CN103209931B - Drain treatment apparatus - Google Patents
Drain treatment apparatus Download PDFInfo
- Publication number
- CN103209931B CN103209931B CN201180054810.XA CN201180054810A CN103209931B CN 103209931 B CN103209931 B CN 103209931B CN 201180054810 A CN201180054810 A CN 201180054810A CN 103209931 B CN103209931 B CN 103209931B
- Authority
- CN
- China
- Prior art keywords
- treating tank
- biological treating
- tank
- biological
- mud
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F3/00—Biological treatment of water, waste water, or sewage
- C02F3/30—Aerobic and anaerobic processes
-
- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F2103/00—Nature of the water, waste water, sewage or sludge to be treated
- C02F2103/32—Nature of the water, waste water, sewage or sludge to be treated from the food or foodstuff industry, e.g. brewery waste waters
-
- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F2103/00—Nature of the water, waste water, sewage or sludge to be treated
- C02F2103/34—Nature of the water, waste water, sewage or sludge to be treated from industrial activities not provided for in groups C02F2103/12 - C02F2103/32
- C02F2103/346—Nature of the water, waste water, sewage or sludge to be treated from industrial activities not provided for in groups C02F2103/12 - C02F2103/32 from semiconductor processing, e.g. waste water from polishing of wafers
Landscapes
- Life Sciences & Earth Sciences (AREA)
- Biodiversity & Conservation Biology (AREA)
- Microbiology (AREA)
- Hydrology & Water Resources (AREA)
- Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Water Supply & Treatment (AREA)
- Chemical & Material Sciences (AREA)
- Organic Chemistry (AREA)
- Activated Sludge Processes (AREA)
- Purification Treatments By Anaerobic Or Anaerobic And Aerobic Bacteria Or Animals (AREA)
- Biological Treatment Of Waste Water (AREA)
Abstract
The present invention relates to a kind of drain treatment apparatus, it has: reactive tank, and described reactive tank is carried out a biological disposal upon to the organic drainage containing BOD composition by biological sludge, mud separator tank (16), the process water obtained in described reactive tank is separated with described mud by described mud separator tank (16), described reactive tank comprises anaerobic biological treating tank (10), with the first biological treating tank (12) and the second biological treating tank (14) that are supplied to the necessary oxygen of described biological treatment, described organic drainage flows into the first biological treating tank (12) continuously, and biological treatment is implemented in the first biological treating tank (12) and the second biological treating tank (14), the mud in mud separator tank (16) is sent back to the second biological treating tank (14) and anaerobic biological treating tank (10), at least to the mud in the first biological treating tank (12) supply anaerobic biological treating tank (10), the MLSS load of the first biological treating tank (12) is higher than the MLSS load of the second biological treating tank (14).
Description
Technical field
The present invention relates to a kind of drain treatment apparatus of the organic drainage containing BOD composition being carried out a biological disposal upon by biological sludge biology.
Background technology
At the beginning of aerobic activated sludge process is used as drain treatment apparatus, carry out the drainage sunk well implemented by sequencing batch active sludge, in this kind of drainage sunk well, to as handling object, organic drainage containing BOD composition processes in batch.Sequencing batch active sludge refers to, using the inflow operation of former water, reaction process, sedimentation operation, discharges operation and carries out as a circulation method that processes.But in sequencing batch active sludge, be difficult to the larger variation tackling the water yield or load, in addition, because do not have automatic technology originally, so manually must carry out operation cycle, thus existence operation becomes miscellaneous shortcoming etc.Therefore, the conventional actived sludge that can organic drainage be made continuously to flow into is developed.
But, in the conventional actived sludge of continous way, because the sedimentation of biological sludge is bad, so the separation that there is biological sludge becomes the problem of difficulty, i.e. so-called " expansion ".Because the processing power of activated sludge process depends critically upon the biological sludge amount that can keep, so because the sedimentation caused because of expansion is bad, thus the problem that biological sludge flows out in process water is larger problem.For this problem, develop the technology (for example, referring to non-patent literature 1) of the improvement being called as active sludge in a large number.
In recent years, in sequencing batch active sludge, report is had to claim: by using microorganism self-retaining body that have settling velocity quickly, that be called as " particle (granule) ", thus can sludge concentration be improved and realize higher processing power (for example, referring to patent documentation 1).
In addition, in the activated sludge process of continuous processing, it is also proposed and make the granular method of biological sludge (for example, referring to patent documentation 2) using particle as seed sludge.
At first technical literature
Patent documentation 1: Japanese Unexamined Patent Application Publication 2005-538825 publication
Patent documentation 2: Japanese Unexamined Patent Publication 2002-336885 publication
Non-patent literature
Non-patent literature 1:JiriWanne, " expansion of active sludge and the control of biological foaming ", skill report hall is published, 2000
Summary of the invention
Invent problem to be solved
By employing the sequencing batch active sludge of particle and the drainage sunk well implemented does not exist the problem of expansion, in addition, the settleability of biological sludge is higher, useful obtaining in higher processing power, but because in the running of sequencing batch active sludge controls, need multiple sensor, so device becomes complicated, expense, running management aspect are unfavorable in the early stage.
