sedimentation area 25, a contact disinfection channel 26 and a pasteurization channel 27 which are sequentially connected in a large tank body, wherein the design water surface heights of the deoxygenation area 21, the anoxic area 22, the aerobic area 23, the secondary sedimentation tank 24, the inclined tube sedimentation area 25, the contact disinfection channel 26 and the pasteurization channel 27 are sequentially reduced to form permanent power for water flow from an inlet to an outlet. Wherein, the water level difference between the water inlet surface of the first lattice of the deoxidation area 21 and the water outlet surface of the water outlet weir at the tail end of the disinfection ditch 26 is 1.30 m.

The length of the deoxygenation zone 21 is 1.00m, the water depth is 4.40m, the deoxygenation zone is divided into 4 small-hole chambers in the width direction, and the effective volume is 15.488m ³ The hydraulic retention time HRT is 0.93h, the average suspended solid concentration X of the activated sludge mixed liquor is 4gMLSS/L, the sludge external reflux ratio R is 100%, and the suspended sludge stripping reflux ratio R of the secondary sedimentation tank is 50-100%.

The length of the anoxic zone 22 is 3.90m, the width is 4m, the water depth is 4.30m, and the effective volume is 67.08m ³ The hydraulic retention time HRT is 4.02h, the average concentration X of suspended solids of the mixed liquid of the activated sludge is 6gMLSS/L, and the load Ls of the BOD sludge is 0.0465kgBOD ₅ V (kgMLSS d), Denitrification Rate K _de ＝0.0493kgNO ₃ -N/(kgMLSS. d), sludge age 0 _C (21 d) nitration liquid reflux ratio R _i ＝150％～250％。

The aerobic zone 23 is 5.20m long and 4m wide, the water depth is 4.30m, and the effective volume is 89.44m ³ The hydraulic retention time HRT is 5.37h, the total nitrogen load rate is 0.0418 (less than or equal to 0.05) kgTN/(kgMLSS. d), the average suspended solid concentration X of the activated sludge mixed liquor is 6gMLSS/L, and the sludge age is 0 _C (21 d) nitration liquid reflux ratio R _i ＝150％～250％。

The length of the upper part of the secondary sedimentation tank 24 is 3.50m, the length of the bottom part is 2.00m, the width is 4m, the water depth is 3.05m, the depth of the mud bucket is 1.20m, and the effective volume is 34.594m ³ The settling time is 2.07h, and the surface load is 1.19m ³ /(m ² ·h)。

The length of the water surface of the inclined tube sedimentation area 25 is 1.60m, but the actual length of the inclined tube area is 1.88m, the width is 4m, the water depth is 3.40m, the depth of the sludge discharge groove is 0.40m, and the effective sedimentation volume is 30.154m ³ The settling time is 1.81h, and the surface load of the inclined tube is 2.21m ³ /(m ² H) in which the coagulation zone volume 18.845m in the lower part of the chute ³ The coagulation reaction time was 1.13h 67.8 min.

The contact disinfection canal 26 has the length of 0.78m, the water depth of 3.10m and the effective volume of 18.86m ³ The contact disinfection time, namely the hydraulic retention time HRT is 0.566h and 33.9 min.

As shown in fig. 1, 4 and 6, in the deoxygenation zone 21, the small partition walls of the cell chambers divide the zone into 4 small cell chambers, which are sequentially communicated with the upper holes of the cell chambers through the bottom holes of the cell chambers, and in order to prevent sediment accumulation at the bottom of each cell chamber, a secondary pouring conical slope with the height of 600mm is arranged at the bottom of each cell chamber, and the conical slope also plays a role in guiding water flow; a pipe orifice of the sewage lifting pipe 3 is arranged in a head-grid small-hole chamber at the position 420mm below the top of the tank, and the caliber of the pipe orifice is DN 125; holes are arranged on the first partition wall 41 in the small hole chamber of the last grid at the position of 450mm below the top of the pool and used for water flow to enter the anoxic zone 22 from the deoxidation zone 21, and the size of the holes is 400mm in width and 400mm in height; the dimensions of the bottom hole of the well were 400mm in width by 400mm in height, and the dimensions of the upper hole of the well were 400mm in width by 400mm in height. In addition, an injection pipe orifice of a suspended sludge return pipe 6 'with the caliber of DN100 is arranged at the position 500mm below the tank top of the first-grid small-pore chamber, and the inlet of the return pipe 6' is connected with the outlet end of an H-shaped air lifting device 53 arranged on the upper side of the middle part of the subsequent secondary sedimentation tank 24.

As shown in fig. 1 and 4, in the anoxic zone 22, a vertically downward flow guide pipe without bottom falling is arranged at the hole close to the first partition wall 41, the specification is 450mm × 450mm, the lower opening is 500mm away from the bottom plate, the upper part of the flow guide pipe is also connected with an injection pipe opening of a nitrifying liquid return pipe 6, the caliber of the injection pipe opening is DN150, and the inlet of the nitrifying liquid return pipe 6 is connected with the outlet end of a point-type gas stripping device 48 at the tail end of a subsequent aerobic zone 23; in order to prevent activated sludge from precipitating, the bottom of the anoxic zone 22 is provided with a stirrer 28 with the power of 0.55 kW; the water surface at the end of the area, namely the position 525mm below the pool top of the second partition wall 42, is provided with 2 holes which are communicated with the aerobic area 23, and the holes of the partition wall have the size of 500mm in width and 350mm in height and are used for water flow to enter the aerobic area 23 from the anoxic area 22.

