CN102502963B - Multi-mode sequencing batch active sludge sewage treatment method and system - Google Patents
Multi-mode sequencing batch active sludge sewage treatment method and system Download PDFInfo
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- CN102502963B CN102502963B CN 201110344667 CN201110344667A CN102502963B CN 102502963 B CN102502963 B CN 102502963B CN 201110344667 CN201110344667 CN 201110344667 CN 201110344667 A CN201110344667 A CN 201110344667A CN 102502963 B CN102502963 B CN 102502963B
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Abstract
The invention relates to a multi-mode constant-water-level sequencing batch active sludge sewage treatment method and system, belonging to the technical field of sewage treatment. The system comprises a sludge concentration pre-anoxic pond, an anaerobic pond, an anoxic pond, an aerobic pond, a facultative pond and a sequencing batch pond which are communicated, wherein the facultative pond runs in an aerobic or anoxic way. According to the system, multi-mode sewage treatment ways including an anaerobic-anoxic-aerobic mode, an anoxic-anaerobic-aerobic mode and an anaerobic-anoxic-aerobic-anoxic-aerobic mode can be performed. Due to the adoption of the sewage treatment method, the removing effects of nitrogen, phosphorus and organic matters can be enhanced, and equipment utilization ratio is increased.
Description
Technical field
The present invention relates to a kind of multi-mode constant water level sequencing batch active sludge modified version sewage water treatment method and system thereof, belong to technical field of sewage.
Background technology
At present, country is to nitrogen, the phosphorus water outlet standard-required increasingly stringent of urban wastewater treatment firm, many urban wastewater treatment firms require water outlet to reach country's " urban wastewater treatment firm pollutant emission standard " one-level A standard, therefore a lot of Sewage Plant all are faced with the problem of upgrading, and process for removing nitrogen and phosphor from sewage commonly used is A
2/ O technology and various modified version A
2/ O technology.
1, traditional A
2/ O technology:
Tradition A
2/ O technology is the synchronous dephosphorization and denitrification process that develops at anaerobism-anoxic process the seventies, and its biological reaction tank is made up of for three sections ANAEROBIC (anaerobism), ANOXIC (anoxic) and OXIC (aerobic), and its typical process flow is seen Fig. 1.This is a kind of Prepositive denitrification type BNR technology of pulling flow type, be characterized in anaerobism, anoxic, aerobic three sections definite functions, the division is clearly demarcated, can be according to water inlet condition and water outlet requirement, create and control three sections space-time ratio and operating condition artificially, as long as carbon source abundance (TKN/COD≤0.08 or BOD/TKN 〉=4) just can reach than higher denitrification percent as required.
Conventional biological denitrification phosphorous removal technique is the arrangement form of anaerobism (A1)/anoxic (A2)/aerobic (O).This is arranged in theory based on a kind of like this understanding, that is: poly-phosphorus microorganism effectively release the phosphorus level whether fully, have extremely important meaning for the dephosphorization ability that improves system, anaerobic zone before can make poly-phosphorus microorganism preferentially obtain carbon source and fully be released phosphorus.
A
2The shortcoming of/O method mainly is this technology itself.Denitrogenation need keep lower sludge loading, in order to fully carry out nitrated, reach higher denitrification percent, and biological phosphate-eliminating need be kept higher sludge loading, keep bigger surplus sludge volume, in order to reach phosphor-removing effect preferably, therefore in design, also need to take required measure to do further to optimize, to relax both contradiction; Simultaneously, need arrange that mud refluxes and internal reflux pump house, independent secondary sedimentation basins etc. are handled structures, flow process is comparatively complicated, and power consumption is bigger, and management is inconvenient, and always floor space is bigger.
2, constant water level sequencing batch active sludge treatment process
The patent of application number 200610165570.1: the method that a kind of constant water level sequencing batch active sludge is disposed of sewage and system thereof, the technology that constant water level sequencing batch active sludge is disposed of sewage is disclosed, be designated hereinafter simply as permanent water level SBR technology.
Permanent water level SBR technology, i.e. water inlet continuously, continuous effluent, permanent water level modified version SBR technology, this technology has improved plant factor and the reaction tank capacity utilization of SBR technology.Adopt permanent water level operation, avoided becoming the big shortcoming of water level operation head loss.The most important thing is spatially to provide special-purpose anoxic, anaerobic and aerobic pond, kept traditional A
2Each reaction zone definite functions of/O activated sludge process, the advantage that the division is clearly demarcated increase the efficient of biological carbon and phosphorous removal.