In the activated sludge process of continous way, in order to make biological sludge granulating, need to add particle using as seed sludge.Namely, in existing treatment unit, because do not possess the structure that can form particle from biological sludge, thus when particle because certain reason and disintegration, have to again to add particle to activate as kind of dirt, thus have problems on running management.
Therefore, the object of the invention is to, a kind of drain treatment apparatus that can improve the settleability of biological sludge is provided.Or, its object is to, provide a kind of and can make granular sludge in continous way activated sludge process, thus improve the drain treatment apparatus of the settleability of biological sludge.
For solving the method for problem
(1) the present invention is a kind of drain treatment apparatus, and it has: reactive tank, and described reactive tank is carried out a biological disposal upon to the organic drainage containing BOD composition by biological sludge, mud separator tank, the process water obtained in described reactive tank is separated with described mud by described mud separator tank, described reactive tank comprises anaerobic biological treating tank, with the first biological treating tank and the second biological treating tank that are supplied to the necessary oxygen of described biological treatment, described organic drainage flows into described first biological treating tank continuously, and biological treatment is implemented in described first biological treating tank and described second biological treating tank, mud in described mud separator tank is sent back to described second biological treating tank and described anaerobic biological treating tank, by the mud in described anaerobic biological treating tank at least to described first biological treating tank supply, the MLSS load of described first biological treating tank is higher than the MLSS load of described second biological treating tank.
(2) in the drain treatment apparatus of above-mentioned (1), be preferably, the MLSS load of described first biological treating tank is in the scope of more than 0.8kgBOD/kgMLSS/d, and the MLSS load of described second biological treating tank is in the scope of below 0.5kgBOD/kgMLSS/d.
(3) in the drain treatment apparatus of above-mentioned (1) or (2), be preferably, the residence time of the processed water in described first biological treating tank and described second biological treating tank is aggregated in more than 3 hours.
The effect of invention
According to the present invention, the settleability of biological sludge can be improved.
Accompanying drawing explanation
Fig. 1 is for representing the Sketch figure of an example of the drain treatment apparatus involved by present embodiment.
Fig. 2 is the figure representing the BOD concentration of one batch in sequencing batch active sludge and the relation between the time.
Fig. 3 represents the size distribution of the mud of each duration of test of embodiment.
Embodiment
Below, the mode of enforcement of the present invention is described.In addition, present embodiment implements an example of the present invention, and the present invention is not limited to present embodiment.
At this, in this manual, " particle " refers to microorganism self-retaining body, although do not limit especially, such as, refers to the particle of its particle diameter more than 100 μm.
In addition, in this manual, " continous way " refers to the mode of carrying out for plumbing continuously operating in reactive tank, but also can be the pump that be make use of the principle as to-and-fro movement by surge pump etc., carries out the mode etc. operated to reactive tank for plumbing.In addition, also can be following mode etc., that is, former tank is set at the leading portion of reactive tank, running-the stopping (during water level height, ejector priming, water level stop pump time low) of control pump is carried out, to supply the simulation continuous water supply mode etc. of plumbing to reactive tank according to the water level of this former tank.Aforesaid way, not being attended by this one side of draining of the active in reactive tank, distinguishes with sequence batch (process, half sequence batch (process.
The draining becoming handling object is that food processing plant's draining, chemical plant draining, semiconductor factory's draining, machine works's draining, water drain water, dung urine, river etc. are containing the organic draining of biological degradability.In addition, when processing the organism of not biodegradable, by implementing physical chemistry process in advance, can process with the material being converted to biological degradability.
Below, using the situation that is handling object by food factory's draining as an example, the application of the drainage processing method involved by present embodiment and drain treatment apparatus is described.
Fig. 1 is for representing the Sketch figure of an example of the drain treatment apparatus involved by present embodiment.Drain treatment apparatus 1 shown in Fig. 1 possesses anaerobic biological treating tank 10, first biological treating tank 12, second biological treating tank 14, mud separator tank 16.
First biological treating tank 12 is connected with draining inflow line 18a, draining inflow line 18b is connected with between the first biological treating tank 12 and the second biological treating tank 14, draining inflow line 18c is connected with between the second biological treating tank 14 and mud separator tank 16, between mud separator tank 16 and anaerobic biological treating tank 10, be connected with mud send pipeline 20a back to, between mud separator tank 16 and the second biological treating tank 14, be directly connected with mud send pipeline 20b back to, or be connected with and send from mud the mud that pipeline 20a branches out back to and send pipeline 20b back to, between anaerobic biological treating tank 10 and the first biological treating tank 12, be connected with mud send pipeline 20c back to.In addition, mud separator tank 16 is connected with process water discharge pipe line 22.