As shown in figures 1, 4 and 7, 86 general microporous aeration discs, namely a microporous aeration device 47 with the specification of phi 215mm, are arranged at the bottom of the aerobic zone 23, and are connected with the pressure air pipe 4 through an aeration vertical pipe in the middle of the zone. The tail end of the zone is provided with 1 set of point type air stripping devices 48, air stripping power is derived from an aeration blower pressure air pipe 4 at the top outside the pool, and the air stripping power and biochemical reaction air-blast aeration share the same power. The inlet of the point-type air stripping device 48 is arranged near the middle part of the water depth, the specification is DN150, and the outlet of the point-type air stripping device is connected with the DN150 nitrifying liquid return pipe 6 close to the water surface through a pipe fitting. The position below the middle part of the tail end of the aerobic zone 23 is provided with 3 sets of wall penetrating water distributors 49 with specification of DN125, the height distance between the lower edge of an inlet horn and the bottom plate of the pool is 200mm, and the purpose is to avoid aeration bubbles in the mixed liquid in the zone from being wrapped by water flow and entering the secondary sedimentation pool 24 to influence the subsequent mud-water separation effect. The water flow in the aerobic zone 23 enters the secondary sedimentation tank 24 through a wall-penetrating water distributor 49.

As shown in fig. 1, 4 and 8, the bottom of the secondary sedimentation tank 24 is provided with a large-opening sludge discharge pipe 50, the caliber of the sludge discharge pipe is DN150, and the sludge discharge pipe comprises 2 downward sludge discharge openings DN80 which are symmetrically arranged; a water distribution outlet of the through-wall water distributor 49 is arranged at the lower part of the middle part of the water depth and the outlet is downward; an H-shaped air lifting device 53 with the specification of DN100 is arranged on the upper part of the middle part of the water depth, the inlet of the H-shaped air lifting device 53 is a sludge suction orifice on a longitudinal horizontal perforated sludge suction pipe, the outlet is connected with the inlet of a suspended sludge return pipe 6 'through a pipeline pipe fitting, and the outlet at the other end of the suspended sludge return pipe 6' is introduced to the head cell small chamber of the deoxidation area 21 and is close to the water surface; a medicament feeding port 54 is arranged above the water surface of the secondary sedimentation tank 24, a water collecting pipe/groove 55 is arranged below the water surface of the feeding port, the medicament feeding port is connected with a pipe type mixer 56 below the feeding port in a T shape, the medicament feeding port continuously downwards passes through the fourth inclined partition wall 44 through an L-shaped DN125 pipeline, and enters the lower part of the inclined pipe sedimentation area 25 to be connected with a water distribution perforated pipe 57, namely: the water flow of the secondary sedimentation tank 24 enters the lower coagulation reaction space of the inclined tube sedimentation zone 25 through the water collecting pipe/groove 55, the tubular mixer 56, the L-shaped pipeline and the water distribution holes on the water distribution perforated pipe 57. The tubular mixer 56 is a low resistance fixed helical blade fast mixing type with specification DN 125.

The design water level of the secondary sedimentation tank 24 is 450mm higher than that of the inclined tube sedimentation area 25.

As shown in fig. 1, 4 and 9, two perforated sludge discharge pipes 58 are respectively arranged on two sides of the bottom in the inclined pipe settling zone 25 and connected into a U shape with specification DN200, 12 sludge inlet holes with diameter of 24mm are uniformly arranged at the bottom of the pipeline, sludge is discharged by adopting internal and external static pressure difference, and is periodically discharged by an electric control mode through a chemical sludge discharge valve 52, because the sludge in the zone contains less impurities and mainly flocculated and precipitated chemical sludge, a mature large-resistance perforated pipe sludge discharge mode is adopted instead of large-opening sludge discharge, and the sludge is lifted by a sewage pump of the regulating tank 14 and then returns to the secondary settling tank 24 to be discharged out of the system in a residual sludge mode; the middle of the bottom of the inclined tube area 25 is provided with a water distribution perforated tube 57, the height of the central line of the tube from the bottom plate of the pool is 650mm, 11 phi 24mm water distribution holes are uniformly distributed, and DN200 which is two specifications larger than DN125 tubular mixer 56 is adopted, so that the water distribution flow of each water distribution hole on the tube is ensured to be consistent as much as possible; in addition, the middle part of the water depth of the region is provided with a special sewage standard honeycomb inclined pipe/inclined plate filler 59, the caliber is phi 80mm, the inclined length is 1000mm, the inclination angle is 60 degrees, and the area of the honeycomb inclined pipe in a single tank is 7.55m ² Chemical sludge deposited on the inner inclined wall of the filler and then sliding down to fall to the bottom plate of the tank body is discharged through a perforated sludge discharge pipe 58; meanwhile, 3 parallel clear water collecting troughs 60 with the width of 120mm multiplied by the height of 200mm are arranged on the water surface, the collecting troughs 60 pass through fifth partition wall holes 61 (6 holes in total, 150mm in width multiplied by 250mm in height) on the fifth partition wall 45, and water flow in the troughs enters a collecting channel 62 contacting the upper part of the disinfection channel 26.

As shown in fig. 1, 4 and 10, the upper portion of the contact disinfection channel 26 is provided with a water collecting channel 62 for collecting clean water of 2 main body pools for disinfection, the clearance size of the water collecting channel 62 is 250mm wide × 720mm high, the designed water depth is 270mm, the tail end is provided with a water falling hole 64, the length of the water falling hole 64 is 300mm × 250mm wide, a disinfectant device/adding point 63 is arranged above the water falling hole for adding a solid disinfectant solution into the clean water for disinfection treatment, the solid disinfectant can be slow-release chlorine tablets/bleaching powder, and the like, and can be purchased and selected according to market supply conditions.

As shown in fig. 1, 4, 10 and 11, 5 vertical partition walls are arranged in the contact disinfection channel 26 to divide the disinfection channel space into 6 equal parts, wherein the bottom of the 1 st, 3 rd and 5 th channels is provided with a partition wall bottom hole 65, the hole width is 780mm × 250mm, and the top of the 2 nd, 4 th channel wall is 80mm lower than the design water surface; at the end of the canal, there is a sixth bulkhead aperture 66, through which sixth bulkhead aperture 66 the disinfection canal 26 communicates with the pasteurisation canal 27. The sixth partition wall hole 66 is 250mm wide by 300mm high. The sterilized clean water enters the pasteurization ditch 27 through the sixth partition wall hole 66.

