CN218146051U - A2O integration sewage treatment pond complete set system - Google Patents

A2O integration sewage treatment pond complete set system Download PDF

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CN218146051U
CN218146051U CN202221721600.3U CN202221721600U CN218146051U CN 218146051 U CN218146051 U CN 218146051U CN 202221721600 U CN202221721600 U CN 202221721600U CN 218146051 U CN218146051 U CN 218146051U
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sludge
water
tank
pipe
sewage
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刘贤斌
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Wuhan Chenyu Environmental Protection Technology Co ltd
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Wuhan Chenyu Environmental Protection Technology Co ltd
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Abstract

A 2 O integration sewage treatment pond complete system, its 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 pipelineAnd (4) dividing. 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 zone, a secondary sedimentation pool, an inclined tube sedimentation zone, 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 has total inlet tube, and the measurement canal end has total outlet pipe. The system has the advantages of comprehensive meeting of the first-level A standard, small occupied area, short flow, high treatment efficiency and low operation cost, and is suitable for sewage treatment of villages and towns.

Description

A 2 O integrated sewage treatment tank complete system
Technical Field
The utility model relates to a small-sized sewage treatment technical field, toolRelating to small-sized sewage treatment A 2 O integrated 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 water tanks, and the high-standard treatment and low-cost treatment of sewage are realized through space intensification, complete functions and simple and convenient operation.
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, no matter what kind of technology, besides the main core technology, the sewage treatment process also includes the steps of pretreatment of the front part (coarse and fine grid deslagging, sludge settling, sand settling, and the like), water quality and quantity regulation, water intake pump lifting, and the like, as well as the steps of secondary sedimentation tank, clear water disinfection and end observation and measurement monitoring (required by the environmental administration department) at the rear part of the process, and the advanced treatment, namely the physicochemical treatment steps of dosing coagulation sedimentation, filtration, and the like, which are required to be added in order to reach the current first-class A standard of pollutant discharge standard of urban sewage treatment plants, and the residual sludge generated in the sewage treatment process needs to be concentrated and dehydrated, and the like, so that the sewage treatment process flow is continuously prolonged, and therefore, compared with the large-scale or medium-scale sewage treatment of cities or towns, the small-scale sewage treatment of countryside, resident points, and the like, is also required to be 'numbing birds with five viscera'. 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.
In order to realize scientific construction and systematic operation management of small-scale sewage and promote the small-scale sewage to really realize the comprehensive goals of low construction investment, low operation cost, low operation requirement and low secondary pollutant emission, the invention of the A-type sewage treatment system has the advantages of 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 2 O integrated sewage treatment tank complete system, in order to accord with the actual need of vast villages and towns, residential quarter and small-size garden sewage treatment, in order to deal with the reality that the rural towns basic unit environmental protection professional is just hard to find, the environmental protection fund is short.
Disclosure of Invention
The purpose of the utility model is to provide an innovative A 2 O integrated sewage treatment tank complete system, in order to solve the problem that proposes in the above-mentioned background art, accomplish really that villages and towns sewage high standard handles and low-cost are considered simultaneously, for the water environmental protection alleviates each side's financial and economic pressure, really practices sustainable development theory.
In order to achieve the above purpose, the technical scheme of the utility model is as follows:
in general, a 2 The O-integrated sewage treatment pool complete system comprises a sewage anaerobic regulation/sludge reduction comprehensive pool and an A 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 accessory 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 sludge storage tank to concentrate sludge by on-line gravity and reduce sludge anaerobic digestion, and utilizing an intensification method to perform 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 reuse of reclaimed water and the like can comprehensively complete the high-standard treatment and low-cost treatment process of small-scale sewage.
Specifically, the first four grit chambers 11, the oil separation chamber 12, the grid channel 13 and the anaerobic adjusting chamber 14 of the integrated sewage anaerobic adjustment/sludge reduction tank 10 are sequentially connected according to a flow sequence, the last sludge concentration and storage tank 15 is relatively independent and is unidirectionally communicated with the grid channel 13, and the five functional areas are sequentially separated by a small partition wall 71, a (1) th partition wall 72, a (2) th 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 area 25 in the integrated tank is discharged through a perforated sludge discharge pipe 58 connected with a chemical sludge discharge valve 52 and a chemical sludge recycling pipe 8, 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 rising bottom plate of the grit chamber 11 is 500mm to 900mm 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 chamber wall direction; 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 the small partition wall 71 and the (1) th partition wall 72, the bottom plate of the tank is an emptying 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 (1) th partition wall 72.
The grid channel 13 is a rectangular space between the (1) th partition wall 72 and the (2) th 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 in the (2) th partition wall 73 is arranged in the upstream direction of the grid machine, a water stabilizing weir is arranged at the rear part of the channel, 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 subtracts "handle of a knife shape" volume space of grit chamber 11, oil interceptor 12, grid canal 13 and sludge concentration mud storage tank 15 for big cell body, is the main part of this pond 10 is synthesized in the anaerobism regulation of sewage/mud decrement, 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 pipe 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 (2) th 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 an open-hole 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 and disposed 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 (2) th 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 (1) th partition wall 72 are used for water flow from the oil separation tank 12 to the grid channel 13;
the grating ditch 13 empties a water falling hole on the bottom plate and is used for leading water flow to flow from the grating ditch 13 to the anaerobic adjusting tank 14;
the water collecting tank wall penetrating hole 75 in the upper left part of the partition wall 73 in the (2) th part 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 and sludge storage tank 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 required to say that in order to facilitate maintenance without stopping production, A 2 The O integrated sewage treatment tank complete system is generally characterized in that a core integrated tank is set as 2 parallel tanks, the 2 tanks are constructed by sharing the wall, the main body part is symmetrically arranged according to the central axis, and the contact disinfection channel 26 and the pasteurization channel 27 at the tail end are asymmetric; the 2 ponds intake respectively, and be equipped with the control valve and control into water, so, this pond of shutoff when single pond need be overhauld, thus do not influence the normal production in another pond.
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 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 deoxygenation 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; the aerobic zone 23 is provided with a pressure air pipe 4 at the top of the tank and a microporous 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-penetrating 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 clean water/main water outlet pipe 9. Sewage entering the head end of the integrated tank 20 is treated A in the integrated tank according to the sequence 2 The process of O biochemical and physicochemical strengthening treatment, air stripping circulation, dosing and contact disinfection is carried out, the produced excess sludge is discharged through a large-opening sludge discharge pipe 50, and finally, clear water which completely meets the first-level A water quality standard and comprises bacteriological indexes is metered and correspondingly monitored by an open channel flowmeter 29 and then is discharged from the total water outletThe pipe 9 is discharged.
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 sequentially communicated by the small pore chamber partition walls, each small pore chamber partition wall is respectively provided with a pore chamber bottom hole or a pore chamber upper hole, and each small pore chamber is sequentially provided with a pore chamber bottom hole and a pore chamber upper hole Kong Chuantong; 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 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 water distribution outlet of the wall-through water distributor 49 is arranged at the lower position of the middle part of the water depth of the secondary sedimentation tank 24 and is downward; 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 pipe 57 is horizontally arranged, the water distribution orifices of the perforated pipe face downwards, and the height of the central line of the pipe from 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 passes through a fifth wall opening 61 in the fifth wall 45 and the flow of water in the sump enters a sump channel 62 that 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 canal 26 is 2 to 4. The upper portion of the disinfection channel 26 has more than half of the width of the space as a water collecting channel 62, and the water collecting channel 62 has a water falling hole 64 at the end thereof communicating with the disinfection channel 26. Above the water level upstream of the water fall hole 64, there is a disinfectant device/dosing point 63. At the end of the canal 26 at the water surface there is a sixth bulkhead hole 66, through which the canal 26 communicates with the pasteurisation canal 27.
