CN203866153U - Improved reinforced A2/O denitrogenation and dephosphorization treating device for municipal sewage - Google Patents
Improved reinforced A2/O denitrogenation and dephosphorization treating device for municipal sewage Download PDFInfo
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Abstract
The utility model discloses an improved reinforced A2/O denitrogenation and dephosphorization treating device for municipal sewage. The treating device comprises an anaerobic tank, a first anoxic tank, a second anoxic tank, an aerobic tank and a radial flow type sedimentation tank, which are sequentially connected, wherein the anaerobic tank is stirred by hydraulic power, and is connected with the second anoxic tank through a pipeline and a reflux pump of anoxic mixed liquor; aeration heads are arranged at the bottoms of the first anoxic tank and the second anoxic tank and the bottom of the aerobic tank; the anaerobic tank, the first anoxic tank, the second anoxic tank and the aerobic tank are arranged in the same housing, and are divided by baffle plates; the radial flow type sedimentation tank is connected with the anaerobic tank through a pipeline and a sludge reflux pump, and is connected with the aerobic tank through a pipeline and a discharge pump. The treating device can not only improve the denitrogenation efficiency, but also reduces the interference of nitrate to the anaerobic tank, thereby improving the dephosphorization efficiency, and has the advantages of simple structure, flexible operation manners, small occupied area and sound effect of denitrogenation and dephosphorization.
Description
Technical field
The utility model belongs to technical field of sewage, is specifically related to a kind of municipal effluent improvement A
2/ O intensified denitrification and dephosphorization device.
Background technology
Can find out from the statistic data of China's water pollution: urban water-body main polluted factors is chemical oxygen demand (COD), total phosphorus and total nitrogen.Existing municipal sewage plant of China is mainly the removal for carbon source pollutent for a long time, although BOD clearance can reach more than 90%, but denitrification percent is only generally 20%～50%, dephosphorizing rate is 20%～30%, has ignored the main nutrient nitrogen to causing body eutrophication, the removal of phosphorus.
The main harm that Water phosphorus pollutes can cause the eutrophication of water body.Body eutrophication, not only can reduce water body ornamental value and travel value; Cause hydrobiological stability to reduce, hydrobiont kind reduces, and destroys the eubiosis of water body; But also can produce much poisonous and hazardous gas and other materials, harm humans and biological existence; Also can increase processing cost of sewage etc.
In most cases, from nitrogen and phosphorus pollution source, the pollution of phosphorus nutrition element is mainly derived from the discharge of sanitary sewage, and the main source of phosphorus is the use of home washings agent, and the pollution intensity of its phosphorus all accounts for 50% left and right of total phosphorus pollution load; Nitrogen nutrition element pollution weight and fertilizer application amount.Nitrogen and phosphorous nutrient is the arch-criminal who causes body eutrophication, and phosphorus is its arch-criminal.Although this is that the hydrobionts such as algae are more responsive to phosphorus because nitrogen phosphorus is all biological important nutrient.When phosphorus in water body is during in lower concentration, even if nitrogen concentration can meet the hydrobiological needs such as algae, its throughput can receive containment greatly.Nitrogen hunger in water body, often can be supplemented by the microorganism of many fixed nitrogen, and phosphorus can not.Obviously, control the phosphorus content in water body, be more of practical significance than controlling nitrogen content.
Aspect denitrogenation dephosphorizing treatment technology, traditional biological carbon and phosphorous removal mechanism thinks that biological denitrificaion and biological phosphate-eliminating are two separate, to vie each other physiological processs.By the biological denitrification phosphorous removal technique (A of this mechanismic design
2/ O, UCT, VIP, SBR etc.) be all provided with space or temporal anaerobic zone, oxygen-starved area, aerobic zone.According to existing mechanism, Utopian technical process is strict anaerobic phosphorus release, anoxic denitrification, aerobic suction phosphorus and aerobic nitrification.But in fact there are many problems perplexing existing biological denitrification phosphorous removal technique, make it can not carry out Utopian biological carbon and phosphorous removal.