As shown in fig. 1 and 4, the width of the pasteur measurement ditch 27 is 500mm, the depth 1950mm, and the effective length L of the measurement ditch without the reclaimed water pump pit is 4.40 m. An open channel flowmeter 29 is arranged in the middle of the channel and is of a throat width b of 76mm, the flow range is 0.77-32.1L/s, a main water outlet pipe 9 is arranged in a pump pit at the tail end of the channel, the caliber of the pump pit is DN350, and the pump pit can be provided with a reclaimed water recycling pump system for auxiliary production and used for ground washing, mud cake and medicament transport vehicle washing, greening sprinkling and the like, so that water resources are saved, the consumption of tap water is saved, and the total cost of sewage treatment is reduced.

As shown in fig. 1, fig. 2, fig. 4, fig. 7 and fig. 8, the pressure air sources required by the point-type air-lifting device 48 and the H-shaped air-lifting device 53 are connected with the pressure air pipe 4 at the top of the aerobic zone 23 or outside the aerobic zone through respective control valve pipelines; the micropore aeration device 47 is also connected with the pressure air pipe 4; the pressure air pipe 4 is connected with an aeration blower 34 in the equipment room 30 through a pipeline.

As shown in fig. 1, 2, 4, 8 and 9, a part of the sludge in the wide-mouth sludge discharge pipe 50 is discharged into the adjusting tank 14, and the other part is discharged into the sludge concentration and storage tank 15 for subsequent concentration and dehydration treatment; the sludge discharged into the adjusting tank 14 participates in anaerobic biochemical reaction and flows along with the sewageThe lift pump 17 lifts and returns to A of the embodiment ² The O integrated pool is recycled; the sludge discharged from the perforated sludge discharge pipe 58 is automatically discharged into the adjusting tank 14 by gravity, and the sludge is lifted to the integrated tank for recycling treatment along with the sewage pump, mainly used for improving the sedimentation performance of the activated sludge and avoiding low efficiency caused by direct concentration and dehydration.

A certain village and town sewage A of the embodiment ² O integrated system and process, the quality of inlet water and the quality of outlet water are shown in the following table.

Item

COD

BOD ₅

SS

TN

NH ₃ -N

TP

Quality of inlet water (mg/L)

300

120

160

50

45

5

First order A Standard (mg/L)

≤50

≤10

≤15

≤5

≤0.5

Effluent water quality (mg/L)

≤30

≤6

≤5

≤12

≤1.5

≤0.5

Treatment efficiency (%)

≥90.0

≥95.0

≥96.8

≥76.0

≥96.6

≥90.0

Compared with other existing process forms, the volume of sludge in the sewage treatment process is reduced by 7.47m ³ D, the sludge dry solids reduction is 11.2kg/d, i.e. a reduction of 20.44 tons of sludge with 80% water content per year, which corresponds to about a quarterly reduction in the sludge of one truck (5 tons) of outward disposal.

The results show that: for general domestic sewage in villages and towns, the quality of the effluent can stably reach the national first-grade A standard under the condition of only two-stage precipitation without filtration. In the present examplePer m ³ The direct cost of the sewage, such as power consumption (including sewage lifting, blast aeration and the like), medicine consumption, manpower, overhaul and amortization and the like, is 0.53 yuan in total, and compared with the same scale of the existing sewage treatment first-level A technology in other process forms, the construction investment, the occupied area, the operation cost and the like can be saved by about 50 percent approximately, so the technical and economic benefits of the invention are very obvious.

Example two

In this example, the sewage treatment scale of a small food processing park in a certain village and town is 300m ³ The oil in the water is subjected to oil separation treatment in a food factory, the effluent standard of the sewage treatment is a first-grade A standard, and the A standard of the invention is adopted ² The O integrated pool system and the process method achieve the target task. The engineering content mainly comprises three parts: 1 buried comprehensive pool, 1 semi-underground A ² O integrated pool, 1 ground equipment room. For maintenance without stopping production, the main body part A ² O integrated pools are connected in parallel according to 2 seats and each 150m ³ D pool is built with common walls, the contact disinfection canal and the pasteurism canal of the end part are both 300m ³ The d scale.

The water pools are all of rectangular reinforced concrete structures. The major dimensions of structures (buildings) such as pools and buildings are as follows:

the overall dimension of the sewage anaerobic regulation/sludge reduction comprehensive pool is 9.90m in length and 7.00m in width, and the buried depth below a terrace is 4.10 m; ② A ² The overall dimension of the O biochemical and physical integrated pool is 15.34m long, 6.90m wide and 3.70m deep (the pool is ultrahigh on a water-bearing surface but does not contain a bottom plate and a cushion layer), and the overall width of each functional area of the pool is consistent with the width of the main body except for the extreme Pasteur measuring channel; and the overall dimension of the equipment room is 8.00m multiplied by 4.20m in width, and the indoor clear height is 3.30 m. Please refer to fig. 1 and fig. 2.

In this embodiment, the wastewater inlet water does not contain a large amount of oil stains, so the difference from the previous embodiment is that the integrated tank 10 in the system is not provided with the oil separation tank 12, and is not provided with the corresponding small partition wall 71, weir plate and air-float oil separation complete set, and the arrangement orientation of the gate and the gate hole is slightly changed, but the overall structure, the use function and the application effect of the integrated tank 10 are not affected. Of course, the equipment room 30 also eliminates the pressurized gas dissolving machine 33 which is matched with the air floatation and oil separation.

In more detail, the internal control height of the anaerobic adjusting tank 14, which is the main part of the integrated sewage anaerobic adjusting/sludge reducing tank 10, is 2.95m, the maximum water level is designed to be 2.80m (the large bottom plate of the bottom of the adjusting tank 14 shown in fig. 2 is taken as a 0 standard), and the height from the maximum water level to the internal top plate is 0.15 m. The effective volume below the highest water level is 144.12m ³ Wherein the volume below the lowest water level is 33.3m ³ The actual adjustable volume is 110.8m ³ This corresponds to an average water volume of about 17.72 hours in the near term (8.86 hours in the planned future).