Before the action specification of the drain treatment apparatus 1 of present embodiment, first the granulation conditions of biological sludge is described.
Fig. 2 is the figure representing the BOD concentration of one batch in sequencing batch active sludge and the relation between the time.As described above, sequencing batch active sludge refers to the inflow operation of former water, reaction process, sedimentation operation, discharges operation and carry out as a circulation method that processes.As shown in Figure 2, when moving to reaction process when the inflow operation via former water, BOD concentration reduces because of the Decomposition of microorganism.Now, as the general aspects of microorganism, when BOD concentration is higher, compared with time lower with BOD concentration, if same MLSS concentration, then its processing speed accelerates.That is, MLSS load is higher, and microorganism is in fed state.In reaction process, the biological treatment implemented by microorganism continues to carry out, and when BOD concentration step-down in reactive tank, processing speed will decline, and just become 0 very soon.That is, MLSS load is lower, and microorganism is in starvation.After this, via anaerobic state, move to the discharge operation of the sedimentation operation of biological sludge, process water.By repeating this circulation, thus in reactive tank, cause the granulating of biological sludge.That is, in the granulating of biological sludge, on the basis of anaerobic state, the migration controlled from fed state to starvation is important.
Therefore, in the drain treatment apparatus of present embodiment, reappeared the anaerobic state, fed state, the starvation that are realized by sequencing batch active sludge by the activated sludge process of continous way, thus easily can set the granular condition that can cause mud.
First, the anaerobic state required for granulating of mud is realized by the anaerobic biological treating tank 10 of present embodiment.To carry out later describing to the concrete biological treatment of anaerobic biological treating tank 10, in anaerobic biological treating tank 10, be detained the biological sludge having the microorganisms such as denitrifier, supply from mud separator tank 16 described later, form anaerobic state by the endogenous respiration of these biological sludges.At this, anaerobic state refers to there is not dissolved oxygen, but there is the state of the oxygen etc. from nitrous acid or nitric acid.
Next, the fed state required for granulating of biological sludge is realized by the first biological treating tank 12 of present embodiment.The biological sludge having microorganism, supply from anaerobic biological treating tank 10 described later is detained in the first biological treating tank 12.In the first biological treating tank 12, by aeration or stirring etc. for oxygen supply, in addition, by applying the MLSS load higher than the second biological treating tank 14, thus biological sludge is made to be in fed state.The biological sludge having microorganism and supply from the first biological treating tank 12 described later is detained in the second biological treating tank 14.In the second biological treating tank 14, by aeration or stirring etc. for oxygen supply, and apply the MLSS load lower than the first biological treating tank 12, thus make biological sludge be in starvation.
Then, make such anaerobic biological treating tank 10, first biological treating tank 12, second biological treating tank 14 attached in series, thus reappear anaerobic state, fed state, starvation by the activated sludge process of continous way.
Below, the work of the drain treatment apparatus 1 of present embodiment is described.
From the draining containing BOD composition that food factory etc. discharges, flow into continuously to the first biological treating tank 12 through draining inflow line 18a.The draining be discharged from food factory etc., before supplying to the first biological treating tank 12, is preferably transferred to former water storage tanks (not shown), to implement the water conditioning of draining.In addition, now, in draining containing solids component, preferably by removing solids components such as filtering nets.In addition, in order to carry out the homogenizing of draining in former water storage tanks, whipping appts (mechanical stirring, pneumatic blending etc.) is preferably set.
In the present embodiment, although with various BOD composition for object, but about lubricant component, detrimentally affect is brought because it is attached on mud or particle, so before supplying to the first biological treating tank 12, preferably lubricant component removed the level to below 150mg/L by the existing method such as dissolved air flotation, aggegation pressure floatation air device, adsorption unit in advance.
In the first biological treating tank 12, under aerobic condition (oxygen supply implemented by aeration or stirring etc.), by the biological sludge supplied from the microorganism in groove and anaerobic biological treating tank 10, thus by the BOD ingredient breakdown in draining.Like this, in the first biological treating tank 12, because diluted by the draining containing BOD composition from the mud of anaerobic biological treating tank 10, so can guarantee that the MLSS concentration in groove is lower.That is, guarantee above-mentioned higher MLSS load, and make biological sludge be in fed state.Although the MLSS load of the first biological treating tank 12 also depends on the volume etc. of BOD composition and groove, but be preferably less than in the scope of 1.8kgBOD/kgMLSS/d at more than 0.8kgBOD/kgMLSS/d, in this case, the BOD composition of inflow is substantially all decomposed in the first biological treating tank 12.When the MLSS load of the first biological treating tank 12 is at more than 1.8kgBOD/kgMLSS/d and in the scope being less than 5.0kgBOD/kgMLSS/d, although remain BOD composition in the process water of discharging from the first biological treating tank 12, but because its amount is less, so the impact bringing the MLSS load of the second biological treating tank 14 of back segment is less.That is, the MLSS load of the first biological treating tank 12 can not be greater than.When the MLSS load of the first biological treating tank 12 is more than or equal to 5.0kgBOD/kgMLSS/d, according to the difference of the kind of BOD composition, the BOD composition existed to the second biological treating tank 14 inflow of back segment increases, thus is difficult to make the MLSS load of the second biological treating tank 14 be less than the situation of the MLSS load of the first biological treating tank 12.