And the theoretical basis of this process using and know-why are denitrification dephosphorization theory and technology.Denitrification dephosphorization is that denitrifying phosphorus removing bacteria (Denitrifying Phosphorus removal Bacteria, abbreviation DPB), after anaerobic phosphorus release, (substitutes O with nitrate or nitrite under anoxia condition
2) as the electron acceptor(EA) of inhaling phosphorus, realize simultaneous denitrification and dephosphorization.The over-stoichiometrics such as Kuba show: based on the A of denitrification dephosphorization principle
2the two sludge systems of/NSBR, its required COD and O
2consumption reduces respectively 50% and 30% than traditional denitrification dephosphorization system, the corresponding minimizing 50% of sludge yield.Practice shows, denitrifying phosphorus removal technique to China's municipal effluent particularly C/P and the less sewage of C/N ratio have good treatment effect, there is comparatively wide application prospect.
Utility model content
The utility model is few for existing denitrifying phosphorus removal technique, and technical process is generally complicated, structures are many, the more loaded down with trivial details deficiency that waits is controlled in operation, be devoted to Denitrifying Phosphorus Removal Technology new process development and application, give full play to the advantage of this technology, develop the municipal effluent improvement A that a kind of structure formation is simple, operation scheme is flexible and changeable, floor space is little, Nitrogen/Phosphorus Removal is excellent
2/ O intensified denitrification and dephosphorization device.
The purpose of this utility model is achieved by the following technical solution:
A kind of municipal effluent improvement A
2/ O intensified denitrification and dephosphorization treatment unit, it comprises the anaerobic pond, the first anoxic pond, the second anoxic pond, Aerobic Pond and the radical sedimentation basin that connect successively; Anaerobic pond adopts hydraulic mixing, and anaerobic pond is also connected with the second anoxic pond with anoxic mixed-liquor return pump by pipeline, and the bottom of the first anoxic pond and the second anoxic pond is respectively equipped with aeration head, and Aerobic Pond bottom is also laid with aeration head; Anaerobic pond, the first anoxic pond and the second anoxic pond, Aerobic Pond are arranged in same housing, form by baffle for separating; Radical sedimentation basin is connected with anaerobic pond with sludge reflux pump by pipeline, and by pipeline with go out water pump and be connected with Aerobic Pond.
Further optimize, radical sedimentation basin is communicated with anaerobic pond by reflux sludge tube, and the first anoxic pond is communicated with by nitrated mixed-liquor return pump with Aerobic Pond.
Further optimize, it is many that Aerobic Pond bottom is also laid with the aeration head number that aeration head number is provided with than the bottom of the first anoxic pond and the second anoxic pond.
Further optimize, the volume ratio of described the first anoxic pond and the second anoxic pond is 1:1.
Further optimize, the volume ratio of anaerobic pond, anoxic pond and Aerobic Pond is 1:2:7～1:2.9:6.1; The volume of described anoxic pond comprises the volume of the first anoxic pond and the second anoxic pond.
Further optimize, described radical sedimentation basin comprises pond body, shore pipe, swash plate, water inlet pipe, rising pipe, effluent weir, mud return line and sludge hopper, described pool center position is provided with water inlet pipe, the water side of water inlet pipe is positioned at the centre of pond body, the feed-water end of water inlet pipe is positioned at top, water side, the water side of water inlet pipe is connected with hydraucone, under hydraucone, be hung with the reflector of horizontal positioned, in the body of pond, swash plate is respectively equipped with in both sides, below, between swash plate and pond body bottom, there is angle, the next-door neighbour wherein swash plate inwall place of a side is provided with described sewage backflow pipe, the feed-water end of water inlet pipe is connected with the water side of the treatment tank that is arranged on pond external body, effluent weir is positioned at body top, pond and is connected with the rising pipe being arranged on the body inwall of pond, two described swash plates of body bottom, pond surround sludge hopper, mud return line mud inlet end inserts sludge hopper inside, on the mud return line of insertion sludge hopper inside, offer evenly spaced some holes, the mud outlet end of mud return line is connected with the mud inlet end of the treatment tank of pond external body, body bottom, pond is provided with mud discharging mouth.