Referring to fig. 2, 3 and 5, the interior of the integrated tank 10 is divided into a grit chamber 11, a grid channel 13, an anaerobic adjusting tank 14, a sludge concentration and storage tank 15 and auxiliary facilities. The beginning of the integrated pool 10, namely the head of the grit chamber 11, is provided with a main sewage inlet pipe 1 with specification of DN300, the end of the anaerobic adjusting pool 14 is provided with two water outlet lift pumps 17 and reserved with 1 long-term pump position, the water pump is used for one time in the near term, and the water pump parameter is Q which is 12.5m ³ H9 m, Pe 0.75 kW. Two water pumps are respectively connected to a main water outlet pipe 3, and sewage is conveyed to A from a lifting pipe 3 ² And (4) at the head end of the O integrated pool, wherein the specification of the pipeline is DN 80. Said A is shown in connection with FIG. 1 ² The sludge in the sludge hopper of the secondary sedimentation tank 24 of the O integrated tank respectively enters the anaerobic adjusting tank 14 and the sludge concentration sludge storage tank 15 of the integrated tank in a gravity flow mode through a sludge discharge pipe 7 of the secondary sedimentation tank, and the specification of the sludge discharge pipe 7 is DN 65. The anaerobic adjusting tank 14 is also provided with 2 stirrers 16, the power of the stirrers is 0.55kW, and the stirrers can be set to automatically operate intermittently, automatically operate in turns and stop operating when the water level is lower than 0.60 m.

Further, as shown in fig. 2, 3 and 4, the plane size of the grit chamber 11 is 2.00m long by 1.35m wide, the bottom of the grit chamber is provided with a secondary casting sand setting cone bucket with the height of 400mm, the designed water depth of the grit chamber above the cone bucket is 300mm, the side edge of the grit chamber is provided with an accident overflow pipe 2 with the specification of DN350, and the tail end of the grit chamber is provided with a gate with the specification of DN 150; the grit chamber 11 is also provided with a stair step which can be lowered to a position close to the water surface of the chamber by 150mm, and is used for facilitating manual work to regularly clear and drag larger floaters and clear and drag out silt at the bottom of the chamber.

The inflow direction of the main water inlet pipe 1 in the grit chamber 11 is along the wall direction of the chamber; the gate of the DN150 is positioned on the left side of the first partition wall 72; the aperture of the gate hole on the left of the first partition wall 72 is 200mm, and the center of the gate hole is positioned at the height position of 200mm below the designed water surface. The sluice hole replaces the water through hole at the lower left corner of the original first partition wall 72.

As shown in fig. 2, 3 and 5, the grid channel 13 has a plane size of 2.00m × 0.40m in length, the channel floor is an empty floor, the channel is provided with a conventional electric fine grid machine (the specification is grid gap 1.5mm, channel width 400mm, channel depth 1600mm), the designed water depth H before the grid is 500mm, the water depth H after the grid is 470mm, the upstream direction of the grid machine is provided with a water collecting tank wall through hole 74 (150 mm × 220mm in width) on the second partition wall 73, the rear of the channel is provided with a water stabilizing weir, and the empty floor at the end of the channel is provided with a water drainage hole (400 mm × 300mm in length) after the water stabilizing weir.

The height of the water stabilizing weir at the rear part of the grid channel 13 is 500 mm. When the adjusting tank 14 is operated at a low water level in 24 hours of a day, the weir is used for ensuring that the set water depth before and after the grid in the grid channel 13 is ensured, so that the water of the grid machine flows through the grid and the flow velocity of the water is not too fast and too sharp, grid slag leaks from the grid gap and enters the adjusting tank 14, the function of the grid machine is lost or the slag removal effect of the grid machine is influenced, therefore, the weir plays a role in stabilizing the water level and ensures that the grid machine operates stably and efficiently.

As shown in fig. 2 and 5, the emptying floors of the grit chamber 11 and the grid channel 13 are at the same level, which is 600mm lower than the highest water level of the anaerobic adjusting tank 14.

As shown in fig. 1, 2, 3 and 5, the anaerobic adjusting tank 14 is a "knife handle-shaped" volume space of a large tank body minus a grit chamber 11, a grid channel 13 and a sludge concentration and sludge storage tank 15, and is a main body of a comprehensive tank, an inflow port of the tank is provided with 2 small inflow ports in addition to a water falling hole, 1 is a recycled sludge inflow port of a secondary sedimentation tank 24 which is controlled to flow back from a recycled sludge

electric control valve

18, 2 is a chemical sludge inflow port of an inclined tube sedimentation zone 25 which is from a chemical sludge recycling tube 8, and the pipe diameter of the 2 small inflow ports is the same as DN80 specification; the anaerobic adjusting tank 14 only has 1 water outlet, namely a DN100 sewage lifting pipe 3 connected with a sewage lifting pump 17 at the tail end of the tank.