Permanent water level SBR technology is that pond body centralized arrangement with the difference in functionality lattice is in a Da Chi.Whole pond body contains the middle biological reaction tank lattice of at least one continuous water inlet, continuous effluent, successive reaction, permanent water level and the permanent water level SBR pond lattice of two symmetric arrangement of carrying out mud backflow, rhythmic reaction, staticly settle and replacing water outlet, i.e. first and second sequencing batch ponds.Mud backflow, rhythmic reaction and staticly settle process (abbreviating the RBS process as) and realize (the SBR pond that is in the RBS process is called the RBS pond) in permanent water level SBR pond are therein strained water and then realize (be in the SBR pond of straining water state be called strain the pond) in another permanent water level SBR ponds.Hocket RBS and strain the water process of two SBR pond cycles.According to dirty wastewater treatment requirement, the middle biological reaction tank that can adopt a plurality of polyphones to arrange before two SBR ponds is designed to anoxic pond lattice, anaerobic pond lattice or Aerobic Pond lattice to satisfy different processing (as biological phosphate-eliminating, denitrogenation) requirement.Handle water outlet and alternately drain by straining hydrophone by permanent water level in two SBR ponds, excess sludge then discharges by being in the SBR pond of straining water state.
As the permanent water level SBR of Fig. 2 pond body synoptic diagram, the operation of permanent water level SBR technology is as follows: sewage is introduced into anoxic pond, and for denitrification reaction provides carbon source, mixed solution is back to from SBR limit lattice and finishes denitrogenation processing in the anoxic pond; Then mixed solution then enters anaerobic pond, carries out anaerobic phosphorus release, and sewage enters Aerobic Pond then, finishes nitratedly, enters two SBR limit lattice at last.
By the operation logic of permanent water level SBR technology as can be known, permanent water level SBR technology combines A
2The advantage of/O technology and SBR technology is having good behaviour aspect denitrogenation dephosphorizing effect and the saving floor space two.
But find that in the process of operation if TN, TP are too high in the water inlet, and water outlet is when having relatively high expectations to denitrogenation dephosphorizing, permanent water level SBR technology also is not very desirable for the treatment effect of denitrogenation dephosphorizing, still need strengthen the denitrogenation dephosphorizing ability.Because this technology has only the not high mud backflow of concentration that is back to anoxic pond from the SBR lattice, and does not have to the high concentration sludge of anaerobic pond to reflux, so phosphor-removing effect has much room for improvement.And the sludge concentration of SBR limit grillages mud is not high.Therefore the improvement carried out with regard to the denitrogenation dephosphorizing function that is aimed at the permanent water level SBR of further raising technology of the present invention.
Summary of the invention
(1) technical problem that will solve
The objective of the invention is the technology that constant water level sequencing batch active sludge is disposed of sewage is made improvements, strengthen denitrogenation dephosphorizing and removal effect of organic matter to reach, improved plant factor simultaneously.
(2) technical scheme
The present invention proposes the system that a kind of multi-mode sequencing batch activated sludge is disposed of sewage, comprise that the mud that is communicated with successively concentrates pre-anoxic pond, first functional pool, second functional pool, first Aerobic Pond, oxygen compatibility pool, second Aerobic Pond, first sequencing batch pond, described first functional pool and second functional pool are anaerobic pond or anoxic pond, and both are the difference in functionality pond.
Wherein, mud concentrate be provided with in the pre-anoxic pond with mud be back to first functional pool sludge reflux pump, discharge the sludge pump of excess sludge, with the supernatant liquor reflux pump of supernatant liquid pump to the first Aerobic Pond.
Wherein, be provided with water-in and agitator in first functional pool; Be provided with water-in and agitator in second functional pool; Be provided with agitator, aeration head in the oxygen compatibility pool; First sequencing batch pond is provided with agitator, aeration head, water port, the reflux pump that is connected with anoxic pond and mud is drained into the porous suction pipe of the concentrated pre-anoxic pond of mud.
Wherein, also comprise the 3rd Aerobic Pond and second sequencing batch pond, the 3rd Aerobic Pond is connected with oxygen compatibility pool and second sequencing batch pond respectively, is provided with agitator, aeration head, water port, the reflux pump that is connected with anoxic pond in second sequencing batch pond and mud is drained into the porous suction pipe that mud concentrates pre-anoxic pond.
Wherein, described agitator is diving mixer.
The present invention proposes the method that a kind of sequencing batch activated sludge is disposed of sewage, and the treatment system of using the present invention to propose is handled sewage.