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.
All in oneFunctional areas and component parts in the chemical pool are effectively connected according to set plane position and height position by using welding, reinforced concrete cast-in-place, secondary pouring and screw thread and/or flange connection as main connection modes, and finally, a rectangular semi-underground A type is built 2 And an O biochemical and physical integrated tank 20.
The utility model A 2 The working process of the O integrated sewage treatment tank complete system (hereinafter referred to as the complete system of the utility model) is the same.
It should be noted that, in view of the fact that the raw sewage from the sewage pipeline is generally lower than the designed level of the ground, the raw sewage is required to be initially regulated and homogenized because the amount of the sewage in the 24h water is greatly fluctuated and the sewage treatment production is generally balanced, so the raw sewage automatically flows into the integrated tank 10 of the integrated system of the present invention. The overall working process is as follows:
summarized, the sewage to be treated enters a grit chamber 11 at the head end in an integrated tank 10 from a total water inlet pipe 1, sequentially carries out silt setting, air flotation and oil separation, grating slag blocking, mud (namely activated sludge) water stirring and mixing, water quality and water quantity homogenization and regulation, and water pump lifting, and the activated sludge returned to the integrated tank 10 from an integrated tank 20 of the complete system is treated by 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, nitrification 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 decrement and anaerobic stabilization is conveyed to a sludge dehydrator 36 of an equipment room 30 through a concentration pipe 77 for dehydration treatment by a residual sludge pump 76 in a concentration sludge storage tank 15, and finally is conveyed to a sludge dehydrator 36 in a dehydrated sludge cake form for harmless treatment or resource utilization; 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.
Furthermore, the detailed and specific working process of the complete system of the present 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;
the oil separation tank 12: the sewage entering the oil separation tank 12 from the gate hole floats out of the water surface under the action of bubbles of the air-floating oil separation device at the bottom of the tank, the oil on the water surface is isolated and gathered by the barrier of the weir plate when the water flow slowly moves, the sewage after oil-water separation flows out of the lower part of the weir plate and then enters the next pretreatment procedure from the water passing hole, and the oil on the water surface is collected by the air-floating oil separation complete device or is manually removed from an operation platform close to the water surface;
grid trench 13: sewage entering the grid channel 13 from the water passing hole and supernatant (possibly carrying partial scum) concentrated by the gravity of residual sludge overflowing from the wall penetrating hole 75 of the water collecting tank are intercepted successfully by an electric fine grid machine, most solid floating objects are cleared and removed by taking manpower as garbage, and the sewage enters the regulating tank 14 from a 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 time periods of inflow water are converted into relatively balanced flat peak water quantity and homogenized water quality, and after regulation treatment, the stabilization and standard reaching of the effluent water quality 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, anaerobic biochemical reaction and sludge granulation reaction are carried out, in the anaerobic environment of the tank (dissolved oxygen DO is less than or equal to 0.2 mg/L), activated sludge phosphorus accumulating bacteria release phosphate in vivo to obtain energy, organic matters in the sewage can be rapidly degraded 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 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 subjected to dehydration treatment and discharged out of a system, so that the aim of phosphorus removal is achieved, therefore, in the anaerobic regulating tank 14, mixed liquor which has completed the anaerobic phosphorus release task is subjected to anaerobic sludge-water treatment through the anaerobic biochemical reaction, sewage lifting pump 17 at the tail end of the integrated tank enters a sewage lifting pipe 3 to start the integrated sewage treatment and the sewage quality stabilization and the disinfection and sterilization treatment and the sewage treatment and the sterilization and the disinfection treatment of the sewage reaching the standards.
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. The mixed liquid enters the anoxic zone 22 from the holes on the first partition wall 41 along with the flow after being subjected to deoxidation and anaerobic treatment in the anoxic zone 21, is mixed with nitrifying liquid returned from the subsequent links again, and enters the aerobic zone 23 from the holes on the second partition wall 42 for aeration treatment after undergoing denitrification and denitrification biochemical reaction in the anoxic zone. 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 a first small hole chamber of the deoxidation area 21 through an H-shaped air stripping device 53 and enters the next round of circulation, supernatant is collected and added with medicine and then is rapidly hydraulically mixed through a tubular mixer 56, the mixed liquid is guided into a water distribution perforated pipe 57 at the bottom of the inclined pipe sedimentation area 25 through an L-shaped pipeline to be uniformly distributed, then coagulation reaction-inclined pipe sedimentation materialization treatment is carried out in the inclined pipe area, various residual pollutants are further removed, finally, upper clear water is collected from a water collecting tank 60 and enters a contact disinfection channel 26, a disinfectant is added for contact disinfection for half an hour, the clear water enters a pasteurization channel 27 to be observed, metered and the effluent quality is monitored on line, and at the moment, clear water with various indexes including bacteriological indexes reaching the standard is discharged from a total water outlet pipe 9 after being metered through a flow meter 29.
Further, in A 2 The O biochemical and physical chemical integrated tank 20 link, the detailed and concrete working process of the complete system of the utility model is as follows:
the 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 0.2 mg/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 deposition 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, and the sludge concentration required by anaerobic reaction is supplemented. 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 mixed liquid 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 (forming nitrogen bubbles 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 as carbon sources in the first two areas) in the sewage of the area into new bacteria 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 absorb phosphorus in the sewage in an excessive manner. 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 a lower middle position of a secondary sedimentation tank 24, water is distributed downwards and then slowly flows upwards, the flow velocity of the mixed liquid is gradually reduced due to the fact that the sectional area of the horizontal plane is gradually increased in the process of ascending, and when the settling velocity (v) of solid particles at a certain height position is reached 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, this district bottom row mud awl fill carries out concentrated back to deposiing mud, discharges from bottom macrostoma mud pipe 50, and partly is as the final discharge system of excess sludge, and this excess sludge contains ageing mud, biochemical dephosphorization mud and subsequent chemical dephosphorization mud three, and another part is as anaerobic reaction mud, with the gravity flow form of retrieval and utilization mud automatically controlled valve 18 control, the gravity flow gets into sewage anaerobism equalizing basin 14, and returns through sewage pump 17's promotion the utility model discloses complete set deoxidation district 21 to gather phosphorus bacteriaReturning to the system again 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 trichloride (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. The coagulation reaction is carried out in the inclined tube area 25, and the reaction power is from the water level height difference between the secondary sedimentation tank 24 and the inclined tube area 25, namely the preset water level height difference between the two water level height difference 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 ditch 26: and a disinfectant device/adding point 63 arranged at the top of the beginning end of the area is used for adding disinfectant to the gathered clear water, the clear water containing the disinfectant needs to be contacted and stay for 30min or more in the area, and after 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 area. 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 pasteuria metering channel 27 from the sixth partition wall hole 66 reaches the standards, including various indexes of bacteriology indexes, but the clear water needs to be observed, metered and the effluent quality needs to be monitored on line according to the environmental protection supervision requirement and the production management requirement, so the final clear water is metered by the open channel flowmeter 29 and correspondingly monitored and then is discharged from the main water outlet pipe 9, and the sewage treatment reaches the standards.