Further optimize, the distance of the water side of water inlet pipe and pond body sidewall is 1.3 meters, with the distance bottom settling tank be 1.5 meters; Under the hydraucone of water inlet pipe water side, with the fixing described reflector of iron wire level, reflector and bell-mouthed distance are 30cm; Described swash plate and pond body bottom angle are 55 °.Described sludge hopper is reverse frustoconic.
The water side of described water inlet pipe is positioned at the centre of pond body, can make into water water distribution so evenly, as departs from central position, and water distribution inequality cannot ensure the deposition efficiency of settling tank.It is described that to be divided into sludge hopper by swash plate be taper, like this can be to greatest extent by a part of sludge reflux to anaerobic pond, a part of mud is discharged to the external world by shore pipe, reduces in the body of pond mud residual as far as possible, ensures the stability of the sedimentation effect of settling tank.The horizontal fixation reflex plate of iron wire for 30cm place under the hydraucone of described water inlet pipe water side, can avoid like this generation of following two kinds of situations: first, reflector from bell-mouthed position excessively away from, reflector just cannot play recoil current effect, affect sedimentation effect; The second, reflector from bell-mouthed position excessively close to, sewage flow rate of water flow is too fast, larger to the negative impact of playing of sedimentation effect.Described mud return line mud inlet end inserts inside, mud collection area, inserts on one section of mud return line of sludge hopper inside, to offer severally apart from uniform small pores, can make like this mud of mud collection area be back in mud return line uniformly, and can not form dead angle.Sewage enters the body of settling tank pond from center water inlet pipe feed-water end, then flow into settling tank from water inlet pipe water side, center, the hydraucone that sewage connects from center water inlet pipe runs into table plate out, sewage bounce-back, then up reflux, in the process up refluxing, mix mutually with the mud precipitating, zoogloea is better flocculated, accelerate precipitation, mud sinks along swash plate from surrounding, under the longer particles settling distance condition of both sides swash plate, can realize and will be difficult for the effectively catching of the floc sludge precipitating; Sludge settling, to sludge hopper, is then taken a part by the mud inlet end of mud return line away through water pump and is back to anaerobic pond, and the mud inlet end that a part of excess sludge enters body bottom, pond shore pipe discharges.
The utility model is applied the municipal effluent improvement A of described device
2/ O-strengthening synchronous denitrogen dephosphorus technology comprises: first municipal effluent and returned sluge enter anaerobic pond and release phosphorus, then enters the first anoxic pond and carry out denitrification dehydrogenation; The second anoxic pond is passed through pump handle part anoxic mixed-liquor return to anaerobic pond, the nitrated mixed-liquor return of part of Aerobic Pond is to the first anoxic pond, then mix with the municipal effluent of anaerobic pond in the first anoxic pond, the hydraulic detention time of the first anoxic pond and the second anoxic pond is 2h, municipal effluent is after radical sedimentation basin precipitate and separate, sludge volume is back to anaerobic pond with the ratio of 60-80% through sludge reflux pump, and excess sludge is discharged; Water outlet is discharged from radical sedimentation basin.
Compared with the prior art, the utlity model has following beneficial effect: 1, the utility model structure building is simple, and cost of investment is low.2, radical sedimentation basin of the present utility model forms the processing mode of top water inlet top water outlet, reaches without the advantage that increases operation power consumption.3, the utility model can strengthen the ability of settling tank anti impulsion load, and processing efficiency is high, and floor space is little, and investment cost is economized.4, can strengthen the action time of denitrifying bacterium at anaerobic pond; 5, can alleviate polyP bacteria and the denitrifying bacteria competitive relation in oxygen-starved area, further strengthen the effect of denitrogenation dephosphorizing; 6, make full use of the basicity into water, strengthen the effect of denitrifying bacterium.7, improvement A
2the treatment process of/O-synchronous intensified denitrification and dephosphorization is as follows to the removal effect of pollutent: good to the removal effect of COD and phosphorus, water outlet COD is below 40mg/L, and phosphorus water outlet is below 0.5mg/L; Water outlet ammonia nitrogen is below 4mg/L.Every effluent quality index all reaches " urban wastewater treatment firm pollutant emission standard " one-level A standard.