Wherein, oxygen compatibility pool moves by aerobic or anoxic mode.The sewage mixed solution is during according to anaerobic-anoxic-aerobic mode operation, and oxygen compatibility pool moves as aerobic lattice, and first functional pool is anaerobic pond, and second functional pool is anoxic pond, and aerobic lattice and first, second, third Aerobic Pond are combined into an Aerobic Pond operation; The sewage mixed solution is during according to anoxic-anaerobic-aerobic mode operation, and oxygen compatibility pool moves as aerobic lattice, and first functional pool is anoxic pond, and second functional pool is anaerobic pond, and aerobic lattice and first, second, third Aerobic Pond are combined into an Aerobic Pond operation; The sewage mixed solution is during according to anaerobic-anoxic-aerobic-anaerobic-aerobic mode operation, and oxygen compatibility pool moves as anoxic pond, and first functional pool is anaerobic pond, and second functional pool is anoxic pond.
Wherein, described anaerobic-anoxic-aerobic pattern may further comprise the steps:
⑴ the aeration head valve open of oxygen compatibility pool, agitator cuts out, as aerobic lattice operation;
⑵ make through grid and the pretreated part or all of sewage of settling pit and enter anaerobic pond, be combined into mixed solution with the returned sluge that concentrates pre-anoxic pond from mud, make polyP bacteria wherein absorb the volatile acid that is produced by the sewage hydrolyzing acidifying and discharge phosphorus, the residence time is 1.0～2.0 hours, and the volume ratio of the total water inlet of sludge back flow quantity and system is that reflux ratio is 0.2～0.6:1;
⑶ sewage mixed solution enters anoxic pond through behind the anaerobic pond, also enter this functional pool through grid and the pretreated part of contaminated water of settling pit, mix with the mixed solution that refluxes in the Aerobic Pond simultaneously, remove the nitrate that brings in the phegma, the volume ratio of the total water inlet of backflow mixed liquor and system is that reflux ratio is 0.5～1.5:1, and the residence time is 1.0～2.0 hours;
⑷ sewage mixed solution flows in the Aerobic Pond, makes the organic matter degradation in the sewage, by nitration reaction removal ammonia nitrogen wherein, by the biological excessive absorption of polyP bacteria phosphorus wherein.
Wherein, described anoxic-anaerobic-aerobic pattern may further comprise the steps:
⑴ the aeration head valve open of oxygen compatibility pool, agitator cuts out, as aerobic lattice operation;
⑵ make through grid and the pretreated part of contaminated water of settling pit and enter anoxic pond, the mud that concentrates after concentrating in the pre-anoxic pond with mud mixes, mix with the mixed solution that refluxes in the Aerobic Pond simultaneously, remove the nitrate that brings in the phegma, the volume ratio of the total water inlet of sludge back flow quantity and system is that reflux ratio is 0.2～0.6:1, the volume ratio of the total water inlet of backflow mixed liquor and system is that reflux ratio is 0.5～1.5:1, and the residence time is 1.0～2.0 hours;
⑶ make the sewage mixed solution in the anoxic pond enter anaerobic pond with process grid and the pretreated part of contaminated water of settling pit, and both mix, and makes polyP bacteria wherein absorb the volatile acid that is produced by the sewage hydrolyzing acidifying and discharge phosphorus, and the residence time is 1.0～2.0 hours.
⑷ sewage mixed solution flows in the Aerobic Pond, makes the organic matter degradation in the sewage, by nitration reaction removal ammonia nitrogen wherein, by the biological excessive absorption of polyP bacteria phosphorus wherein.
Wherein, described anaerobic-anoxic-aerobic-anaerobic-aerobic pattern may further comprise the steps:
⑴ the aeration head valve closes of oxygen compatibility pool, agitator is opened, as anoxic pond operation, (as biochemical oxygen demand (BOD) on the 5th of water inlet and ratio BOD5/TKN＜3.5 of kjeldahl nitrogen) then drop into standby carbon source in these lattice if when the water-inlet carbon source deficiency can't satisfy higher denitrogenation requirement;
⑵ make through grid and the pretreated part or all of sewage of settling pit and enter anaerobic pond, be combined into mixed solution with the returned sluge that concentrates pre-anoxic pond from mud, make polyP bacteria wherein absorb the volatile acid that is produced by the sewage hydrolyzing acidifying and discharge phosphorus, the residence time is 1.0～2.0 hours, and the volume ratio of the total water inlet of sludge back flow quantity and system is that reflux ratio is 0.2～0.6:1;
⑶ sewage mixed solution enters anoxic pond through behind the anaerobic pond, also can enter this functional pool through grid and the pretreated part of contaminated water of settling pit, mix through the mixed solution of blowback stream simultaneously with in the Aerobic Pond, remove the nitrate that brings in the phegma, the volume ratio of the total water inlet of backflow mixed liquor and system is that reflux ratio is 0.5～1.5:1, and the residence time is 1.0～2.0 hours; Enter first Aerobic Pond afterwards, enter anoxic pond then.