The utility model adopts the following eight creative innovative technologies and structures, in particular to the A of small-scale sewage 2 The technical creativity, the advancement and the remarkable practicability of the O integrated processing system are as follows:
1. 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 comprises the following specific 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 At/d, its coefficient of variation K =2.4; when the average daily flow is 5L/s, namely 432m 3 When the ratio is/d, the variation coefficient K =2.7; the load design value of the sewage biochemical treatment facility is a value according to average daily average time, so the hour difference of the sewage biochemical treatment facility needs a larger volume space for adjustment, namely the difference of actual water inlet hour change 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 water outlet quantity is relatively constant, the difference between the peak water quantity and the low peak water quantity in the water inlet quantity 24h is obvious, so the smaller the sewage treatment scale is, the larger the change coefficient is, the more the adjusting tank volume space matched with the smaller the sewage treatment scale is needed to adapt to the production requirement.
The sewage pretreatment coupling adjustment technology has more detailed hydraulic flow, internal structure, equipment, action function, detail characteristics and the like, which are already described in the foregoing, 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 is applied, and the main purposes are as follows: firstly, high-efficient integration usually is many ponds such as independent grit chamber, oil interceptor, thin grid pond, equalizing basin and sewage lift pump pond of relative dispersion in the past, and these ponds are independent pond more than 2 ~ 3 usually though the volume is not of uniform size, and the combination degree is different, and the utility model discloses integrate it into a structure and not complicated or even very succinct clear big pond, not only saved the land used, simplified the operation management, still improved reinforced concrete structure's efficiency, effective volume space obtains maximum performance; secondly, overcome the drawback of grid pond and equalizing basin co-building in the past, this drawback mainly shows: the equalizing basin is often darker because of the free surface of water and regulation volumetric needs, and the grid pond need not be as deep as the equalizing basin, nevertheless in an organic whole in order to build jointly for being total to the wall, therefore outwards encorbelment and go out from the equalizing basin wall quite, and the excavation of the foundation ditch of equalizing basin when being under construction must influence the original state soil layer of certain extent around the cell body, should outwards encorbelment the structure and avoid subsiding the crack and make civil engineering structure and basic processing's cost big, the reliability is far away as the utility model discloses an inside letter structure. Therefore, the utility model discloses not only easily civil engineering, the structural safety greatly promotes, and the cost after integrating moreover is obviously less than the cost that the dispersion was built, therefore its superiority and practicality are showing very much.
2. Energy-saving water quality homogenization and water quantity regulation coupling anaerobic biochemical reaction technology
The technology is summarized as follows: the large effective volume of the adjusting tank is utilized, the functions of water quality homogenization and water quantity adjustment are realized under the condition of gravity recycling of the concentrated sludge in the core biochemical and physical treatment section, and the function of anaerobic biochemical reaction is synchronously realized in the adjusting tank, so that the practical requirements of small-sized sewage treatment, process flow shortening, reduction of structures or devices in the process link, reduction of energy consumption of a plurality of pumps with complete small and five-dirty sparrows and simplified operation management are met.
The method specifically comprises the following steps: the concentrated sludge from the bottom of 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 sludge 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 utility model is original, unique and pioneering, and the technical advance is obvious.
The application of the original energy-saving water quality homogenization and water quantity regulation coupled 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 process, 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, so that the best use is achieved, and the stability and the standard reaching of the effluent quality of the whole sewage treatment system are further strengthened and guaranteed. 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.
3. 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 every day in small-scale sewage treatment is not large, the total amount of dry solids of the excess sludge is not a negligible number after long-term accumulation, and moreover, the Total Phosphorus (TP) for 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 working 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 to the bottom concentration cone hopper and is further compacted by gravity extrusion, anaerobic microorganisms in the sludge generate digestion and degradation reaction in the anaerobic environment in the tank within the interval time of 2 times of sludge discharge, so that the sludge is stabilized, the total amount of sludge solids is reduced, finally, the sludge after concentration, reduction and anaerobic stabilization reduction treatment is periodically discharged through a residual sludge pump 76 in the concentration sludge storage tank and is conveyed to the equipment room sludge dehydrator 36 for dehydration treatment.
The technology and the construction method are closely combined with the first two technologies, particularly are closely adjacent to the same wall of the first technology, and share a 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 an adjusting tank nearby, convenience of civil construction and the like, and especially gives full play to two advantages, namely gravity concentration of the middle upper part of a water tank, so that the water content of residual sludge is greatly reduced; digesting the total dry solid content of the residual sludge in an anaerobic manner through sludge storage at the middle lower part of the water tank; the two functions simultaneously greatly reduce the workload of subsequent sludge dehydration treatment and obviously improve the sludge dehydration efficiency, so the technical invention obviously saves the final treatment cost of the sludge.
4. 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 specifically comprises the following steps: according to the water yield scale variation in size, the utility model discloses in oxygen-removing district 21 in the integration pond, set up 2 ~ 4 hole room little partition walls and separate into 3 ~ 5 little hole rooms that communicate in proper order with this district, there is hole room bottom outlet or hole room upper hole on each hole room little partition wall respectively, the hole room is gone up the hole and is led to by hole room bottom outlet and hole room in proper order, and each hole room bottom is equipped with the awl through the secondary mode of pouring and fights, and each hole room design liquid level is by high to low, forms the power that erodees of bottom outlet department, and the cone slope and the rivers variable cross-section that the cooperation was fought ensure that the velocity of flow of each hole room bottom is the biggest to the sediment siltation can not appear.
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 which is configured conventionally in the deoxygenation zone 21, the electric motors are reduced as much as possible, namely, wearing parts are reduced, so that the probability of the utility model 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 selecting and purchasing 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 zone 21 is only 5-40 m 3 Level, instituteThe power requirement is only about 40-320W (according to the maximum 8W/m) 3 Configuration), and excessive power not only wastes energy consumption, but also damages anaerobic environment due to reoxygenation formed by violent stirring, so that the anaerobic phosphorus release effect becomes poor, and finally the effluent TP is increased or even does not reach the standard; the problem is avoided by adopting the hole chamber vertical flow hydraulic stirring deoxidation anaerobic reaction technology which is originally created by the utility model;
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 and the anaerobic treatment adopt a plurality of small-hole chambers, so that the dissolved oxygen environment of each small-hole chamber is relatively stable, each small-hole chamber has a gradient of dissolved oxygen reduction according to the sequence, the deoxidation is extremely favorably and quickly completed, and the anaerobic reaction efficacy is maximized.
5. 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 utility model is provided with a point-type air stripping device 48 at the tail end of the aerobic zone 23, which is used for the nitrified liquid to flow back to the anoxic zone 22 at the front end so as to meet the process requirement of denitrification and denitrification treatment and replace the complicated installation of a nitrified liquid reflux pump, a valve pipeline and an exhaust facility; 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. Because the air lifting device in the pool is not provided with underwater movable parts and underwater motors, all pipelines and valves are very simple in arrangement, the valves for controlling the air lifting amount are 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 low compared with that of a water pump, the parts of the air lifting reflux 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.
6. Coupling energy-saving technology for small sewage secondary sedimentation tank/inclined tube sedimentation area
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 narrow space of a small-sized sewage treatment tank, one is that the actual sludge area load of the previous single-stage sedimentation is too high (the national design specification requires that the sludge solid load is less than or equal to 150 kg/m) 2 ·d～200kg/m 2 D Zhou Jinzhou out of the secondary sedimentation tank), and the single-stage secondary sedimentation tank can only ensure that the effluent 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 utility model discloses a quick tubular mixer 56 of low resistance carries out the water conservancy and mixes, thoughtlessly congeals the reaction in the big space of pipe chute district 25 bottom, and its power comes from the surface of water difference of height 410mm ~ 820mm between two heavy ponds 24 and pipe chute district 25, need not extra hydraulic machine and provides power, and predetermined surface of water difference of height provides lasting power when only relying on the design.