Next, draining (also comprising mud) processed in the first biological treating tank 12 through draining inflow line 18b, and flows into the second biological treating tank 14 continuously.In the second biological treating tank 14, under aerobic condition (oxygen supply implemented by aeration or stirring etc.), by the microorganism in groove, the biological sludge supplied from the first biological treating tank 12 and the biological sludge that supplies from the mud separator tank 16 of back segment, thus the unreacted BOD composition in draining is decomposed.In the second biological treating tank 14, except the BOD composition flowed into compared with the first biological treating tank 12 be less except, increase, so the MLSS load lower compared with the first biological treating tank 12 can be controlled to because MLSS concentration flows into via the biological sludge that the mud separator tank 16 from back segment supplies.That is, because the MLSS load of the second biological treating tank 14 can be guaranteed in the state almost do not had or low-down state, so biological sludge can be made to be in starvation.Although the MLSS load of the second biological treating tank 14 also depends on the volume etc. of BOD composition and groove, be preferably set to the scope of 0kgBOD/kgMLSS/d ~ below 0.5kgBOD/kgMLSS/d.When the unreacted BOD composition flowed into from the first biological treating tank 12 is more, the MLSS load of existence second biological treating tank 14 is greater than the situation of 0.5kgBOD/kgMLSS/d.When the MLSS load of the second biological treating tank 14 is greater than 0.5kgBOD/kgMLSS/d, because by the first biological treating tank 12 by the MLSS load that lasting imparting is higher, so the situation that the possibility that existence brings out expansion by the granulating of biological sludge increases.
Next, in the second biological treating tank 14 by the draining (also comprising mud) managed through draining inflow line 18c, and flow into mud separator tank 16 continuously.In mud separator tank 16, from the draining of being discharged by the second biological treating tank 14 settlement separate go out biological sludge.Then, isolate the draining after biological sludge to be discharged from process water discharge pipe line 22 as process water.The biological sludge be concentrated in mud separator tank 16 is sent pipeline 20a back to from mud and is supplied to anaerobic biological treating tank 10, in addition, sends pipeline 20b back to be supplied to the second biological treating tank 14 from mud.In situation that the amount of sending back to of mud is regulated etc., preferably send back in pipeline 20a etc. at mud and pump etc. is set.In addition, mud separator tank 16 is not restricted to settlement separate, such as, can be membrane sepn etc. yet.
In anaerobic biological treating tank 10, by by the microorganisms such as denitrifier, the biological sludge that supplies from mud separator tank 16, thus carry out the denitrogenation processing etc. the nitrogenous substances in anaerobic biological treating tank 10 being converted to nitrogen.In anaerobic biological treating tank 10, as described above, anaerobic state is formed by the endogenous respiration of biological sludge.Because if now stir, in groove, sludge concentration will become even, so preferably now stir.In addition, if the residence time of the biological sludge of anaerobic biological treating tank 10 is significantly shorter, then from the biological sludge that mud separator tank 16 supplies, contained oxygen can not by endogenous respiration approach exhaustion, thus there is the situation that cannot maintain anaerobic state, so preferably guaranteed more than 30 minutes the residence time of the biological sludge of anaerobic biological treating tank 10.Biological sludge processed under anaerobic state, sends pipeline 20c back to from mud and is supplied to continuously to the first biological treating tank 12.
The anaerobic biological treating tank 10 of present embodiment also can be anaerobic state.That is, anaerobic biological treating tank 10 also can be anaerobism groove.In anaerobism groove, under anaerobic state, carry out denitrogenation, methane fermentation etc.At this, anaerobic state refers to, not only there is not dissolved oxygen, nor there is the condition of the oxygen from nitrous acid and nitric acid.When anaerobism groove, because need organism in reaction process, so need to make a part of draining flow into anaerobism groove, to add the organism in draining.But if make a part of draining flow into, then the residence time of the draining in anaerobism groove shortens, thus needs to guarantee the residence time.
Like this; if make biological sludge to circulate via the mode of the first biological treating tank 12 of fed state, the first biological treating tank 14 of starvation, the anaerobic biological treating tank 10 of anaerobic state; then can cause the granulating of biological sludge, thus improve the settleability of biological sludge.Its result is, can improve the processing speed of draining.In addition, in the management of active sludge, the sludge settling management of outbalance becomes and is easy to carry out.
Below, the optimum condition etc. in the granulating of mud is described.