⑷ sewage mixed solution flows in the second and the 3rd Aerobic Pond and first sequencing batch pond and carries out aerobic reaction, makes the organic matter degradation in the sewage, by nitration reaction removal ammonia nitrogen wherein, by the biological excessive absorption of polyP bacteria phosphorus wherein.First sequencing batch pond is in mixed-liquor return, rhythmic reaction stage in this half period, then begin to staticly settle (finishing the solid-liquid separation of handling water outlet and active sludge), and meanwhile, second sequencing batch pond is in the water stage of straining in this semi-period, handles water outlet and is discharged by this pond.
The sewage mixed solution is through after the step ⑷, and first sequencing batch pond enters down half period-strain the water stage water outlet discharge up to standard through staticly settling the back; And this moment second sequencing batch pond, begin to go up half period-carry out mixed-liquor return, rhythmic reaction, staticly settle the stage.The volume ratio of the total water inlet of mixed-liquor return amount and system is 0.5～1.5:1.
Wherein, the mud in first and second sequencing batch ponds concentrates pre-anoxic pond by porous suction pipe Artesian Drainage to mud, and through 40-60 minute concentrate, sludge concentration reached 20000mg/L, refluxes then or discharge, and reflux ratio is 0.2～0.6:1.
(3) beneficial effect
The permanent water level SBR of multi-mode intensified denitrification and dephosphorization of the present invention sewage disposal improved system, with respect to prior art, its advantage comprises:
1, phosphor-removing effect is better: increased mud and concentrated pre-anoxic pond, when middle reaction tank is set to anaerobic-anoxic-aerobic pattern, the mud that is equivalent to be provided with to anaerobic pond refluxes, and mud is after concentrating, concentration improves, and flow reduces, and reflux ratio reduces, therefore sewage mixes the back in the corresponding lengthening of the residence time of anaerobic pond meeting with returned sluge, has improved the effect of anaerobic phosphorus release.
In addition, returned sluge is the anti-nitration reaction under high sludge concentration condition in mud concentrates pre-anoxic pond, entering anaerobic pond again mixes and carries out anaerobic reaction with water inlet, reduced backflow to system's anaerobic zone and the organic dilution of anterior reaction zone carbon source and controlled the total amount that nitrate enters anaerobic zone, made the anaerobic phosphorus release better effects if.
The mud enrichment region has concentrated the mud that is back to anaerobic pond, and supernatant liquor is directly got back to back segment Aerobic Pond origin or beginning.The key of biological phosphate-eliminating is the VFA(voltaile fatty acid) quantity and the remaining oxygen source of acquisition, common heterotrophic bacterium and polyP bacteria.The amount of VFA depends on that VFA in the water of source and heterotrophic bacterium transform the biodegradable COD of BCOD() VFA that produces, VFA decide by water quality in the water of source, then is decided by quantity and the hydraulic detention time of heterotrophic microorganism by BCOD conversion VFA.The mud quantity of reflux is more little, and the actual hydraulic detention time of anaerobic pond is more long, to polyP bacteria provide more utilize VFA be converted into PHB(poly--beta-hydroxy acid) chance, thereby improved the dephosphorization efficiency by using of system.
2, denitrification effect is better: the mud enrichment region has reduced the returned sluge flow that enters the reaction tank lattice, and the returned sluge total amount does not reduce.After backflow mixed liquor is through mud-water separation (concentrating) district, NO3-N(the nitric nitrogen of pre-anoxic pond to being left) proceed denitrification, anoxic pond relies on the internal carbon source denitrification, because the MLSS after concentrated through mud can reach 20000mg/L, the endogenous respiration effect of high density MLSS produces great demand to oxygen, thereby has strengthened the denitrification of pre-anoxic pond and the reduction of NO3-N concentration.Under higher microorganism concn, the degree of endogenous denitrification is very considerable.
After concentrating, reduced returned sluge the flow of total system, increased the actual residence time of sludge concentration and front end area, except having strengthened biological phosphate-eliminating and anti-nitration reaction, also increased the reactant concn of the total amount of nitrifier, actual nitration reaction time and front end area.Strengthen nitration reaction, guaranteed system's organonitrogen and ammonia-N removal rate.