Brief description of the drawings
Fig. 1 is municipal effluent improvement A
2the structural representation of/O process strengthening denitrification dephosphorization apparatus;
Fig. 2 is that application drawing 1 installs the removal effect figure to COD;
Fig. 3 is that application drawing 1 installs the removal effect figure to ammonia nitrogen;
Fig. 4 is that application drawing 1 installs the removal effect figure to total nitrogen;
Fig. 5 is that application drawing 1 installs the removal effect figure to total phosphorus.
Fig. 6 is the structural representation of radical sedimentation basin in Fig. 1.
Embodiment
Below in conjunction with drawings and Examples, the utility model is described in further detail, but the utility model scope required for protection is not limited to the scope described in embodiment.
As shown in Figure 1, municipal effluent improvement A
2/ O-strengthening synchronous denitrification dephosphorizing device comprises the anaerobic pond, the first anoxic pond A, the second anoxic pond B, Aerobic Pond and the radical sedimentation basin (settling tank) that connect successively; Anaerobic pond adopts water conservancy to stir, the first anoxic pond A and the second anoxic pond B bottom are respectively equipped with a small amount of aeration head, Aerobic Pond bottom is laid with a large amount of aeration heads, anaerobic pond is connected with the second anoxic pond B with anoxic mixed-liquor return pump by pipeline, Aerobic Pond is connected with the first anoxic pond A with nitrated mixed-liquor return pump by pipeline, settling tank by pipeline with go out water pump and be connected with Aerobic Pond; Anaerobic pond, the first anoxic pond A and the second anoxic pond B, Aerobic Pond are arranged in same housing, form by baffle for separating.Anoxic pond is divided into former and later two ponds, is respectively the first anoxic pond A and the second anoxic pond B.
As Fig. 1, wherein anaerobic pond is at head end, and the first anoxic pond A is after anaerobic pond, and reflux sludge tube is communicated with anaerobic zone and settling tank, and nitrated mixed-liquor return pump is communicated with the first anoxic pond A and Aerobic Pond.Adjust the volume ratio of anaerobic pond, anoxic pond and Aerobic Pond by dividing plate.
As shown in Figure 6, radical sedimentation basin comprises pond body, center water inlet pipe 1, water-inlet horn mouth 2, reflector 3, sludge pipe 4, rising pipe 5, effluent weir 6, sludge hopper 7, coagulating sedimentation district 8, water pump 9, mud return line 10, excess sludge pipe 11, swash plate 12, shore pipe, described settling tank pool center position is provided with center water inlet pipe 1, the water side of center water inlet pipe 1 is positioned at the centre of pond body, be 1.3 meters with the distance of the body left and right sides, pond, with the distance of pond body bottom be 1.5 meters, the feed-water end of center water inlet pipe 1 is connected on Aerobic Pond rising pipe, water inlet pipe 1 water side in center connects water-inlet horn mouth 2, iron wire horizontal fixation reflex plate 3 in 30cm place under the water-inlet horn mouth 2 that water inlet pipe 1 water side in center connects, body below, settling tank pond surrounding is equipped with swash plate 12, swash plate 12 and 55 ° of pond body bottom angles, be close to skew back plate 12 inwall places and be provided with sewage backflow pipe 10, center water inlet pipe 1 is processed pipe with the treatment tank that is arranged on settling tank external body and is connected, and effluent weir 6 is positioned at body top, pond and is connected with the rising pipe 5 being arranged on the body inwall of pond, body bottom, pond surrounds sludge hopper 7 by swash plate 12, and mud return line 10 mud inlet ends insert sludge hopper 7 inside, have several apertures on mud return line.Settling tank arranges mud discharging mouth at the bottom of pond, is positioned at the center of settling tank bottom, with at the bottom of settling tank pond apart from 20cm, mud discharging mouth connects shore pipe mud inlet, after shore pipe is discharged mud, mud carries out subsequent treatment process again, as sludge dewatering etc.