As shown in Figure 2, when sequencing batch active sludge, the initial reaction stage in reaction process, although the BOD concentration in reactive tank is higher and be in fed state, but the carrying out of the decomposition reaction along with BOD composition, the BOD concentration in groove will decline, thus change to starvation.Settleability for mud is improved, for the granulating of mud etc., think except the operation of anaerobic state afterwards, the starvation time now is also outbalance relative to fed state sufficiently long.Although think that the optimum value of this ratio is different according to the BOD composition of handling object, as a rule, the time of starvation is needed to be longer than the time of fed state.In the present embodiment, the first biological treating tank 12 meeting above-mentioned MLSS load range is in fed state, and the second biological treating tank 14 is in starvation.Therefore, preferably the mud amount of sending back to controlled and the volume of the first biological treating tank 12 and the second biological treating tank 14 is planned, being less than 1 to make fed state relative to the ratio (fed state/starvation) of starvation.
When sequencing batch active sludge, because induce reaction in same reactive tank, so fed state is identical with the MLSS amount of starvation.Therefore, fed state only need be suitable for the time of fed state and the time of starvation relative to the ratio (fed state/starvation) of starvation.On the other hand, when continous way activated sludge process, because the groove of fed state and starvation is different, so the MLSS amount of maintenance is different respectively.Therefore, fed state calculates as follows relative to the ratio of starvation.
［ mathematical expression 1 ］
In addition, in sequencing batch active sludge, the intercycle of known starvation and fed state is also the factor required for granulating of biological sludge.Usually, the intercycle of known starvation and fed state is shorter, and the granulating of biological sludge is more difficult.This is also same in the activated sludge process of continous way.In the present embodiment, be preferably, to volume, the processed water flow of the first biological treating tank 12 and the second biological treating tank 14 with send mud discharge back to and set, to make the total residence time of the processed water in the first biological treating tank 12 and the second biological treating tank 14 at least more than 3 hours, thus the intercycle of starvation and fed state can not be made to shorten.
In biological sludge granulating; be preferably; first biological treating tank 12, second biological treating tank 14 is divided into multiple respectively; draining containing BOD composition is flowed into respectively to the first biological treating tank 12 after segmentation; in addition, biological sludge is supplied respectively to the second biological treating tank 14 after segmentation.When splitting biological treating tank, as long as wherein the volume of at least one first biological treating tank 12 and the second biological treating tank 14 meets the granular optimum condition of above-mentioned biological sludge.
From mud separator tank 16 discharge total mud discharge and to anaerobic biological treating tank 10 flow into mud discharge be preferably set to, make the fed state in the first above-mentioned biological treating tank 12 be less than 1 relative to the ratio (fed state/starvation) of the starvation in the second biological treating tank 14, and the residence time in anaerobic biological treating tank 10 was guaranteed more than 30 minutes.Such as, if make the mud discharge flowed into anaerobic biological treating tank 10 increase, then the residence time in anaerobic biological treating tank 10 and the first biological treating tank 12 will reduce, and the MLSS concentration of the first biological treating tank 12 will decline.If make the mud discharge flowed into anaerobic biological treating tank 10 reduce, then the residence time in anaerobic biological treating tank 10 and the first biological treating tank 12 will increase, and the MLSS concentration of the first biological treating tank 12 will rise.If total mud discharge increases, residence time then in anaerobic biological treating tank 10, first biological treating tank 12 and the second biological treating tank 14 will reduce, the MLSS concentration of the first biological treating tank 12 will rise, and the MLSS concentration of the second biological treating tank 14 also will rise.If total mud discharge reduces, residence time then in anaerobic biological treating tank 10, first biological treating tank 12 and the second biological treating tank 14 will increase, the MLSS concentration of the first biological treating tank 12 will increase, and the MLSS concentration of the second biological treating tank 14 also will rise.Due to can by such operation of sending flow back to, thus the residence time in anaerobic biological treating tank 10, first biological treating tank 12 and the second biological treating tank 14, the MLSS concentration of the first biological treating tank 12 and the MLSS concentration etc. of the second biological treating tank 14 are changed, so at random can control the ratio of fed state relative to starvation.In the activated sludge process of the continous way of present embodiment; different from sequencing batch active sludge, at random can carry out controlling in this point being comparatively useful to the anaerobic state of the granular important factor as biological sludge, fed state, starvation by sending the operation of flow back to.
Although the pH in each biological treating tank is not specified especially, preferably identical with common active sludge, the pH in each biological treating tank is set in the scope of 6 ~ 8.There is pH in time slot can the change according to the kind of the BOD composition of handling object, in this case, preferably use sodium hydroxide or hydrochloric acid, sulfuric acid etc. to be controlled in above-mentioned scope by the pH in groove.
The granulating of mud needs core.Because containing the particulate becoming this core in common draining, so do not need special interpolation, but in promoting karyomorphism to become, preferably add Fe
2+, Fe
3+, Ca
2+, Mg
+in the ion that formation oxyhydroxide is such.In addition, at interpolation Fe
2+when, preferably add in anaerobic biological treating tank 10.Thus, except promoting the formation of core, anaerobic state can also be promoted.