3, sludge discharge way is better: increased the mud enriching section, mud is being arranged excess sludge again after concentrating, and sludge concentration can be higher, and row's mud discharge can lack, but the mud total amount can not become.Follow-up like this sludge treatment efficient can be higher, and treatment effect can be better.The residual sludge pump of two SBR limit lattice can reduce by a cover simultaneously, only needs to arrange in mud concentrates pre-anoxic pond that a cover residual sludge pump gets final product, and has improved the utilization ratio of residual sludge pump.
4, multi-mode adjustment, flexible operation: can carry out the multi-mode adjustment according to the influent quality situation: as anaerobic-anoxic-aerobic pattern (being beneficial to dephosphorization); Anoxic-anaerobic-aerobic pattern (being beneficial to denitrogenation); As anaerobic-anoxic-aerobic-anaerobic-aerobic multistage pattern (being beneficial to dephosphorization denitrogenation).The adjustment of above operation scheme does not need to purchase by the mixed-liquor return pump of SBR limit lattice to anoxic pond more, only needs the position of mixed-liquor return pump to be adjusted or adjusted by the return flow channel valve, does not therefore need to increase the equipment purchasing expense.
Description of drawings
Fig. 1 is A in the prior art
2/ O general flow chart.
Fig. 2 is constant water level sequencing batch active sludge technology in the prior art (being permanent water level SBR technology) operational mode figure.
Fig. 3 is anaerobic-anoxic of the present invention-aerobic pattern.
Fig. 4 is anoxic of the present invention-anaerobic-aerobic pattern.
Fig. 5 is anaerobic-anoxic of the present invention-aerobic-anaerobic-aerobic pattern.
Among Fig. 1～Fig. 5, the 1st, water-in, the 2nd, anaerobic pond, the 3rd, anoxic pond, the 4th, aerobic (nitrated) pond, the 5th, second pond, the 6th, water outlet, the 7th, mixed-liquor return, the 8th, returned sluge, the 9th, excess sludge, the 10th, mud concentrates pre-anoxic pond, the 11st, oxygen compatibility pool (good oxygen condition), the 12nd, oxygen compatibility pool (anoxic condition), the 13rd, water port, 14 is first sequencing batch pond (straining the water stage), 15 is second sequencing batch pond (returned sluge/rhythmic reactions/staticly settle the stage), the 16th, and mixed-liquor return pump, the 17th, supernatant liquor reflux pump, the 18th, sludge reflux pump, the 19th, residual sludge pump, the 20th, diving mixer, the 21st, quiet heavy back mud is collected from perforated tube and is flow to the concentrated pre-anoxic pond of mud in the sequencing batch reaction tank.
Embodiment
Below in conjunction with drawings and Examples, the specific embodiment of the present invention done describing in further detail.Following examples are used for explanation the present invention, but are not used for limiting the scope of the invention.
Embodiment 1:
The system that a kind of multi-mode constant water level sequencing batch active sludge modified version that the present invention proposes is disposed of sewage comprises first and second sequencing batch ponds of the permanent water level of continuous pond lattice in the middle of being positioned at and two symmetric arrangement.Continuous pond lattice in the middle of being positioned at comprise: mud concentrates pre-anoxic pond, anoxic pond, anaerobic pond and first Aerobic Pond, and the first Aerobic Pond back segment arranges oxygen compatibility pool, is provided with aeration head valve and agitator in the oxygen compatibility pool.Aerobic Pond also comprises the second and the 3rd Aerobic Pond, is communicated with first and second sequencing batch ponds respectively, and the second and the 3rd Aerobic Pond and first and second sequencing batch ponds are arranged symmetrically in lattice both sides, continuous pond, are provided with the porous suction pipe in the sequencing batch pond; Anoxic pond is connected with anaerobic pond, is provided with water-in and agitator in the anoxic pond; Anaerobic pond is connected with first Aerobic Pond, is provided with water-in and agitator in the anaerobic pond; Described first sequencing batch pond and second sequencing batch pond are connected by pump with anoxic pond respectively, are respectively equipped with pump in first sequencing batch pond and second sequencing batch pond, agitator and water port.
Embodiment 2: with anaerobic-anoxic-aerobic mode treatment sewage
The flow process of sewage is: at first make through grid and the pretreated part or all of sewage of settling pit and enter anaerobic pond, mix with the returned sluge that concentrates pre-anoxic pond from mud, make polyP bacteria wherein absorb the volatile acid that is produced by the sewage hydrolyzing acidifying and discharge phosphorus, the residence time is 1 hour, and the volume ratio of the total water inlet of sludge back flow quantity and system is that reflux ratio is 0.3:1; Be anoxic pond behind the anaerobic pond, the sewage in the anoxic pond is mixed with process grid and the pretreated part of contaminated water of settling pit, the mixed solution in the Aerobic Pond flows into anoxic pond through pump simultaneously, removes the nitrate that brings in the phegma, and the residence time is 1.0 hours; Sewage continues to flow in Aerobic Pond and first sequencing batch pond (first cycle that first sequencing batch pond was in mixed-liquor return, reacted, staticly settles this moment), make the organic matter degradation in the sewage, by the ammonia nitrogen in the nitration reaction removal sewage, phosphorus by in the biological excessive absorption sewage of polyP bacteria then begins to staticly settle (finishing the solid-liquid separation of handling water outlet and active sludge).And meanwhile, second sequencing batch pond is in this semi-period and strains the water stage.