Therefore, the utility model discloses utilize small-size sewage two heavy pond/pipe chute settling zone coupling energy-saving technology, directly obtained high standard play water quality of water, still saved valuable box space, reduced the system equipment investment, simplified the operation management, practiced thrift the overall energy consumption, reduced daily running cost and maintenance cost.
7. 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 450-900 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 starting end hole and the tail end hole is extremely 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 action 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, rivers slowly rise evenly at whole plane and pass through the in-process that suspends the mud layer, carry out abundant contact with earlier floc and mud sedimentation granule, flocculation reaction efficiency has further been improved again, make floc granule grow bigger and bigger, the granule of local position is more and more closely knit and deposit near the U-shaped perforation mud pipe 58 of both sides, during part light tiny granule got into pipe chute/swash plate filler 59 along with rising rivers, under the effect of famous shallow layer sedimentation principle, light tiny granule was intercepted and is deposited on the interior skew wall of filler, then slide down and fall to the bottom plate and become mud. 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 returns to the secondary sedimentation tank 24 to be finally discharged out of the system in the form of excess sludge.
The utility model discloses use above-mentioned originating pipe chute sediment reflection water distribution and contact coagulation technique, the simplified overall arrangement of coagulation reaction-pipe chute sediment in narrow and small space has been satisfied, abundant materialization processing procedure has been realized, pay out with a small amount of conventional water treatment medicament and extremely low energy consumption, further get rid of remaining COD, SS, TP, colourity etc., it stably reaches one-level A standard to have ensured to go out water, compare with MBR membrane technology, not only the operation management has been simplified, the complicated washing maintenance of MBR process equipment has been removed from and has been maintained, the expensive cost of changing the membrane module has been saved, and 70% charges of electricity have been practiced thrift, greatly reduced daily running cost and human cost. In conclusion, significant beneficial effects are obtained.
8. Integrated technology of contact sterilization coupling pasteurization function
The technology is summarized as follows: 4 functions of the inclined tube sedimentation main collecting channel, the contact disinfection channel, the pasteurization channel and the endmost middle water pump pit of the 2 main body function pools are tightly coupled together by using ingenious and simple space configuration at the tail position of the integrated pool in the direction vertical to the main flow path, 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 population 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 disinfection problem is not very important in the prior small-sized sewage treatment facility, and the ultraviolet disinfection device is not considered in the prior small-sized sewage treatment facility or is only considered in the simplification (the ultraviolet illumination is aged along with the lamp tube)Attenuation, most of the time the bacteriological index is hardly up to standard), so, the utility model discloses attack the firm difficulty, adopt small-size 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 utility model discloses use the integrated technique of contact disinfection coupling pasteur measurement in a pond, not only brought the facility for production management, practiced thrift the land used and the engineering cost of project moreover, so, the integration is very necessary to small-size 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 O main part pond end sharing 1 catchment canal 62, this catchment canal 62 are used for compiling 2 the pipe chute in main part pond deposits water, and this catchment canal 62 piles up in the upper portion left side of contact disinfection canal 26, contact the initial end top of disinfection canal 26 promptly in the terminal top of catchment canal 62, is provided with disinfectant device/throws some 63 and throws disinfectant to the clear water, in order to guarantee disinfection effect, avoids contact sterile rivers to appear the short-term flow, the utility model discloses be equipped with 3 in the contact disinfection canal 26, 5 or 7 partition walls and 2, 3 or 4 partition wall bottom holes 65, force rivers to zigzag about in this channel and move ahead for rivers can stop 30min or more in this canal contact, reach the mesh of fully killing the bacterium. Meanwhile, the sixth partition 46 is the left wall which contacts the right wall of the sterilizing channel 26 and forms the pasteurization channel 27, and the whole barThe's measuring canal 27 is suspended above the sixth partition wall 46, so that the occurrence of corrosion and breakage accidents of reinforcing steel bars caused by the fact that settlement cracks and water leakage are easy to occur when the measuring canal is constructed in other forms is 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 above-mentioned ingenious structure, the utility model discloses a four powerful smoothly have been realized to the end: 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.
To sum up, the utility model relates to a 2 An O integrated sewage treatment pool complete system obtains comprehensive treatment of pretreatment, anaerobic regulation and sludge reduction and A integrated treatment of A pretreatment and sludge reduction by comprehensively applying (1) a sewage pretreatment coupling regulation technology with a local double-layer structure, (2) an energy-saving type water quality homogenization and water quantity regulation coupling anaerobic biochemical reaction technology, (3) a residual sludge concentration and stabilization reduction technology for small-scale sewage treatment, (4) a hole chamber vertical flow hydraulic stirring deoxidation anaerobic reaction technology, (5) a small-scale sewage treatment gas stripping double-reflux maintenance-free energy-saving technology, (6) a small-scale sewage secondary sedimentation pool/inclined tube sedimentation area coupling energy-saving technology, (7) an inclined tube sedimentation reflection water distribution and contact coagulation technology, (8) an integrated technology of a contact disinfection coupling pasteurization function, and totally eight creative or advanced technologies in a small-scale sewage treatment system 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 utility model discloses at two big aspect of technical economy, have following five most obvious beneficial effect:
1. creates excellent conditions for small-scale sewage high-standard treatment and low-cost treatment
The utility model discloses integrated system's technique is original and leading, and this integrated system does notOnly skillfully integrates the pretreatment of sludge settling, sand separation, fine grid slag blocking, water quality homogenization, water quantity regulation and storage, anaerobic biochemical treatment of sewage, gravity concentration of sludge, anaerobic digestion, stabilization and reduction of sludge, intermediate treatment and tail-end sludge treatment of sewage, and also integrates A 2 The system integrates the biochemical reaction, the double-gas-lift backflow of nitrifying liquid and suspended sludge, the gravity separation of sludge and water, the physicochemical treatment of hydraulic coagulation-inclined tube sedimentation, the external backflow of sludge, the recycling of chemical sludge, contact sterilization, pasteurization, the recycling of reclaimed water and the like into 2 water tanks, so that the nitrogen and phosphorus removal efficiency of the whole system is high, the quality of effluent water is good, all indexes can reach the first-level A standard, no leakage or weak item exists, the performance is balanced, the operation is simple, the energy consumption in operation is low, the indexes of parameters such as a gas path, a water path, a mud path, a chemical path and the like in operation are controllable and adjustable, the water quality reaches the standard and is easy to control, and the system only has 2 water tank structures altogether, the civil construction tank is square, the structure is clear and easy to construct, and excellent conditions are created for the final effluent water treatment of small-size sewage to reach the standard stably;