As shown in fig. 2, 3 and 5, the planar dimensions of the sludge concentration and storage tank 15 are 3.00m long by 2.20m wide and 4.50m total depth, wherein the height above the water surface is 400mm, the tank bottom plate and the bottom plate of the anaerobic adjusting tank 14 are the same large integral bottom plate, the two bottom plates are in the same horizontal plane, and the tank is also provided with an open pore top plate exposed out of the ground; the bottom plate of the pool is provided with a concentrated conical hopper which is poured for the second time, the height of the conical hopper is 1.35m, the effective water depth above the conical hopper is 2.70m, and the effective volume is 17.82m ³ (ii) a The tank is also provided with a residual sludge pump 76, and the parameter of the sludge pump is Q-6 m ³ H, 14m, 0.55kW, DN32 for the specification of the valve pipeline system; the specification of a sludge inlet pipe positioned 1.35m below the designed water level of the tank is DN40, the sludge inlet pipe is divided into 2 left and right DN32 outlets for symmetrically feeding sludge from the horizontal direction, the residual sludge pump 76 is connected with a concentrated sludge pipe 77, and the caliber of the concentrated sludge pipe is DN 40; the upper part of the sludge concentration and storage tank 15 is provided with a T-shaped supernatant water collecting tank 74, the water collecting tank 74 is made of stainless steel materials with a triangular weir shape, the width is 100mm and the height is 180mm, after being collected, the supernatant in the tank finally passes through a water collecting tank wall through hole 75 which is arranged on the second partition wall 73 and communicated with the grid channel 13, and the supernatant is drained into the upstream direction of the grid channel 13 by gravity, so that solid garbage such as scum hair carried by the supernatant can be removed by the electric grid machine.

The excess sludge pump 76 is arranged in a concentration cone hopper at the bottom of the sludge concentration sludge storage pool 15, the sludge pump is connected with a concentration sludge pipe 77 with the caliber of DN25, and the other end of the concentration sludge pipe 77 is connected with a sludge dewatering machine 36 in the equipment room 30. And finally, transporting the mud cakes obtained after the sludge dewatering machine 36 to landfill or fertilizing nursery stocks and flowers.

the horizontal flow velocity of the silt and the sand of the grit chamber 11 is 0.02m/s, and the hydraulic retention time is 96 s.

The grid gap of the grid ditch 13 is 1.5mm, the flow velocity of the passing grid is 0.18m/s, and the installation angle is 60 degrees.

The anaerobismThe actual adjustable volume of the regulating reservoir 14 is 110.8m ³ About 17.72h (8.86 h in planning future) of regulating time, and the minimum regulating volume at the lowest water level is 18.17m ³ The shortest hydraulic retention time is 1.45 h.

The gravity concentration time of the sludge concentration and storage tank 15 is 4.95 days, and the surface load is 0.91m ³ /(m ² H) sludge solids loading of 4.8 kg/(m) ² D), maximum storage mud retention time 29.7d (long term 14.85 d).

A is described ² The O biochemical and physical chemical integrated treatment pool 20 has the same structure form as the first embodiment, and only two parts are slightly different from the first embodiment, namely, the number of the small pore chambers of the deoxidation area 21 is one, the number of the small pore chambers is 4 in the first embodiment, and the number of the small pore chambers is 3 in the second embodiment; the second is the number of vertical partition walls contacting the disinfection channel 26, in the embodiment, 5 vertical partition walls are provided, and in the embodiment, 3 vertical partition walls are provided. To avoid duplication, the same contents are omitted, and different contents are as follows:

the length of the deoxidation zone 21 is 0.90m, the water depth is 3.40m, the width direction is divided into 3 small-hole chambers, and the effective volume is 8.262m ³ The hydraulic retention time HRT is 1.3219h, the average suspended solid concentration X of the activated sludge mixed liquor is 4gMLSS/L, the sludge external reflux ratio R is 100%, and the suspended sludge gas stripping reflux ratio R of the secondary sedimentation tank is 50-100%.

The anoxic zone 22 has the length of 3.46m, the width of 3m, the water depth of 3.30m and the effective volume of 34.254m ³ The hydraulic retention time HRT is 5.4806h, the average concentration X of suspended solid of the mixed liquid of the activated sludge is 6gMLSS/L, the load Ls of BOD sludge is 0.0891kgBOD ₅ V (kgMLSS d), Denitrification Rate K _de ＝0.0366kgNO ₃ -N/(kgMLSS. d), sludge age 0 _C (20 d) nitration liquid reflux ratio R _i ＝150％～250％。

The aerobic zone 23 is 5.48m long and 3m wide, the water depth is 3.30m, and the effective volume is 54.252m ³ The hydraulic retention time HRT is 8.68h, the total nitrogen load rate is 0.0423 (less than or equal to 0.05) kgTN/(kgMLSS. d), the average suspended solid concentration X of the activated sludge mixed liquor is 6gMLSS/L, and the sludge age is 0 _C 20d, nitration liquid reflux ratio R _i ＝150％～250％。

The secondary sedimentation tank 24The upper part is 2.10m long, the width is 3m, the bottom is 1.00m long, the water depth is 2.35m, the mud bucket depth is 0.90m, and the effective volume is 11.514m ³ The precipitation time is 1.84h, and the surface load is 0.992m ³ /(m ² ·h)。

The length of the water surface of the inclined tube sedimentation area 25 is 0.70m, but the actual length of the inclined tube area is 0.98m, the width of the inclined tube area is 3m, the water depth is 2.50m, the depth of the sludge discharge groove is 0.30m, and the effective sedimentation volume is 8.575m ³ The settling time is 1.37h, and the surface load of the inclined tube is 2.12m ³ /(m ² H) in which the coagulation zone volume 4.322m is located in the lower part of the chute ³ The coagulation reaction time was 41.5min at 0.691 h.

The contact disinfection canal 26 has the length of 0.58m, the water depth of 2.10m and the effective volume of 7.405m ³ The contact disinfection time, namely the hydraulic retention time HRT is 0.592h and 35.5 min.