Afterwards, first sequencing batch pond enters down half period-strain the water stage, and water outlet up to standard is discharged through staticly settling the back; And this moment second sequencing batch pond, begin to go up half period-mixed-liquor return, gap reaction, staticly settle the stage.The volume ratio of the total water inlet of mixed-liquor return amount and system is 0.5:1.
Mud in first and second sequencing batch ponds concentrates pre-anoxic pond by porous suction pipe Artesian Drainage to mud, and through 40 minutes concentrate, sludge concentration reached 20000mg/L, refluxes then or discharge.
The water quality parameter of embodiment 2 is as follows:
Influent quality is:
BOD
5=170mg/L；
CODcr=350mg/L；
SS=180mg/L；
TN=45mg/L；
NH
3-N=180mg/L；
TP=5mg/L。
Effluent quality is:
BOD
5≤10mg/L；
CODcr≤45mg/L；
SS≤10mg/L；
TN≤12mg/L；
NH
3-N≤4mg/L；
TP≤0.5mg/L。
Embodiment 3: with anoxic-anaerobic-aerobic mode treatment sewage
The flow process of sewage is: enter anoxic pond through grid and the pretreated part of contaminated water of settling pit, the mud that concentrates after concentrating in the pre-anoxic pond with mud mixes, mix with the mixed solution that refluxes in the Aerobic Pond simultaneously, remove the nitrate that brings in the phegma, the volume ratio of the total water inlet of sludge back flow quantity and system is that reflux ratio is 0.6:1, the volume ratio of the total water inlet of backflow mixed liquor and system is that reflux ratio is 1:1, and the residence time is 2.0 hours; Make the sewage in the anoxic pond enter anaerobic pond with process grid and the pretreated part of contaminated water of settling pit, both mix, and make polyP bacteria wherein absorb the volatile acid that is produced by the sewage hydrolyzing acidifying and discharge phosphorus, and the residence time is 2.0 hours; Sewage is flowed in the Aerobic Pond, make the organic matter degradation in the sewage, by the ammonia nitrogen in the nitration reaction removal sewage, by the phosphorus in the biological excessive absorption sewage of polyP bacteria, the reaction times calculates according to Inlet and outlet water water quality and decides; Other is with embodiment 2.
The water quality parameter of embodiment 3 is as follows:
Influent quality is:
BOD
5=160mg/L；
CODcr=300mg/L；
SS=180mg/L；
TN=45mg/L；
NH
3-N=180mg/L；
TP=4mg/L。
Effluent quality is:
BOD
5≤8mg/L；
CODcr≤45mg/L；
SS≤10mg/L；
TN≤12mg/L；
NH
3-N≤4mg/L；
TP≤0.5mg/L。
Embodiment 4: with anaerobic-anoxic-aerobic-anaerobic-aerobic mode treatment sewage
The sewage flow process is with embodiment 1, and the aeration head by-pass valve control of the oxygen compatibility pool that arranges behind first section aerobic lattice is closed, and agitator is opened, and moves by the anoxic mode.If denitrogenation requires standby carbon source to be dropped into this lattice when high, to strengthen denitrification reaction.
In the said system, the pond in the middle of being positioned at is respectively mud and concentrates pre-anoxic pond, anaerobic pond, anoxic pond and first Aerobic Pond.Concrete ordering form is arranged according to above-mentioned three kinds of different operational modes.This technology is identical with former permanent water level SBR technology, the second and the 3rd Aerobic Pond, two sequencing batch ponds (SBR limit lattice) are arranged symmetrically in the both sides in continuous pond, the functional cycle exchange of sequencing batch pond: when water is being strained during the stage in a pond wherein, another pond is then carried out mixed-liquor return, rhythmic reaction successively and is staticly settled (finishing the solid-liquid separation of handling water outlet and active sludge); Vice versa.When sequencing batch pond is strained water, handle water outlet and replace discharge continuously by this pond.Displacement is strained the water time and is generally 2hr; An other sequencing batch pond then carries out mixed-liquor return, rhythmic reaction and staticly settles at this moment.