2. the technical reliability is high: the utility model discloses integrated system not only moves reliable and stable, still shows that all aspects of technical principle, technical parameter and construction detail are all very reliable. The utility model discloses a professional term is standard, does not have the link of secret difficult understanding, does not have the concept of tarnished and uninteresting, and is more indiscriminate to be dulled, and the inner structure is surveyability, and is clear and definite, and when technical route planning design, how to avoid siltation jam and easy access have just fully been considered, and how to eliminate potential fault factor in advance from the theoretical deep level consideration, the fault rate is extremely low, consequently, compares the sewage treatment pond and the system of other forms, the utility model discloses the user of integrated system can accomplish careless carelessness as long as normal use;
3. the whole cost is low, and the construction is uncomplicated, and the sexual valence relative altitude: the utility model discloses an integrated pond of underground formula and semi-underground formula design of integration pond type, the shape is the rectangle pond, the intensification of inner structure and compactification, the regulation volume and the anaerobism biochemical reaction volume maximize of synthesizing the pond, the external environment friendly of formula of burying, the inner structure of integration pond is intensification and compactification equally, the reaction volume of each functional area is enough, device material standard, no special equipment or material (all be conventional water treatment ware and common material), except that indispensable equalizing basin agitator and anoxic zone agitator, one-level elevator pump and one-level surplus sludge pump, the total system does not have other movable parts under water again, this system has reduced the possibility of silting jam to minimum through structure and process design; 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 utility model A 2 The O integrated sewage treatment tank complete system is at the lowest power consumption and lowest drug consumption level on the premise of the small sewage treatment first-grade A discharge standard. The reason is that: except the two biggest essential power consumptions of essential sewage lift pump of intaking and aeration blower, the utility model discloses the power consumption of total system has been reduced to minimum, except equalizing basin agitator, anoxic zone agitator power consumption, the system does not have the secondary to promote, including the sewage lift pump and the equalizing basin agitator of equalizing basin are "a tractor serves two purposes", all the other parts in the pond only rely on gravity (the potential difference of presetting ensures that water flows to low, natural sedimentation) and aerodynamic (air stripping power supply) operation, compare with other sewage treatment systems, the utility model discloses with pump machine equipment has reduced to minimum, will always stir energy consumption, always flow back energy consumption (multiple backward flow, reduce the lift), medicament throw energy consumption, blast aeration energy consumption (lower air-water ratio), medicine consumption (contain bleaching fine powder disinfectant etc.) have reduced to minimum, perhaps efficiency has promoted to the highest. Therefore, the utility model is small in the activated sludge processThe energy consumption and the drug consumption in the sewage treatment field are the lowest in the same industry, namely, under the condition of treating the same sewage quantity and the same water quality of inlet water, the same standard is the first-level A water outlet standard, so that the utility model has the advantages of the least electricity consumption, the least drug consumption, the lowest direct operation cost and the 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 system can be used for working on duty after being trained slightly, and the situation that talents are hard to find and stay due to complex operation of a traditional sewage system and high requirement on skills or the system is in a paralysis state due to no management is easy to realize can be avoided. The utility model discloses integrated system's flow is the simplest, and the link is the clearest, and the fault rate of system is extremely low, and the trouble easily observes, restores easily, need not the team operation maintenance of special specialty can, also do not have expensive part/subassembly and need frequently change, and the equipment device who adopts is the conventional general product of water treatment, does not receive the restriction of patent price factor. In a word, the utility model discloses single cost and the combined cost such as the repair cost of the human resource cost in the operation process, daily maintenance and/or professional maintenance all are present trade the same kind the lowest, therefore the sustainable development of easiest environmental protection.
To sum up, the utility model relates to a 2 O integration sewage treatment pond integrated system can satisfy one-level A standard comprehensively, and it is short to take up an area of few flows, and nitrogen and phosphorus removal is efficient, and disposable building cost is minimum relatively, and daily each item running cost includes that power consumption medicine consumes, manpower and cost of maintenance also are minimum, that is to say, the utility model discloses can high standard handle sewage, again can low-cost handle sewage simultaneously. Therefore, the utility model discloses an application prospect is very wide.
Drawings
FIG. 1 shows a 2 O general plane layout schematic diagram of the integrated treatment tank complete system.
Fig. 2 is a schematic view of the process flow section of the present invention.
FIG. 3 is a schematic plan view of the integrated anaerobic sewage regulation/sludge reduction tank of the integrated system of the present invention.
FIG. 4 shows a of the complete system of the present invention 2 The section schematic diagram of the O biochemical and physical chemical integrated tank.
Fig. 5 is a schematic side sectional view of the integrated pool of the integrated system of the present invention.
FIG. 6 is a schematic sectional view of the deoxidation area of the integrated system of the present invention.
FIG. 7 is a schematic sectional view of an aerobic zone of the integrated system of the present invention.
Fig. 8 is a schematic sectional view of the secondary sedimentation tank of the complete system of the present invention.
Fig. 9 is a schematic sectional view of the inclined tube settling zone of the integrated system of the present invention.
Fig. 10 is a schematic cross-sectional view of the contact disinfection canal of the integrated system of the present invention.
Figure 11 is a schematic view of the contact disinfection canal (outward) section of the integrated system of the present invention.
Wherein: 1-total 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/total water outlet pipe, 10-sewage anaerobic regulation/sludge reduction comprehensive tank, 11-sand sedimentation tank, 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 O biochemical and physical chemical integrated tank, 21-deoxygenation zone, 22-anoxic zone, 23-aerobic zone, 24-secondary sedimentation tank, 25-inclined tube sedimentation zone, 26-contact disinfection channel, 27-pasteurization channel, 28-anoxic zone stirrer, 29-open channel flowmeter, 30-equipment room, 31-transformer, 32-power distribution cabinet, 33-pressurization gas dissolving machine, 34-blower, 35-dosing machine, 36-sludge dewatering machine, 41-first partition wall, 42-second partition wall, 43-third partition wall, 44-fourth inclined partition wall, 45-fifth partition wall, 46-sixth partition wall, 47-microporous aeration device, 48-gas stripping device, 49-wall-penetrating water distributor and 50-large-opening water distributorThe system comprises a sludge discharge pipe, a 51-secondary sedimentation tank sludge discharge valve, a 52-chemical sludge discharge valve, a 53-H-shaped gas stripping device, a 54-medicament feeding port, a 55-water collecting pipe/groove, a 56-tubular mixer, a 57-water distribution perforated pipe, a 58-perforated sludge discharge pipe, a 59-inclined pipe/inclined plate filler, a 60-clear water collecting groove, a 61-fifth partition wall hole, a 62-water collecting channel, a 63-disinfectant device/feeding point, a 64-water falling hole, a 65-partition wall bottom hole, a 66-sixth partition wall hole, a 71-small partition wall, a 72-first partition wall (1), a 73-second partition wall (2), a 74-sludge concentration supernatant collecting groove, a 75-water collecting groove wall penetrating hole, a 76-residual sludge pump and a 77-concentrated sludge pipe.
Detailed Description
For better understanding of the technical solution of the present invention, the following description is made with reference to specific embodiments. It is understood that the described embodiments are only some, not all embodiments of the present invention, and that various changes, improvements, modifications, substitutions, integrations, modifications, etc. may be made to the embodiments without departing from the spirit and principle of the present invention.