In addition, preferably in anaerobic biological treating tank 10, nitrate or nitrite is added.Thus, the denitrifier as Anaerobic Bacteria becomes easy breeding in anaerobic biological treating tank 10, thus can keep anaerobic state well.
Present embodiment is also comparatively effective in the suppression of expanding.For the suppression of expanding, the environment that being formed becomes reason wire microorganism as optionally made is difficult to breeding is effective.Usually, indefatigable wire microorganism is not had by order to get rid of the starvation lower to substrate concn, and the method importing the concentration gradient or starvation etc. of matrix is called selection of kinetics (kineticselection), to be difficult to ingestible substrates to make wire microorganism, and the method importing the environmental changes such as aerobic, anaerobic and anaerobism is called that metabolic selects (metabolicselection) (with reference to non-patent literature 1).In present embodiment, because make biological sludge be in anaerobic state or starvation, and the environment that the effect becoming selection of kinetics and metabolic selection easily plays, so can repression of swelling.
Embodiment
Below, enumerate embodiment and more specifically detailed description is carried out to the present invention, but the present invention is not limited to following embodiment.
Use volume 10L, the volume 30L of the first biological treating tank 12, the volume 40L of the second biological treating tank 14 of the drain treatment apparatus 1(anaerobic biological treating tank 10 shown in Fig. 1), carry out the biological treatment of processed water, described processed water is, to be become by Organic BOD component diluent BOD to be the water of any concentration of 130 ~ 300mg/L with process water.Processed water supplies continuously to the first biological treating tank 12.The mud used in conventional actived sludge is used as seed sludge.After activation, the control of MLSS load is undertaken by fluctuations in discharge.
Anaerobic biological treating tank 10 only carries out the stirring implemented by stirrer, at duration of test, is maintained by DO and is less than 1mg/L.First biological treating tank 12 and the second biological treating tank 14 carry out the air aeration implemented by diffuser, at duration of test, are maintained in the scope of 5 ~ 8mg/L by DO.
Water temperature, without the need to controlling especially, is carried out with room temperature, at duration of test, changes in the scope of 25 ~ 28 DEG C.
Total mud discharge of discharging from mud separator tank 16 is set as identical with the flow of the processed water supplied to the first biological treating tank 12.In addition, be 3: 10 by the mud discharge supplied to anaerobic biological treating tank 10 and the proportion adjustment of the mud discharge supplied to the second biological treating tank 14.The MLSS concentration ratio of each groove is decided according to material balance, because total mud discharge is proportional with the flow of processed water and rise with same ratio, so the fed state in duration of test is fixed to about 0.34 relative to the ratio (ratio of fed state/starvation) of starvation.
The water meter area load setting of mud separator tank 16 is in the scope of 0.2m/h ~ 2.0m/h.
The MLSS load of the BOD concentration of the final process water showing BOD concentration in duration of test, processed water in Table 1 and obtain from mud separator tank 16, the MLSS concentration of each groove, the first biological treating tank 12 and the second biological treating tank 14, become SVI30(only second biological treating tank 14 of sludge settling index), the aggregate value of residence time the first biological treating tank 12 and the second biological treating tank 14, the residence time (intermediate value) in anaerobic biological treating tank 10.In addition, figure 3 illustrates the size distribution of the mud in each duration of test.
［ table 1 ］
As shown in table 1, from on-test to 10 days, being 0.3kgBOD/kgMLSS/d by the MLSS load setting of the first biological treating tank 12, is 0.04kgBOD/kgMLSS/d by the MLSS load setting of the second biological treating tank 14.SVI30 in this duration of test decline compared with seed sludge, the settleability of mud improves.But as shown in Figure 3, the size-grade distribution in this duration of test does not have a greater change compared with seed sludge, can not regard as the formation of particle.When MLSS load is 0.3kgBOD/kgMLSS/d, the biological sludge of the first biological treating tank 12 is difficult to become sufficient fed state, can think the granulating not causing biological sludge in above-mentioned duration of test (10 day time).
After 10 days on-tests to 20 days, the inflow flow of processed water is increased, by the MLSS load setting of the first biological treating tank 12 at 0.8kgBOD/kgMLSS/d.As shown in table 1, the SVI30 in this duration of test declines to a great extent compared with seed sludge.In addition, as shown in Figure 3, the particle diameter in this duration of test becomes greatly compared with seed sludge, can say that the granulating of biological sludge is carried out.
After 20 days on-tests to 30 days, the BOD concentration of the inflow water yield of processed water, processed water is increased, and is 1.8kgBOD/kgMLSS/d by the MLSS load setting of the first biological treating tank 12.As shown in table 1, the SVI30 in this duration of test maintains lower value in the same manner as the duration of test after 10 days on-tests to 20 days.In addition, as shown in Figure 3, at this duration of test, particle diameter increases further.By electron microscope, the biological sludge in this duration of test is observed, define the particle of diameter about 200 μm.