As shown in fig. 1, 4 and 6, in the deoxygenation zone 21, the small partition walls of the cell chambers divide the zone into 3 small cell chambers, which are sequentially communicated with the upper holes of the cell chambers through the bottom holes of the cell chambers, and in order to prevent sediment accumulation at the bottom of each cell chamber, a secondary pouring conical slope with the height of 600mm is arranged at the bottom of each cell chamber, and the conical slope also plays a role in guiding water flow; a pipe orifice of the sewage lifting pipe 3 is arranged in a head-grid small-hole chamber at the position 420mm below the top of the tank, and the caliber of the pipe orifice is DN 80; holes are arranged on the first partition wall 41 in the small hole chamber of the last grid at the position 400mm below the top of the pool and used for water flow to enter the anoxic zone 22 from the deoxidation zone 21, and the size of the holes is 250mm in width and 250mm in height; the bottom hole of the well has a width of 250mm x a height of 250mm, and the top hole of the well has a width of 250mm x a height of 250 mm. In addition, an injection pipe orifice of a suspended sludge return pipe 6 'with the caliber of DN65 is arranged at the position 500mm below the top of the first cell small-pore chamber, and the inlet of the return pipe 6' is connected with the outlet end of the H-shaped air lifting device 53 which is arranged on the upper side of the middle part of the subsequent secondary sedimentation tank 24.

As shown in fig. 1 and 4, in the anoxic zone 22, a vertically downward flow guide pipe without bottom falling is arranged at the hole close to the first partition wall 41, the specification is 300mm × 300mm, the lower opening is 400mm away from the bottom plate, the upper part of the flow guide pipe is also connected with an injection pipe opening of a nitrifying liquid return pipe 6, the caliber of the injection pipe opening is DN100, and the inlet of the nitrifying liquid return pipe 6 is connected with the outlet end of a point-type gas stripping device 48 at the tail end of a subsequent aerobic zone 23; in order to prevent activated sludge from precipitating, the bottom of the anoxic zone 22 is provided with a stirrer 28 with the power of 0.37 kW; the water surface at the end of the zone, i.e. the position 450mm below the top of the tank of the second partition wall 42, is provided with 2 holes which are communicated with the aerobic zone 23, and the size of the partition wall holes is 350mm wide x 200mm high, which is used for the water flow to enter the aerobic zone 23 from the anoxic zone 22.

As shown in figures 1, 4 and 7, 39 general microporous aeration discs, namely a microporous aeration device 47 with the specification of phi 215mm, are arranged at the bottom of the aerobic zone 23, and are connected with the pressure air pipe 4 through an aeration vertical pipe in the middle of the zone. The tail end of the zone is provided with 1 set of point type air stripping device 48, air stripping power is derived from an aeration blower pressure air pipe 4 at the top outside the pool, and the air stripping power and biochemical reaction air blasting aeration share the same power. The inlet of the point-type air stripping device 48 is arranged near the middle part of the water depth, the specification is DN100, and the outlet of the point-type air stripping device is connected with the DN100 nitrifying liquid return pipe 6 close to the water surface through a pipeline pipe fitting. The position below the middle part of the tail end of the aerobic zone 23 is provided with a 2-through-wall water distributor 49 with the specification of DN80, the height distance between the lower edge of an inlet horn and the bottom plate of the tank is 200mm, and the purpose is to avoid that aeration bubbles in mixed liquid in the zone enter the secondary sedimentation tank 24 along with the wrapping of water flow to influence the subsequent mud-water separation effect. The water flow in the aerobic zone 23 enters the secondary sedimentation tank 24 through a wall-penetrating water distributor 49.

As shown in fig. 1, 4 and 8, the bottom of the secondary sedimentation tank 24 is provided with a large-opening sludge discharge pipe 50, the caliber of the sludge discharge pipe is DN125, and the large-opening sludge discharge pipe comprises 2 downward sludge discharge openings DN65 which are symmetrically arranged; a water distribution outlet of the through-wall water distributor 49 is arranged at the lower position in the middle of the water depth, and the outlet is downward; an H-shaped air lifting device 53 with the specification of DN80 is arranged on the upper position in the middle of the water depth, the inlet of the H-shaped air lifting device 53 is a sludge suction orifice on a longitudinal horizontal perforated sludge suction pipe, the outlet is connected with the inlet of a suspended sludge return pipe 6 'through a pipeline pipe fitting, and the outlet at the other end of the suspended sludge return pipe 6' is introduced to the first grid small hole chamber of the deoxidation area 21 close to the water surface; a medicament feeding port 54 is arranged above the water surface of the secondary sedimentation tank 24, a water collecting pipe/groove 55 is arranged below the medicament feeding port and is connected with a pipe type mixer 56 below the medicament feeding port in a T shape, the medicament is continuously downwards led through an L-shaped DN80 pipeline to penetrate through the fourth inclined partition wall 14, and the medicament enters the lower part of the inclined pipe sedimentation area 15 and is connected with a water distribution perforated pipe 57, namely: the water flow of the secondary sedimentation tank 24 enters the lower coagulation reaction space of the inclined tube sedimentation zone 25 through the water collecting pipe/tank 55, the tubular mixer 56, the L-shaped pipeline and the water distribution holes on the water distribution perforated pipe 57. The tubular mixer 56 is a low resistance fixed helical blade rapid mixing type with specification DN 80.

As shown in fig. 1, 4 and 9, two perforated sludge discharge pipes 58 are respectively arranged on two sides of the bottom in the inclined pipe settling zone 25 and connected into a U shape, the specification is DN150, 8 sludge inlet small holes with the diameter of 24mm are uniformly arranged at the bottom of the pipeline, internal and external static pressure difference is adopted to discharge sludge, a chemical sludge discharge valve 52 is used for periodically discharging sludge at intervals in an electric control mode, and the sludge in the zone contains less impurities and is mainly flocculated and precipitated chemical sludge, so that a mature large-resistance perforated pipe sludge discharge mode is adopted instead of large-opening sludge discharge, the sludge is lifted by a sewage pump of the regulating tank 14 and then returns to the secondary settling tank 24 to be discharged out of the system in a residual sludge mode; the middle of the bottom of the inclined pipe area 25 is provided with a water distribution perforated pipe 57, the height of the central line of the pipe from the bottom plate of the tank is 520mm, 8 phi 24mm water distribution holes are uniformly distributed, and DN150 with three specifications larger than DN80 pipe mixer 56 is adopted, so that the water distribution flow of each water distribution hole on the pipe is ensured to be consistent as much as possible; in addition, the middle part of the water depth of the region is provided with a special sewage standard honeycomb inclined pipe/inclined plate filler 59, the caliber is phi 80mm, the inclined length is 1000mm, the inclination angle is 60 degrees, and the area of the honeycomb inclined pipe in a single pool is 2.96m ² Chemical sludge deposited on the inner inclined wall of the filler and then sliding down to fall to the bottom plate of the tank body is discharged through a perforated sludge discharge pipe 58; meanwhile, 3 parallel clear water collecting troughs 60 are arranged on the water surface, the width of the clear water collecting troughs 60 is 100mm multiplied by the height of the clear water collecting troughs 60, the water collecting troughs 60 penetrate through fifth partition wall holes 61 (6 holes in total, the width is 150mm multiplied by the height is 250mm) on the fifth partition wall 45, and water in the troughs enters a water collecting channel 62 on the upper part of the contact disinfection channel 26.