Example one
In this example, the scale of sewage treatment in a certain village and town is 800m 3 D (the inlet water contains more grease), the outlet standard is the first-level A standard, adopt the utility model A 2 And the O-integrated sewage treatment tank complete system achieves 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 facilitating 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 ditch and the pasteurization ditch at 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:
(1) 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 5.90m; (2) a. The 2 The dimension of the O biochemical and physical integrated pool is 18.20m in length, 8.90m in width and 4.70m in depth (the pool is ultrahigh on the water-bearing surface but does not contain a bottom plate and the thickness of a cushion layer), and the measurement is carried out except the Pasteur measurement at the tail endOutside the channel, the outline width of each functional area of the pool is consistent with the width of the main body; (3) the overall dimension of the equipment room is 9.24m long by 4.50m wide, and the indoor clear height is 3.30m. 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 0.15m. 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 pool 10, namely the head end of the grit chamber 11, is provided with a main sewage inlet pipe 1 with the specification of DN350, the tail end of the anaerobic adjusting pool 14 is provided with three water outlet lifting pumps 17 with one large pump and two small pumps, wherein 1 large pump is a mobile standby pump, and the parameter of the large pump is Q =45m 3 H =12m, pe =3kw, small pump parameter Q =20m 3 H =12m, pe =2.2kw. 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 And sludge in a 24 mud bucket of the secondary sedimentation tank of the O integrated tank respectively enters an anaerobic adjusting tank 14 and a sludge concentration and storage tank 15 of the comprehensive 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 DN100. 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 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 470mm, the side edge of the grit chamber is provided with an accident overflow pipe 2 with the specification of DN400, and the tail end of the grit chamber is provided with a gate with the specification of DN200; 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 × 0.80m in width and a designed water depth of 800mm, an air flotation oil separation complete set device is arranged from the beginning of water inflow in the tank, a weir plate is arranged at the rear of the tank, the width and height of the weir plate are 800mm and 800mm, a water passing space with a height of 200mm is reserved on a bottom plate after installation, a water passing hole is arranged at the lower left corner of the partition wall 72 of the (1) th partition wall at the tail end of the tank, and the water passing hole has a width of 200mm × a height of 600mm.
As shown in fig. 2, 3 and 5, the grid ditch 13 has a planar size of 2.50m long by 0.45m wide, the ditch bottom plate is an emptying bottom plate, the ditch is provided with a conventional electric fine grid machine (with the specifications of grid gap 2mm, ditch width 450mm and ditch depth 2550 mm), the designed water depth before the grid is H =830mm, the water depth after the grid is H =800mm, the upstream direction of the grid machine is provided with water collecting tank wall through holes 74 (150 mm wide by 250mm high) on the (2) th partition wall 73, the rear part of the ditch is provided with a water stabilizing weir, and the emptying bottom plate at the tail end of the ditch after the water stabilizing weir is provided with water falling holes (450 mm long by 300mm wide).
The height of the water stabilizing weir at the rear part of the grid channel 13 is 650mm. 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 channel 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 stirrer 16, the second stirrer 16 and the sewage lift pump 17 are arranged in three corner directions.
As shown in fig. 2, 3 and 5, the planar dimensions of the sludge concentration and storage tank 15 are 3.50m long by 2.50m wide and 6.35m total depth, wherein the height above the water surface is 500mm, 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 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 residual sludge pump 76, the parameter of which is Q =10m 3 H =14m, pe =1.1kw, with the specification of the valve-pipe system DN40; 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 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 DN50; the upper part of the sludge concentration and storage tank 15 is provided with supernatant fluid collecting tanks 74,2 which are horizontally and parallelly arranged, 2 collecting tanks are communicated to form an H shape at the middle part of the plane close to the rear part, each collecting tank 74 is of a triangular weir shape, the width is 110mm multiplied by the height is 200mm, and the supernatant fluid in the tanks is collected and finally passes through collecting tank wall-penetrating holes 75 communicated with the grid channels 13 on the first (2) partition wall 73, and gravity is drained into the upstream direction of the grid channels 13 so that solid garbage such as scum hair carried by the supernatant fluid 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 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 settled sand of the grit chamber 11 is 0.04m/s, and the hydraulic retention time is 90s.
The horizontal flow velocity of the oil separation tank 12 is 0.037m/s, and the hydraulic retention time is 60s.
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 The adjusting time is 7.44h, and the minimum adjusting volume under the lowest water level is 39m 3 And the shortest hydraulic retention time is 1.17h.
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 6.43d.
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 deoxygenation region 21 and the water outlet surface of the tail end of the contact disinfection ditch 26 is 1.30m.
The length of the deoxygenation zone 21 is 1.00m, the water depth is 4.40m, 4 small-hole chambers are divided in the width direction, and the effective volume is 15.488m 3 The hydraulic retention time HRT =0.93h, the average suspended solid concentration of the activated sludge mixed liquor X =4gMLSS/L, and the sludge external reflux ratio R =100%And the reflux ratio R of the suspended sludge in 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 =4.02h, the average concentration of suspended solid of the activated sludge mixed liquor X =6gMLSS/L, and the BOD sludge load Ls =0.0465kgBOD 5 V (kgMLSS d), denitrification Rate K de ＝0.0493kgNO 3 -N/(kgMLSS. D), sludge age θ C =21d, nitration liquid reflux ratio R i ＝150％～250％。
The aerobic zone 23 has the length of 5.20m, the width of 4m, the water depth of 4.30m and the effective volume of 89.44m 3 The hydraulic retention time HRT =5.37h, the total nitrogen load rate is 0.0418 (less than or equal to 0.05) kgTN/(kgMLSS. D), the average concentration of suspended solids of the activated sludge mixed liquor is X =6gMLSS/L, and the sludge age theta is C =21d, 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 a 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 volume of the coagulation zone 18.845m in the lower part of the chute 3 Coagulation reaction time 1.13h =67.8min.
The contact disinfection ditch 26 has the length of 0.78m, the water depth of 3.10m and the effective volume of 18.86m 3 Contact disinfection time, i.e. hydraulic retention time HRT =0.566h =33.9min.
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 DN125; 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 top of the first grid small-hole chamber, and the inlet of the return pipe 6' is connected with the outlet end of an H-shaped gas stripping 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 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 0.55kW; 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 disks are arranged at the bottom in the aerobic zone 23, namely a microporous aeration device 47 with the specification of phi 215mm is 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 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 large-opening 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/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, and is specified as DN125.
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 flocculates and precipitates the 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 the form of residual sludge; 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 the diameter of the water distribution perforated tube is two specifications larger than that of a DN125 tubular mixer 56DN200, which aims to ensure that the water distribution flow of each water distribution hole on the pipeline is as consistent 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 which is precipitated on the inner inclined wall of the filler and then slides downwards 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 and the height of 200mm are arranged on the water surface, the collecting troughs 60 penetrate through fifth partition wall holes 61 (6 holes in total, 150mm in width and 250mm in height) on the fifth partition wall 45, and water in the troughs enters a collecting channel 62 on the upper part of the contact 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 canal 27 through the sixth partition wall hole 66.
As shown in fig. 1 and 4, the papanicolaou metering ditch 27 has a width of 500mm and a depth of 1950mm, and the effective length L =4.40m of the metering ditch without a reclaimed water pump pit. An open channel flowmeter 29 is arranged at a position in the channel, which is slightly downstream of the middle part, the specification is a throat width b =76mm type, 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 is DN350, and the pump pit can be provided with a reclaimed water recycling pump system for auxiliary production and is used for ground washing, mud cake and medicament transport vehicle washing, greening sprinkling and the like, so that the water resource is 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 the anaerobic biochemical reaction and is lifted by the sewage lifting pump 17 to return to the A in the embodiment 2 The O integrated pool is recycled; the sludge discharged from the perforated sludge discharge pipe 58 is completely and automatically discharged into the adjusting tank 14 by gravity, and the sludge is lifted back to the integrated tank for recycling along with the sewage pump, mainly used for improving the sedimentation performance of activated sludge and avoiding low efficiency caused by direct concentration and dehydration.
A sewage of a certain village and town of the embodiment adopts 2 The water quality of inlet water and the water quality of outlet water of the O integrated pond complete system are shown in the following table.