Country's " urban wastewater treatment firm pollutant emission standard " is one-level A emission standard (GB18918-2002), and specific targets are as follows:
Biochemical oxygen demand (BOD) BOD on the 5th
5≤ 10mg/L,
Cod codcr≤the 50mg/L that adopts potassium bichromate to measure as oxygenant,
Suspension content SS≤10mg/L,
Total nitrogen TN≤15mg/L,
Ammonia-nitrogen content NH
3The mg/L of-N≤5(8),
Total phosphorus TP≤0.5mg/L.
The water quality parameter of embodiment 4 is as follows:
Influent quality is:
BOD
5=180mg/L；
CODcr=350mg/L；
SS=180mg/L；
TN=45mg/L；
NH
3-N=180mg/L；
TP=4mg/L。
Effluent quality is:
BOD
5≤10mg/L；
CODcr≤45mg/L；
SS≤10mg/L；
TN≤12mg/L；
NH
3-N≤4mg/L；
TP≤0.5mg/L。
Water outlet has reached (GB18918-2002) one-level A emission standard of country's " urban wastewater treatment firm pollutant emission standard ".
Among the embodiment 1-4, overall yield coefficient: Yt=0.8～1.1kgTSS/kgBOD5, sludge loading: Ls=0.07～0.15kgBOD5/ (kgMLSSd), return sludge ratio: 20～60%, supernatant liquor reflux ratio: 20～60%, sludge concentration (MLSS): X=2.5～4.5g/L, sequencing batch pond long-width ratio 〉=3:1, the depth of water is between 5～6 meters.
Claims (7)
1. the method that sequencing batch activated sludge is disposed of sewage is characterized in that, uses following treatment system that sewage is handled:
Described treatment system comprises that the mud that is communicated with successively concentrates pre-anoxic pond, first functional pool, second functional pool, first Aerobic Pond, oxygen compatibility pool, second Aerobic Pond, first sequencing batch pond, described first functional pool and second functional pool are anaerobic pond or anoxic pond, and both are the difference in functionality pond;
Described mud concentrate be provided with in the pre-anoxic pond with mud be back to first functional pool sludge reflux pump, discharge the sludge pump of excess sludge, with the supernatant liquor reflux pump of supernatant liquid pump to the first Aerobic Pond;
Be provided with water-in and agitator in described first functional pool; Be provided with water-in and agitator in described second functional pool; Be provided with agitator, aeration head in the described oxygen compatibility pool; Described first sequencing batch pond is provided with agitator, aeration head, water port, the reflux pump that is connected with anoxic pond and mud is drained into the porous suction pipe of the concentrated pre-anoxic pond of mud;
Described treatment system also comprises the 3rd Aerobic Pond and second sequencing batch pond, described the 3rd Aerobic Pond is connected with oxygen compatibility pool and second sequencing batch pond respectively, is provided with agitator, aeration head, water port, the reflux pump that is connected with anoxic pond in second sequencing batch pond and mud is drained into the porous suction pipe that mud concentrates pre-anoxic pond;
Described method is that oxygen compatibility pool moves by aerobic or anoxic mode; The sewage mixed solution is during according to anaerobic-anoxic-aerobic mode operation, and oxygen compatibility pool moves as aerobic lattice, and first functional pool is anaerobic pond, and second functional pool is anoxic pond, and aerobic lattice and first, second, third Aerobic Pond are combined into an Aerobic Pond operation; The sewage mixed solution is during according to anoxic-anaerobic-aerobic mode operation, and oxygen compatibility pool moves as aerobic lattice, and first functional pool is anoxic pond, and second functional pool is anaerobic pond, and aerobic lattice and first, second, third Aerobic Pond are combined into an Aerobic Pond operation; The sewage mixed solution is during according to anaerobic-anoxic-aerobic-anaerobic-aerobic mode operation, and oxygen compatibility pool moves as anoxic pond, and first functional pool is anaerobic pond, and second functional pool is anoxic pond.
2. method of disposing of sewage according to claim 1 is characterized in that, described agitator is diving mixer.