As shown in fig. 1, 4 and 10, a water collecting channel 62 is disposed on the upper portion of the contact disinfection channel 26, and in consideration of a cast-in-place construction space of a partition wall of the contact disinfection channel 26, the water collecting channel 62 is made of a stainless steel plate and is used for collecting clean water of 2 main body pools to disinfect, a clearance size of the water collecting channel 62 is 200mm wide x 400mm high, a designed water depth is 220mm, a water falling hole 64 is formed at the end, the water falling hole 64 is 250mm long x 200mm wide, a disinfectant device/adding point 63 is disposed above the water collecting channel and is used for adding a solid disinfectant solution into the clean water to disinfect, the solid disinfectant can be a slow-release chlorine tablet/bleaching powder, and the solid disinfectant can be selected according to market supply.

Referring to fig. 1, 4, 10 and 11, 3 vertical partition walls are arranged in the contact disinfection channel 26 to divide the disinfection channel space into 4 equal parts, wherein the bottom of the 1 st 3 rd channel is provided with a partition wall bottom hole 65, the hole width is 580mm x the height is 150mm, and the top of the 2 nd wall is 40mm lower than the design water level; at the end of the canal, there is a sixth bulkhead aperture 66, through which sixth bulkhead aperture 66 the disinfection canal 26 communicates with the pasteurisation canal 27. The sixth partition wall hole 66 is 150mm wide by 200mm high. The sterilized clean water enters the pasteurization ditch 27 through the sixth partition wall hole 66.

As shown in fig. 1 and 4, the width of the pasteur measurement ditch 27 is 400mm, the depth thereof is 1700mm, and the effective length L of the measurement ditch without the water pump pit is 4.20 m. An open channel flowmeter 29 is arranged in the middle of the channel and is of a type with a throat width b of 51mm, the flow range is 0.18-13.2L/s, a main water outlet pipe 9 is arranged in a pump pit at the tail end of the channel, the caliber of the pump pit is DN300, and the pump pit can be provided with a reclaimed water recycling pump system for auxiliary production and used for ground washing, mud cake and medicament transport vehicle washing, greening sprinkling and the like, so that water resources are saved, the consumption of tap water is saved, and the total cost of sewage treatment is reduced.

As shown in fig. 1, 2, 4, 8 and 9, a part of the sludge in the wide-mouth sludge discharge pipe 50 is discharged into the adjusting tank 14, and the other part is discharged into the sludge concentration and storage tank 15 for subsequent concentration and dehydration treatment; the sludge discharged into the adjusting tank 14 participates in the anaerobic biochemical reaction and is lifted by the sewage lifting pump 17 to return to the A of the embodiment ² The O integrated pool is recycled; the sludge discharged from the perforated sludge discharge pipe 58 is automatically discharged into the adjusting tank 14 by gravity, and the sludge is lifted back to the integrated tank for recycling treatment along with the sewage pump, mainly used for improving the sedimentation performance of the activated sludge and avoiding direct thickeningThe efficiency is low due to the shrinkage dehydration, and the method is reused in the system, so that the defect that the sludge is difficult to concentrate and dehydrate is avoided, and the advantage that the residual medicament improves the sludge settling performance is fully utilized, thereby achieving two purposes.

The sewage of a small food park in a certain village and a certain town of the embodiment adopts A ² The water quality of inlet water and the water quality of outlet water of the O integrated pond system and the process method are shown in the following table.

Item

COD

BOD ₅

SS

TN

NH ₃ -N

TP

Quality of inlet water (mg/L)

500

350

400

70

45

8

First order A Standard (mg/L)

≤50

≤10

≤15

≤5

≤0.5

Effluent water quality (mg/L)

≤50

≤10

≤15

≤5

≤0.5

Treatment efficiency (%)

≥90.0

≥97.1

≥97.5

≥78.5

≥88.8

≥93.7

Compared with other existing process forms, the volume of the sludge in the sewage treatment process is reduced by 0.93m ³ And d, the dry solid of the sludge is reduced by 1.4kg/d, namely, the sludge with 80 percent of water content is reduced by 2.56 tons every year.

The results show that: for sewage in small food parks in villages and towns, the quality of effluent can stably reach the national first-level A standard under the condition of only two-level precipitation without filtration. This example treats every m ³ The direct cost of the sewage, such as power consumption (including sewage lifting, blast aeration and the like), medicine consumption, manpower, overhaul and amortization, is 0.80 yuan in total, and compared with the same scale of the existing sewage treatment first-level A technology in other process forms, the construction investment, the occupied area, the operation cost and the like can be saved by about 50 percent approximately, so the technical and economic benefits of the invention are very obvious.