Item COD BOD 5 SS TN NH 3 -N TP
Quality of influent water (mg/L) 300 120 160 50 45 5
First order A Standard (mg/L) ≤50 ≤10 ≤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 treatment systems, the sludge volume reduction of the sewage treatment process is 7.47m 3 The dry solids reduction of sludge was 11.2kg/d, i.e. 20.44 tons of sludge with 80% water content per year, corresponding to a reduction of sludge to be shipped by about one truck (5 tons) per quarter.
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. This example treats every m 3 The total cost of the power consumption (including sewage lifting, blast aeration and the like), the medicine consumption, the labor, the overhaul and the amortization and the like of the sewage is 0.53 yuan, 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 of the sewage can be approximately saved by about 50 percent, so the technical and economic benefits of the utility model 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 D, the grease in the water is subjected to oil separation treatment in a food factory, and the effluent standard of the sewage treatment is one-level A standard and is adopted by the utility model A 2 And the O-integrated sewage treatment tank complete system achieves 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 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:
(1) sewage anaerobic reactorThe overall dimension of the oxygen regulation/sludge reduction comprehensive pool is 9.90m in length and 7.00m in width, and the buried depth below the terrace is 4.10m; (2) a. The 2 The dimension of the O biochemical and physical chemical integrated pool is 15.34m long, 6.90m wide and 3.70m deep (the pool is ultrahigh on the water-bearing surface but does not contain the thickness of a bottom plate and a cushion layer), and the dimension of each functional area of the pool is consistent with the width of the main body except for the extreme Pasteur measuring channel; (3) the overall dimension of the equipment room is 8.00m multiplied by 4.20m wide, and the indoor clear height is 3.30m. Please refer to fig. 1 and fig. 2.
In this embodiment, since the wastewater inlet water does not contain a large amount of oil stains, the difference from the first embodiment is that the integrated tank 10 in the present system is not provided with the oil separation tank 12, nor is there a corresponding small partition wall 71, weir plate and air-floating oil separation complete set, and the arrangement orientation of the gate and gate hole is slightly changed, but the overall structure, use function and 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.
More specifically, the internal control height of the anaerobic adjusting tank 14, which is the main part of the integrated sewage anaerobic adjusting/sludge reduction 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 reference), and the height from the maximum water level to the internal top plate is 0.15m. 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 starting end of the comprehensive pool 10, namely the head end of the grit chamber 11, is provided with a main sewage inlet pipe 1 with the specification of DN300, the tail end of the anaerobic adjusting pool 14 is provided with two water outlet lifting pumps 17 and 1 long-term pump position is reserved, the water outlet lifting pumps are used for one time in the near term, and the water pump parameter is Q =12.5m 3 H =9m, pe =0.75kw. 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 DN80. 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 DN65. 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 400mm high with a secondary casting sand setting cone, the designed water depth of the grit chamber above the cone is 300mm, the side edge of the grit chamber is provided with an accident overflow pipe 2 with specification of DN350, and the end of the grit chamber is provided with a gate with specification of DN150; 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 located to the left of the (1) th partition wall 72; the aperture of the brake hole on the left side of the partition wall 72 in the step (1) is 200mm, and the center of the brake hole is located 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 (1) th partition wall 72.
As shown in fig. 2, 3 and 5, the grid ditch 13 has a planar size of 2.00m in length by 0.40m in width, the ditch bottom plate is an emptying bottom plate, the ditch is provided with a conventional electric fine grid machine (the specification is that the grid gap is 1.5mm, the ditch width is 400mm, and the ditch depth is 1600 mm), the designed water depth in front of the grid is H =500mm, the water depth behind the grid is H =470mm, the upstream direction of the grid machine is provided with water collecting tank wall through holes 74 (150 mm in width by 220mm in height) on the (2) th partition wall 73, the water stabilizing weir is arranged at the back of the ditch, and water falling holes (400 mm in length by 300mm in width) are arranged on the emptying bottom plate at the tail end of the ditch after the water stabilizing weir.
The height of the water stabilizing weir at the rear part of the grid channel 13 is 500mm. 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 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 tube 8, and the pipe diameters of the 2 small inflow ports are 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, the parameters of which are Q =6m 3 H =14m, pe =0.55kw with a specification of the valve-pipe system DN32; 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 DN40; 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 of a triangular weir shape, the width is 100mm, the height is 180mm, the supernatant in the tank finally passes through a water collecting tank wall penetrating hole 75 communicated with the grid channel 13 on the (2) partition wall 73 after being collected, and the supernatant is drained into the upstream of the grid channel 13 by gravity flowAnd then the electric grating machine removes 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 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 main technological parameters of the sewage anaerobic regulation/sludge reduction comprehensive tank 10 are as follows:
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 96s.
The grid gap of the grid ditch 13 is 1.5mm, the grid flow velocity is 0.18m/s, and the installation angle is 60 degrees.
The actual adjustable volume of the anaerobic adjusting tank 14 is 110.8m 3 About 17.72h (8.86 h) of near term regulation time and 18.17m of minimum regulation volume at the lowest water level 3 The shortest hydraulic retention time is 1.45h.
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 sludge 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 deoxygenation zone 21 is 0.90m, the water depth is 3.40m, the deoxygenation zone is divided into 3 small-hole chambers in the width direction, and the effective volume is 8.262m 3 The hydraulic retention time HRT =1.3219h, the average concentration of suspended solids of the activated sludge mixed liquor X =4gMLSS/L, the sludge external reflux ratio R =100%, and the suspended sludge stripping reflux ratio R =50% -1% in the secondary sedimentation tank00％。
The anoxic zone 22 has a length of 3.46m, a width of 3m, a water depth of 3.30m and an effective volume of 34.254m 3 The hydraulic retention time HRT =5.4806h, the average concentration of suspended solids of the activated sludge mixed liquor X =6gMLSS/L, and the BOD sludge load Ls =0.0891kgBOD 5 /(kgMLSS. D), denitrification Rate K de ＝0.0366kgNO 3 -N/(kgMLSS. D), sludge age θ C =20d, nitration liquid reflux ratio R i ＝150％～250％。
The aerobic zone 23 has the length of 5.48m, the width of 3m, the water depth of 3.30m and the effective volume of 54.252m 3 The hydraulic retention time HRT =8.68h, the total nitrogen load rate is 0.0423 (less than or equal to 0.05) kgTN/(kgMLSS.d), the average concentration of suspended solids of the activated sludge mixed liquor is X =6gMLSS/L, and the sludge age theta is C =20d, nitration liquid reflux ratio R i ＝150％～250％。
The length of the upper part of the secondary sedimentation tank 24 is 2.10m, the width is 3m, the length of the bottom is 1.00m, the water depth is 2.35m, the depth of a mud bucket 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 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 volume of the coagulation zone 4.322m in the lower part of the chute 3 The coagulation reaction time is 0.691h =41.5min.
The contact disinfection ditch 26 has the length of 0.58m, the water depth of 2.10m and the effective volume of 7.405m 3 Contact disinfection time, namely hydraulic retention time HRT =0.592h =35.5min.