After 30 days on-tests to 40 days, be 1.8kgBOD/kgMLSS/d by the MLSS load setting of the first biological treating tank 12, by coordinating the rising of MLSS concentration, the inflow water yield of processed water is increased, thus the total residence time in the first biological treating tank 12 and the second biological treating tank 14 is set as 1.8h.Its result is, as shown in table 1, and the SVI30 in this duration of test rises to some extent compared with the duration of test after 20 days on-tests to 30 days.By electron microscope, the biological sludge in the duration of test after 30 days on-tests to 40 days is observed, although the particle formed in the duration of test after 20 days on-tests to 30 days is maintained, around it, be attached with throw out.Can think, with the throw out of this attachment settleability that is biological sludge, the reason that worsens occur.
After 40 days on-tests to 50 days, the Dilution ratio of the BOD concentration of processed water is changed to 300mg/L, make the inflow discharge reduction of processed water, be 1.9kgBOD/kgMLSS/d by the MLSS load setting of the first biological treating tank 12, the total residence time in the first biological treating tank 12 and the second biological treating tank 14 is set as 3.2h.Its result is, as shown in table 1, and the SVI30 that the duration of test after 30 days on-tests to 40 days rises declines in this duration of test, can find that the settleability of biological sludge exists improvement trend.Observed the biological sludge in the duration of test after 40 days on-tests to 50 days by electron microscope, the throw out be attached in the duration of test after 30 days on-tests to 40 days on particle reduces.
At the above like this; be 0.3kgBOD/kgMLSS/d by the MLSS load setting of the first biological treating tank 12; when being 0.04kgBOD/kgMLSS/d by the MLSS load setting of the second biological treating tank 14; although the settleability of mud improves; but in the duration of test of 10 day time, do not cause the granulating of biological sludge.Then, when the MLSS load of the first biological treating tank 12 is risen to more than 0.8kgBOD/kgMLSS/d, within this short period of time of 10 day time, cause the granulating of biological sludge.In addition, if the total residence time in the first biological treating tank 12 and the second biological treating tank 14 is lower, then throw out is attached to around particle, thus the situation that the settleability that there is biological sludge declines.
Next, reuse same seed sludge, eliminate on the basis of anaerobic biological treating tank 10 in FIG, starting outfit makes the MLSS load of the first biological treating tank 12 reach 1.4kgBOD/kgMLSS/d, make the MLSS load of the second biological treating tank 14 reach 0.1kgBOD/kgMLSS/d, and carry out the running of 20 days under which loading.Observed mud situation now by electron microscope, can observe the granulating of mud, but can observe the breeding of a large amount of microorganisms corresponding to starting in the running of 20 day time, particle is destroyed thus.Running be the results are summarized in table 2 after 20 days.As shown in table 2, SVI30 becomes higher value compared with granular condition.
Afterwards, additional anaerobic biological treating tank 10, carries out running on the 10th when not change of load condition.The results are summarized in table 2 after 10 are operated.As shown in table 2, compared with eliminating the situation of anaerobic biological treating tank 10, the SVI30 after 10 days that operates declines to a great extent.By electron microscope, mud situation is now observed, the minimizing of microorganism can be found, and be formed with the particle of diameter about 200 μm.Thereby, it is possible to think that anaerobic biological treating tank 10 contributes to granulating to a great extent.
［ table 2 ］
Nomenclature
1 ... drain treatment apparatus, 10 ... anaerobic biological treating tank, 12 ... first biological treating tank, 14 ... second biological treating tank, 16 ... mud separator tank, 18a ~ 18c ... draining inflow line, 20a ~ 20c ... mud sends pipeline, 22 back to ... process water discharge pipe line.
Claims (4)
1. a drain treatment apparatus, it has: reactive tank, and described reactive tank is carried out a biological disposal upon to the organic drainage containing BOD composition by biological sludge; Mud separator tank, the process water obtained in described reactive tank is separated with described mud by described mud separator tank, and the feature of described drain treatment apparatus is,
Described reactive tank comprises anaerobic biological treating tank and is supplied to the first biological treating tank and second biological treating tank of the necessary oxygen of described biological treatment,
Described organic drainage flows into described first biological treating tank continuously, and is implemented biological treatment in described first biological treating tank and described second biological treating tank,
Mud in described mud separator tank is sent back to described second biological treating tank and described anaerobic biological treating tank,
By the mud in described anaerobic biological treating tank at least to described first biological treating tank supply,
The MLSS load of described first biological treating tank is higher than the MLSS load of described second biological treating tank; wherein; the MLSS load of described first biological treating tank is in the scope of more than 0.8kgBOD/kgMLSS/d; the MLSS load of described second biological treating tank in the scope of below 0.5kgBOD/kgMLSS/d, to make granular sludge.
2. drain treatment apparatus as claimed in claim 1, is characterized in that,
The MLSS load of described first biological treating tank is in the scope of more than 1.8kgBOD/kgMLSS/d, and the MLSS load of described second biological treating tank is in the scope of below 0.5kgBOD/kgMLSS/d.