The invention relates to sewage A ² The O integrated tank system and the process method only need to regularly observe SV30 (sludge sedimentation ratio-volume of activated sludge after sedimentation for 30min in a 1L graduated cylinder, mL/L) and SVI (sludge volume index-volume of 1g dry sludge after static sedimentation for 30min of activated sludge, mL/g) index conditions of a sludge discharge graduated cylinder, and properly adjust and determine how long an interval is for starting sludge discharge according to the operation rules and the actual observation. Besides, the invention relates to sewage A ² The operation of the O-integrated pond system and the process method is very simple and direct, the O-integrated pond system and the process method can be normally in an unattended state, and only a person on duty needs to regularly observe whether the abnormity such as blockage, overflow, muddy water and the like exists, so that the advantages of high efficiency, high reliability, energy conservation and lowest operation cost are undoubtedly shown.

From the two embodiments, the invention can treat domestic sewage in villages and towns, can treat waste water in food parks in villages and towns at low cost, and can directly reach the national first-class A standard without additionally arranging a complex filter tank or MBR membrane module. Therefore, compared with other forms of sewage treatment system processes, the invention has the remarkable advantages of simple process, low construction cost, low operation cost and high effluent standard.

Finally, it should be noted that: the above are only preferred embodiments of the present invention, and are not intended to limit the present invention, and it will be obvious to those skilled in the art that modifications may be made to the technical solutions of the embodiments of the present invention, or equivalents may be substituted for some of the technical features, and any modifications, equivalents, improvements, etc. made herein are included in the scope of the present invention.

Claims

1. Sewage A ² An O-shaped integrated pond system and a process method are characterized in that: comprises a sewage anaerobic regulation/sludge reduction comprehensive pool 10, A ² The O biochemical and physical chemical integrated pool 20, the equipment room 30 and the system pipeline are three parts, and the operation method of the three parts is also included. The comprehensive tank 10 comprises five functional areas including a grit chamber 11, an oil separation tank 12, a grid channel 13, an anaerobic adjusting tank 14 and a sludge concentration and storage tank 15; what is needed isThe integrated pool 20 comprises seven functional areas including a deoxidation area 21/anoxic area 22/aerobic area 23, a secondary sedimentation pool 24, an inclined tube sedimentation area 25, a contact disinfection canal 26 and a pasteurization canal 27; the equipment room 30 comprises a pressurized gas dissolving machine 33, a blower 34, a dosing machine 35, a sludge dewatering machine 36 and an auxiliary equipment pipeline. Wherein the starting end of the grit chamber 11 is connected with a main sewage inlet pipe 1; the end of the metering channel 27 is connected with a clean water/main water outlet pipe 9. The operation method comprises the steps of utilizing the regulating tank 14 to play a part of anaerobic biochemical reaction functions, utilizing two types of gas stripping devices to realize nitration liquid backflow and suspended sludge internal backflow, utilizing the sludge concentration and storage tank 15 to concentrate sludge on line by gravity and reduce sludge anaerobic digestion, and utilizing A ² The O biochemical and physical chemical integrated tank 20 realizes A ² The biochemical reaction, the mud-water gravity separation and the physical and chemical treatment of the hydraulic coagulation-inclined tube sedimentation, the contact sterilization, the pasteurization, the reuse of reclaimed water and the like.

2. An effluent A as claimed in claim 1 ² An O-shaped integrated pond system and a process method are characterized in that: in the five functional areas of the sewage anaerobic regulation/sludge reduction comprehensive tank 10, the rising bottom plates of the grit chamber 11, the oil separation tank 12 and the grid channel 13 of the first three are positioned on the same horizontal plane; the bottom plates of the anaerobic adjusting tank 14 and the sludge concentration and storage tank 15 are positioned at the same horizontal plane; the water collecting tank wall-penetrating hole 75 of the sludge concentration and storage tank 15 is positioned in the upstream direction of the grid channel 13.

3. An effluent A as claimed in claim 1 ² An O-shaped integrated pond system and a process method are characterized in that: a is described ² The first end of the seven functional areas of the O biochemical and physical integrated pool 20 is connected with a sewage lifting pipe 3, and the pool surface of the integrated pool 20 is provided with a pressure air pipe 4; one end of the pressure air pipe 4 is connected with an aeration blower 34 of the equipment room 30, the other end is connected with a micropore aeration device 47 at the bottom of the aerobic nitrification zone 23, and in addition, 2 air supply branch pipes are connected with a point type air lifting device 48 and an H-shaped air lifting device 53 through control valves respectively.

4. The method of claim 1Sewage A ² An O-shaped integrated pond system and a process method are characterized in that: the integrated in-tank deoxygenation zone 21 consists of 3-5 small pore chambers which are sequentially communicated; the tail end of the aerobic zone 23 is provided with a through-wall water distributor 49, the bell mouth at the inlet end of the through-wall water distributor is close to the bottom plate of the water pool, the outlet end of the through-wall water distributor is positioned at the lower position in the middle of the water depth of the secondary sedimentation tank 24, and the outlet is downward; the lower part of the inclined tube settling zone 25 is provided with water distribution perforated pipes 57, the water distribution orifices of the perforated pipes are downward, the water distribution perforated pipes 57 are horizontally arranged, and the distance between the center line of the pipeline and the bottom plate is 450-900 mm.

5. An effluent A as claimed in claim 1 ² An O-shaped integrated pond system and a process method are characterized in that: the designed water surface of the secondary sedimentation tank 24 is 410-820 mm higher than the designed water surface of the inclined tube sedimentation area 25.

6. An effluent A as claimed in claim 1 ² An O-shaped integrated pond system and a process method are characterized in that: the sludge at the bottom of the secondary sedimentation tank 24 is discharged through a large-opening sludge discharge pipe 50, one part of the sludge is used as external reflux sludge to enter the anaerobic adjusting tank 14 for cyclic utilization, and the other part of the sludge is used as residual sludge to enter a sludge concentration and storage tank 15; sludge at the bottom of the inclined tube settling zone 25 is discharged through a perforated sludge discharge pipe 58 and completely enters the anaerobic adjusting tank 14 for recycling.

7. An effluent A as claimed in claim 1 ² An O-shaped integrated pond system and a process method are characterized in that: the contact disinfection channel 26 is provided with 2-4 inner partition wall bottom holes 65.