Settling tank principle of work: sewage enters Chi Tizhong from center water inlet pipe 1, then flow into settling tank from water inlet pipe 1, sewage runs into reflector 3 from pipe core out, and sewage bounce-back, then up refluxes, in the process up refluxing, mix mutually with the mud precipitating, zoogloea is better flocculated, accelerated precipitation, mud sinks along swash plate from surrounding, under the longer particles settling distance condition of both sides swash plate 12, can realize and will be difficult for the effectively catching of the floc sludge precipitating; Sludge settling, to sludge hopper 7, is then taken a part away through water pump 9 and is back to anaerobic pond, and a part of excess sludge is by the shore pipe discharge of pond body bottom.
When the device work of this example, first municipal effluent and seed sludge and returned sluge enter anaerobic pond and release phosphorus, enter successively again the first anoxic pond A and the second anoxic pond B, in the first anoxic pond A, denitrifying bacteria utilizes the carbonaceous organic material in municipal effluent, as carbon source, the nitrate in returned sluge is carried out to denitrification, nitrated mixed-liquor return to the first anoxic pond of Aerobic Pond A, nitrate is wherein carried out to denitrification, and can reduce the content of the nitrate in returned sluge, alleviate the competitive relation of polyP bacteria and denitrifying bacteria; Then municipal effluent enters Aerobic Pond, in the active sludge of Aerobic Pond, under nitrobacteria effect, carries out nitrated suction phosphorus.Due to anoxic pond is divided into two, both improved nitric efficiency, also reduce to a great extent the interference of nitrate to anaerobic pond, thereby improved dephosphorization efficiency by using.Then municipal effluent enters settling tank, and after mud-water separation, mud 60%～80% ratio is by volume back to anaerobic zone, and excess sludge is discharged; Water outlet is discharged from settling tank.Returned sluge system is communicated with anaerobic pond and radical sedimentation basin, can ensure the good operation of nitration reaction; Nitrated mixed-liquor return system is communicated with the first anoxic pond A and Aerobic Pond, can play and improve Aerobic Pond mixing efficiency, and then improve oxygen transfer efficiency.
This device and technique are as to traditional A
2the improvement of/O technique, to not increasing under the prerequisite of reactor volume, reinforcement denitrifying bacterium is in the action time of anaerobic pond, alleviate polyP bacteria and the denitrifying bacterium competitive relation in oxygen-starved area, further strengthen the effect of denitrogenation dephosphorizing, and take full advantage of the basicity into water, strengthen the effect of denitrifying bacterium.
Embodiment
Municipal effluent improvement A
2/ O-strengthening synchronous denitrification dephosphorizing device is steel plate quality, the designing treatment water yield 5～8m
3/ h, whole treating pond volume is 50m
3, overall length is 10m, wide is 2.5m, height is 2.5m, and available depth is 2m, and reaction tank is divided into anaerobic pond, the first anoxic pond A and the second anoxic pond B, Aerobic Pond by dividing plate, wherein anaerobic pond is installed water pump, at the bottom of the first anoxic pond A and the second anoxic pond B pond, a small amount of aeration head is all housed.Aerobic Pond bottom is provided with a large amount of (relatively hypoxia pond) aeration heads, can, by valve control aeration rate, online dissolved oxygen meter be housed in Aerobic Pond, at Aerobic Pond end, nitrated mixed-liquor return pipe is housed.Adjust the volume ratio of anaerobic pond, anoxic pond and Aerobic Pond by dividing plate.System end is square radial-flow horizontal sedimentation tank, effective volume 10.88m
3, shore pipe and mud return line are arranged at bottom.All take valve and under meter control according to actual motion mixed-liquor return and sludge reflux flow, unnecessary flow part is returned to respectively Aerobic Pond end and settling tank by arm.Water inlet is directly extracted from settling pit by submersible pump, carries out flow control by valve and under meter.Water outlet is discharged from settling tank.