3. method of disposing of sewage as claimed in claim 1 is characterized in that, described anaerobic-anoxic-aerobic pattern may further comprise the steps:
⑴ the aeration head valve open of oxygen compatibility pool, agitator cuts out, as aerobic lattice operation;
⑵ make through grid and the pretreated part or all of sewage of settling pit and enter anaerobic pond, be combined into mixed solution with the returned sluge that concentrates pre-anoxic pond from mud, make polyP bacteria wherein absorb the volatile acid that is produced by the sewage hydrolyzing acidifying and discharge phosphorus, the residence time is 1.0～2.0 hours, and the volume ratio of the total water inlet of sludge back flow quantity and system is that reflux ratio is 0.2～0.6:1;
⑶ sewage mixed solution is through entering anoxic pond behind the anaerobic pond, and mixes through grid and the pretreated part of contaminated water of settling pit, mix through the mixed solution of blowback stream simultaneously with in the Aerobic Pond, and the nitrate that brings in the removal phegma, the residence time is 1.0～2.0 hours;
⑷ sewage mixed solution flows in Aerobic Pond and first sequencing batch pond, makes the organic matter degradation in the sewage, by nitration reaction removal ammonia nitrogen wherein, by the biological excessive absorption of polyP bacteria phosphorus wherein.
4. method of disposing of sewage as claimed in claim 1 is characterized in that, described anoxic-anaerobic-aerobic pattern may further comprise the steps:
⑴ the aeration head valve open of oxygen compatibility pool, agitator cuts out, as aerobic lattice operation;
⑵ make through grid and the pretreated part of contaminated water of settling pit and enter anoxic pond, the mud that concentrates after concentrating in the pre-anoxic pond with mud mixes, mix with the mixed solution that refluxes in the Aerobic Pond simultaneously, remove the nitrate that brings in the phegma, the volume ratio of the total water inlet of sludge back flow quantity and system is 0.2～0.6:1, the volume ratio of the total water inlet of backflow mixed liquor and system is 0.5～1.5:1, and the residence time is 1.0～2.0 hours;
⑶ make the sewage mixed solution in the anoxic pond enter anaerobic pond with process grid and the pretreated part of contaminated water of settling pit, and both mix, and makes polyP bacteria wherein absorb the volatile acid that is produced by the sewage hydrolyzing acidifying and discharge phosphorus, and the residence time is 1.0～2.0 hours;
⑷ sewage mixed solution flows in Aerobic Pond and first sequencing batch pond, makes the organic matter degradation in the sewage, by nitration reaction removal ammonia nitrogen wherein, by the biological excessive absorption of polyP bacteria phosphorus wherein.
5. method of disposing of sewage as claimed in claim 1 is characterized in that, described anaerobic-anoxic-aerobic-anaerobic-aerobic pattern may further comprise the steps:
⑴ the aeration head valve closes of oxygen compatibility pool, agitator is opened, and as anoxic pond operation, if the ratio of biochemical oxygen demand (BOD) on the 5th of water inlet and kjeldahl nitrogen is less than 3.5, when namely the water-inlet carbon source deficiency can't satisfy higher denitrogenation requirement, then drops into standby carbon source in these lattice;
⑵ make through grid and the pretreated part or all of sewage of settling pit and enter anaerobic pond, be combined into mixed solution with the returned sluge that concentrates pre-anoxic pond from mud, make polyP bacteria wherein absorb the volatile acid that is produced by the sewage hydrolyzing acidifying and discharge phosphorus, the residence time is 1.0～2.0 hours, and the volume ratio of the total water inlet of sludge back flow quantity and system is 0.2～0.6:1;
⑶ sewage mixed solution enters anoxic pond through behind the anaerobic pond, also enter this functional pool through grid and the pretreated part of contaminated water of settling pit, mix with the mixed solution that refluxes in the Aerobic Pond simultaneously, remove the nitrate that brings in the phegma, the volume ratio of the total water inlet of backflow mixed liquor and system is 0.5～1.5:1, and the residence time is 1.0～2.0 hours; Enter first Aerobic Pond afterwards, enter anoxic pond then;
⑷ sewage mixed solution flows in the second and the 3rd Aerobic Pond and first sequencing batch pond and carries out aerobic reaction, makes the organic matter degradation in the sewage, by nitration reaction removal ammonia nitrogen wherein, by the biological excessive absorption of polyP bacteria phosphorus wherein.
6. as any described method among the claim 3-5, it is characterized in that the sewage mixed solution is through after the step ⑷, first sequencing batch pond enters the water outlet stage, and water outlet up to standard is discharged through staticly settling the back mud-water separation; And second sequencing batch pond began to enter mixed-liquor return, reacted, staticly settles the stage this moment; The volume ratio of the total water inlet of mixed-liquor return amount and system is 0.5～1.5:1.
7. method as claimed in claim 6 is characterized in that, the mud in first and second sequencing batch ponds concentrates pre-anoxic pond by porous suction pipe Artesian Drainage to mud, through 40-60 minute concentrate, sludge concentration reaches 20000mg/L, refluxes then or discharge, and reflux ratio is 0.2～0.6:1.
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