As shown in fig. 1, 4 and 6, in the deoxygenation zone 21, the small cell partition wall divides the zone into 3 small cells, which are sequentially communicated with the bottom holes of the cells and the upper holes of the cells through the bottom holes of the cells, and in order to prevent sediment accumulation at the bottom, the bottom of each cell is provided with a secondary pouring conical slope with a height of 600mm, 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 pool, and the caliber of the pipe orifice is DN80; 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 250mm. 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 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 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 0.37kW; 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 holes of the partition wall is 350mm wide x 200mm high, so that water flow enters 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 gas stripping device 48 is arranged near the middle part of the water depth, the specification is DN100, and the outlet of the point-type gas 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, and the height distance between the lower edge of an inlet horn and the bottom plate of the tank is 200mm, so as to avoid aeration bubbles in mixed liquid in the zone from entering 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 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 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 DN80 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 hole chamber of the deoxidation zone 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 14 through an L-shaped DN80 pipeline, and enters the lower part of the inclined pipe sedimentation area 15 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 rapid mixing type with specification DN80.
The designed water surface of the secondary sedimentation tank 24 is 450mm higher than the designed water surface of the inclined tube sedimentation area 25.
As shown in fig. 1, 4 and 9, two perforated sludge discharge pipes 58 are respectively arranged at two sides of the bottom in the inclined pipe settling zone 25 and connected to form a U shape, with specification DN150, 8 sludge inlet small holes with uniform phi 24mm are formed at the bottom of the pipeline, sludge is discharged by adopting internal and external static pressure difference, and is periodically discharged by a chemical sludge discharge valve 52 in an electric control mode at intervals, 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 adjusting tank 14 and then returns to the secondary sedimentation 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 520mm, 8 phi 24mm water distribution holes are uniformly distributed, and DN150 with three specifications larger than DN80 tubular mixer 56 is adopted, so as to ensure the water distribution of each water distribution hole on the tubeThe flow is as consistent as possible; in addition, the middle part of the water depth of the region is provided with a special sewage type 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 which is precipitated on the inner inclined wall of the filler and then slides downwards 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 250 mm) 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 partition wall 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 partition wall is 40mm 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 150mm wide by 200mm high. The sterilized clean water enters the pasteurization canal 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 =4.20m of the measurement ditch without the water pump pit. An open channel flowmeter 29 is arranged at a position in the channel, which is slightly downstream of the middle part, the specification is a throat width b =51mm type, 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 is DN300, and the pump pit can be provided with a reclaimed water recycling pump system for auxiliary production and is used for ground washing, mud cake and medicament transport vehicle washing, greening sprinkling and the like, so that the water resource is 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 completely and automatically discharged into the adjusting tank 14 by gravity, and the sludge is lifted back to the integrated tank for recycling along with the sewage pump, mainly used for improving the sedimentation performance of activated sludge and avoiding low efficiency caused by direct concentration and dehydration.
The sewage of a small food park in a certain village and a certain town of the embodiment adopts A 2 And the water quality of inlet water and the water quality of outlet water of the O integrated pond complete system 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 ≤10 ≤15 ≤5 ≤0.5
Effluent water quality (mg/L) ≤50 ≤10 ≤10 ≤15 ≤5 ≤0.5
Treatment efficiency (%) ≥90.0 ≥97.1 ≥97.5 ≥78.5 ≥88.8 ≥93.7
Compared with other existing treatment systems, 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 that only two-level precipitation is performed and no filtration is performed. This example deals with per m 3 The total cost of the power consumption (including sewage lifting, blast aeration and the like), the medicine consumption, the labor, the overhaul and the amortization and the like of the sewage is 0.80 yuan, 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, the sewage treatment first-level A technology can be roughly saved by about 50 percent, therefore, the technical and economic benefits of the utility model are very obvious.
The utility model A 2 The O integrated sewage treatment tank complete system only needs to regularly observe SV30 (sludge sedimentation ratio-volume of activated sludge settled in a 1L graduated cylinder for 30min, mL/L) and SVI (sludge volume index-volume of 1g dry sludge after the activated sludge settled for 30min, mL/g) index conditions of a sludge discharge graduated cylinder, and properly adjusts and determines how long an interval is opened for sludge discharge according to the operation rules and the actual observation. In addition, the utility model relates to a 2 The operation of O integration sewage treatment pond complete system is very simple and direct, can be in unmanned on duty state usually, only need the personnel on duty regularly observe whether have jam, overflow and emit unusual can such as muddy water, consequently, the utility model discloses a high efficiency, high reliability, energy-conservation and minimum running cost advantage show undoubtedly.
Can see from above two embodiments, the utility model discloses not only can handle village and town domestic sewage, can handle village and town food garden waste water with the low cost moreover, need not to add complicated filtering pond or MBR membrane module in addition, can directly reach national one-level A standard. Therefore, compared with other forms of sewage treatment systems, the utility model 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 is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and for those skilled in the art, it can still modify the technical solutions of the embodiments of the present invention, or equally replace some technical features of the embodiments, and any modifications, equivalents, improvements, etc. made should be included in the scope of the present invention.

Claims (7)

1. A 2 O integration sewage treatment pond complete system, its characterized in that: comprises a sewage anaerobic regulation/sludge reduction comprehensive pool (10) and a sewage anaerobic regulation/sludge reduction comprehensive pool A 2 The O biochemical and physical chemical integrated pool (20), the equipment room (30) and the system pipeline are all three parts; the comprehensive pool (10) comprises five functional areas including a grit chamber (11), an oil separation pool (12), a grid channel (13), an anaerobic adjusting pool (14) and a sludge concentration and storage pool (15); the integrated pool (20) comprises 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); 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 measuring channel (27) is connected with a clean water/total water outlet pipe (9).
2. A as claimed in claim 1 2 O integration sewage treatment pond complete system, its 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 ditch (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 on the same horizontal plane; and a 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. A as claimed in claim 1 2 O integration sewage treatment pond integrated system, its characterized in that: a is described 2 Seven functional areas of the O biochemical and physical integrated tank (20), the head end of which is a deoxygenation area (21)) A sewage lifting pipe (3) is connected, and a pressure air pipe (4) is arranged on the surface of the integrated tank (20); one end of the pressure air pipe (4) is connected with an aeration blower (34) of the equipment room (30), the other end of the pressure air pipe is connected with a micropore aeration device (47) at the bottom of the aerobic nitrification area (23), and the pressure air pipe is also connected with 2 air supply branch pipes which are respectively connected with a point type air lifting device (48) and an H-shaped air lifting device (53) through control valves.
4. A as claimed in claim 1 2 O integration sewage treatment pond complete system, its 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 water distribution perforated pipes face downwards, the water distribution perforated pipes (57) are horizontally arranged, and the height of the pipeline center line from the bottom plate is 450-900 mm.
5. A as claimed in claim 1 2 O integration sewage treatment pond complete system, its 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. A as claimed in claim 1 2 O integration sewage treatment pond complete system, its characterized in that: 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 backflow sludge to enter the anaerobic regulating 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); and sludge at the bottom of the inclined tube settling zone (25) is discharged through a perforated sludge discharge pipe (58) and completely enters an anaerobic regulating tank (14) for cyclic utilization.
7. A as claimed in claim 1 2 O integration sewage treatment pond complete system, its characterized in that: the number of the bottom holes (65) of the inner partition wall of the contact disinfection channel (26) is 2 to 4。
CN202221721600.3U 2022-07-06 2022-07-06 A2O integration sewage treatment pond complete set system Active CN218146051U (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115072873A (en) * 2022-07-06 2022-09-20 武汉辰雨环保科技有限公司 Sewage A 2 O-shaped integrated pond system and process method

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN115072873A (en) * 2022-07-06 2022-09-20 武汉辰雨环保科技有限公司 Sewage A 2 O-shaped integrated pond system and process method

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