The average ammonia nitrogen concentration of municipal effluent mixing fecal sewage is 28.50mg/L, and the total nitrogen concentration of on average intaking is that the total phosphorus concentration of on average intaking is 2.42mg/L at 34.43mg/L, and average inlet COD concentration is 160.73mg/L.Investigate respectively each factor, improvement A
2the effect of the treatment process of/O-strengthening synchronous denitrification dephosphorizing, the investigation time is 5d.Experiment of single factor result is as follows:
(1) work as V
anaerobism: V
anoxic: V
aerobicvolume ratio is 1:2:7, the average hydraulic detention time HRT=9h of three reaction tanks, and return sludge ratio r is 75%, and nitrification liquid reflux ratio R is 200%, and when anoxic return current ratio of the mixed liquid R1 is 150%, ammonia nitrogen average removal rate is 96.47%; Total nitrogen average removal rate 31.62%; Total phosphorus average removal rate is 67.63%; COD average removal rate is 82.47%.
(2) work as V
anaerobism: V
anoxic: V
aerobicvolume ratio is 1:2.3:6.7, the average hydraulic detention time HRT=9h of three reaction tanks, and return sludge ratio r is 75%, and nitrification liquid reflux ratio R is 200%, and when anoxic return current ratio of the mixed liquid R1 is 150%, ammonia nitrogen average removal rate is 94.23%; Total nitrogen average removal rate is 32.55%; Total phosphorus average removal rate is 67.59%; COD average removal rate is 74.16%.
(3) work as V
anaerobism: V
anoxic: V
aerobicvolume ratio is 1:2.6:6.4, the average hydraulic detention time HRT=9h of three reaction tanks, and sludge reflux r ratio is 75%, and nitrification liquid reflux ratio R is 200%, and when anoxic return current ratio of the mixed liquid R1 is 150%, ammonia nitrogen average removal rate is 92.32%; Total nitrogen average removal rate is 43.52%; Total phosphorus average removal rate is 88.38%; COD average removal rate is 78.82%.
(4) work as V
anaerobism: V
anoxic: V
aerobicvolume ratio is 1:2.9:6.1, the average hydraulic detention time HRT=9h of three reaction tanks, and return sludge ratio r is 75%, and nitrification liquid reflux ratio R is 200%, and when anoxic return current ratio of the mixed liquid R1 is 150%, ammonia nitrogen average removal rate is 88.05%; Total nitrogen average removal rate is 43.29%; Total phosphorus average removal rate is 77.75%; COD average removal rate is 78.07%.
Implementation result
Investigate municipal effluent improvement A according to above experiment of single factor
2the result of implementation of the treatment process of/O-strengthening synchronous denitrification dephosphorizing, adopts V
anaerobism: V
anoxic: V
aerobicvolume ratio is 1:2.6:6.4; The average hydraulic detention time HRT=9h of three reaction tanks; The reflux ratio R of nitrated mixed solution is 200%; Anoxic return current ratio of the mixed liquid R1 is 150%, by these four kinds of condition integrated applications, has investigated improvement A
2the implementation result of the treatment process of/O-strengthening synchronous denitrification dephosphorizing.Be 30 days reaction time.
1, the removal effect of COD
Can find out improvement A by accompanying drawing 2
2the treatment process of/O-strengthening synchronous denitrification dephosphorizing has good removal effect to COD.The municipal effluent COD change in concentration that enters pilot plant is larger, and inlet COD concentration is lower generally.Effluent COD concentration is also lower, illustrates that organic pollutant is fully utilized.Average influent COD is in 185.65mg/L left and right, and average water outlet COD is generally in 40mg/L left and right.COD clearance reaches as high as 88.46%, and average removal rate can reach 78.82%.COD is the carbon source of microorganism growth in sewage treatment process, and in the time carrying out the denitrification dephosphorization function of sewage, denitrification denitrogenation Pseudomonas is in heterotroph facultative anaerobe, in the time of oxygen free condition, taking organic carbon as electron donor and nutrition source carry out anti-nitration reaction.And the polyP bacteria of realizing dephosphorization function needs active absorption to transform by anaerobic fermentation and acid production bacterium the acetic acid glycosides that in water, organism becomes, this also can consume carbon source.Simultaneously microbial growth also needs to consume organism in sewage and changes into the integral part of self cell.
2, the removal effect of ammonia nitrogen and total nitrogen
Can be found out by accompanying drawing 3 and accompanying drawing 4, total nitrogen concentration is lower generally to enter the municipal effluent of pilot plant, wherein, intake minimum TN concentration more than 26.83mg/L, the highest TN concentration of intaking is at 77.91mg/L, average water inlet TN concentration is at 39.14mg/L, through the denitrification denitrogenation effect of microorganism, water outlet total nitrogen is generally below 25mg/L, minimum effluent substrate concentration is 12.95mg/L, water outlet maximum concentration is 33.70mg/L, average out to 21.89mg/L, average influent ammonium concentration is 31.83 mg/L, intake high-concentration ammonia-nitrogen at 48.6 mg/L, the minimum ammonia nitrogen concentration of intaking is 17.86 mg/L, average water outlet ammonia nitrogen concentration is 2.38 mg/L, the high-concentration ammonia-nitrogen of water outlet is 9.07 mg/L, minimum ammonia nitrogen concentration 0.87 mg/L of water outlet.Within the scope of emission standard, be mainly the nitrification effect due to system with efficient stable, ensure the denitrification effect of device.
3, the removal effect of total phosphorus
Can be found out by accompanying drawing 5, can find out improvement A
2the treatment process of/O-strengthening synchronous denitrification dephosphorizing has good removal effect to total phosphorus.The fluctuation ratio that enters total phosphorus concentration is larger.The TP minimum concentration 1.26mg/L of wherein intaking, maximum concentration is at 4.92mg/L, mean concns is 2.71mg/L, through the dephosphorization function of microorganism, water outlet T-P generally below 0.5mg/L, average out to 0.43mg/L.T-P clearance, more than 75%, reaches as high as 92.48%, and average removal rate can reach 88.38%.
Comprehensive above-mentioned experiment, the utility model improvement A
2the treatment process of/O-strengthening synchronous denitrification dephosphorizing is as follows to the removal effect of pollutent: good to the removal effect of COD and phosphorus, water outlet COD is below 40mg/L, and phosphorus water outlet is below 0.35mg/L; Water outlet ammonia nitrogen is below 4mg/L.Every effluent quality index all reaches and is better than national grade one discharge standard.
Claims (8)
1. a municipal effluent improvement A
2/ O intensified denitrification and dephosphorization treatment unit, is characterized in that comprising the anaerobic pond, the first anoxic pond, the second anoxic pond, Aerobic Pond and the radical sedimentation basin that connect successively; Anaerobic pond adopts hydraulic mixing, and anaerobic pond is also connected with the second anoxic pond with anoxic mixed-liquor return pump by pipeline, and the bottom of the first anoxic pond and the second anoxic pond is respectively equipped with aeration head, and Aerobic Pond bottom is also laid with aeration head; Anaerobic pond, the first anoxic pond and the second anoxic pond, Aerobic Pond are arranged in same housing, form by baffle for separating; Radical sedimentation basin is connected with anaerobic pond with sludge reflux pump by pipeline, and by pipeline with go out water pump and be connected with Aerobic Pond.
2. a kind of municipal effluent improvement A according to claim 1
2/ O intensified denitrification and dephosphorization treatment unit, is characterized in that radical sedimentation basin is communicated with anaerobic pond by reflux sludge tube, and the first anoxic pond is communicated with by nitrated mixed-liquor return pump with Aerobic Pond.
3. a kind of municipal effluent improvement A according to claim 1
2/ O intensified denitrification and dephosphorization treatment unit, is characterized in that Aerobic Pond bottom is also laid with the aeration head number that aeration head number is provided with than the bottom of the first anoxic pond and the second anoxic pond many.
4. a kind of municipal effluent improvement A according to claim 1
2/ O intensified denitrification and dephosphorization treatment unit, is characterized in that: the volume ratio of described the first anoxic pond and the second anoxic pond is 1:1.
5. a kind of municipal effluent improvement A according to claim 1
2/ O intensified denitrification and dephosphorization treatment unit, is characterized in that: the volume ratio of anaerobic pond, anoxic pond and Aerobic Pond is 1:2:7～1:2.9:6.1; The volume of described anoxic pond comprises the volume of the first anoxic pond and the second anoxic pond.
6. according to the municipal effluent improvement A described in claim 1 ~ 5 any one
2/ O intensified denitrification and dephosphorization treatment unit, it is characterized in that: described radical sedimentation basin comprises pond body, shore pipe, swash plate, water inlet pipe, rising pipe, effluent weir, mud return line and sludge hopper, described pool center position is provided with water inlet pipe, the water side of water inlet pipe is positioned at the centre of pond body, the feed-water end of water inlet pipe is positioned at top, water side, the water side of water inlet pipe is connected with hydraucone, under hydraucone, be hung with the reflector of horizontal positioned, in the body of pond, swash plate is respectively equipped with in both sides, below, between swash plate and pond body bottom, there is angle, the next-door neighbour wherein swash plate inwall place of a side is provided with described sewage backflow pipe, the feed-water end of water inlet pipe is connected with the water side of the treatment tank that is arranged on pond external body, effluent weir is positioned at body top, pond and is connected with the rising pipe being arranged on the body inwall of pond, two described swash plates of body bottom, pond surround sludge hopper, mud return line mud inlet end inserts sludge hopper inside, on the mud return line of insertion sludge hopper inside, offer evenly spaced some holes, the mud outlet end of mud return line is connected with the mud inlet end of the treatment tank of pond external body, body bottom, pond is provided with mud discharging mouth.
7. municipal effluent improvement A according to claim 6
2/ O intensified denitrification and dephosphorization treatment unit, is characterized in that: the distance of the water side of water inlet pipe and pond body sidewall is 1.3 meters, with the distance of settling tank bottom be 1.5 meters; Under the hydraucone of water inlet pipe water side, with the fixing described reflector of iron wire level, reflector and bell-mouthed distance are 30cm; Described swash plate and pond body bottom angle are 55 °.
8. municipal effluent improvement A according to claim 6
2/ O intensified denitrification and dephosphorization treatment unit, is characterized in that: described sludge hopper is reverse frustoconic.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103936229A (en) * | 2014-04-28 | 2014-07-23 | 华南理工大学 | Municipal sewage improved A2/O enhanced denitrification and dephosphorization treatment device and process |
| CN109879532A (en) * | 2019-03-05 | 2019-06-14 | 王超 | A kind of double mud and sewage processing systems and method |
| CN111333189A (en) * | 2020-04-07 | 2020-06-26 | 天津科信建设工程检测有限公司 | Rural sewage integrated treatment equipment switched to operate in AAO or SBBR mode and operation method |
-
2014
- 2014-04-28 CN CN201420213048.6U patent/CN203866153U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103936229A (en) * | 2014-04-28 | 2014-07-23 | 华南理工大学 | Municipal sewage improved A2/O enhanced denitrification and dephosphorization treatment device and process |
| CN103936229B (en) * | 2014-04-28 | 2016-06-22 | 华南理工大学 | A kind of municipal sewage improvement A2/ O intensified denitrification and dephosphorization processes device and technique |
| CN109879532A (en) * | 2019-03-05 | 2019-06-14 | 王超 | A kind of double mud and sewage processing systems and method |
| CN109879532B (en) * | 2019-03-05 | 2024-05-31 | 王超 | Double-sludge sewage treatment system and method |
| CN111333189A (en) * | 2020-04-07 | 2020-06-26 | 天津科信建设工程检测有限公司 | Rural sewage integrated treatment equipment switched to operate in AAO or SBBR mode and operation method |
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| C14 | Grant of patent or utility model | ||
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Granted publication date: 20141008 Termination date: 20160428 |