3. drain treatment apparatus as claimed in claim 1 or 2, is characterized in that,
The residence time of the processed water in described first biological treating tank and described second biological treating tank is aggregated in more than 3 hours.
4. a drainage processing method, it uses the drain treatment apparatus with reactive tank and mud separator tank, described reactive tank is carried out a biological disposal upon to the organic drainage containing BOD composition by biological sludge, the process water obtained in described reactive tank is separated with described mud by described mud separator tank, the feature of described drainage processing method is
Described reactive tank comprises anaerobic biological treating tank and is supplied to the first biological treating tank and second biological treating tank of the necessary oxygen of described biological treatment,
Make described organic drainage flow into described first biological treating tank continuously, and in described first biological treating tank and described second biological treating tank, this organic drainage carried out a biological disposal upon,
Mud in described mud separator tank is sent back to described second biological treating tank and described anaerobic biological treating tank,
By the mud in described anaerobic biological treating tank at least to described first biological treating tank supply,
Make the MLSS load of described first biological treating tank higher than the MLSS load of described second biological treating tank; wherein; the MLSS load of described first biological treating tank is in the scope of more than 0.8kgBOD/kgMLSS/d; the MLSS load of described second biological treating tank in the scope of below 0.5kgBOD/kgMLSS/d, to make granular sludge.
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2010-275743 | 2010-12-10 | ||
| JP2010275743A JP5746853B2 (en) | 2010-12-10 | 2010-12-10 | Waste water treatment apparatus and waste water treatment method |
| PCT/JP2011/068317 WO2012077381A1 (en) | 2010-12-10 | 2011-08-10 | Wastewater treatment device |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103209931A CN103209931A (en) | 2013-07-17 |
| CN103209931B true CN103209931B (en) | 2016-01-20 |
Family
ID=46206887
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201180054810.XA Active CN103209931B (en) | 2010-12-10 | 2011-08-10 | Drain treatment apparatus |
Country Status (4)
| Country | Link |
|---|---|
| JP (1) | JP5746853B2 (en) |
| CN (1) | CN103209931B (en) |
| TW (1) | TWI526403B (en) |
| WO (1) | WO2012077381A1 (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| TWI693196B (en) | 2015-03-31 | 2020-05-11 | 日商奧璐佳瑙股份有限公司 | Method of forming aerobic granules, device for forming aerobic granules, wastewater treatment method, and wastewater treatment device |
| JP6605843B2 (en) * | 2015-05-27 | 2019-11-13 | オルガノ株式会社 | Waste water treatment method and waste water treatment equipment |
| JP2017077523A (en) * | 2015-10-20 | 2017-04-27 | 株式会社神鋼環境ソリューション | Biological waste water treatment method |
| JP6622093B2 (en) * | 2016-01-12 | 2019-12-18 | オルガノ株式会社 | Granule formation method and waste water treatment method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2806448Y (en) * | 2005-08-01 | 2006-08-16 | 周群刚 | Underground type small-sized domestic sewage treatment device |
| CN1914122A (en) * | 2004-02-02 | 2007-02-14 | 栗田工业株式会社 | Process for biological treatment of organic waste water and apparatus therefor |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3410699B2 (en) * | 1999-11-19 | 2003-05-26 | 株式会社クラレ | Wastewater treatment method |
| JP4501496B2 (en) * | 2004-03-30 | 2010-07-14 | 栗田工業株式会社 | Biological treatment method for organic wastewater |
| JP2007275845A (en) * | 2006-04-11 | 2007-10-25 | Sumitomo Heavy Industries Environment Co Ltd | Granular microorganism sludge preparation arrangement and granular microorganism sludge producing method |
| JP4925208B2 (en) * | 2007-09-12 | 2012-04-25 | 学校法人早稲田大学 | Aerobic granule formation method, water treatment method and water treatment apparatus |
-
2010
- 2010-12-10 JP JP2010275743A patent/JP5746853B2/en active Active
-
2011
- 2011-08-10 WO PCT/JP2011/068317 patent/WO2012077381A1/en active Application Filing
- 2011-08-10 CN CN201180054810.XA patent/CN103209931B/en active Active
- 2011-09-30 TW TW100135632A patent/TWI526403B/en active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1914122A (en) * | 2004-02-02 | 2007-02-14 | 栗田工业株式会社 | Process for biological treatment of organic waste water and apparatus therefor |
| CN2806448Y (en) * | 2005-08-01 | 2006-08-16 | 周群刚 | Underground type small-sized domestic sewage treatment device |
Also Published As
| Publication number | Publication date |
|---|---|
| JP5746853B2 (en) | 2015-07-08 |
| JP2012121005A (en) | 2012-06-28 |
| TW201223885A (en) | 2012-06-16 |
| WO2012077381A1 (en) | 2012-06-14 |
| TWI526403B (en) | 2016-03-21 |
| CN103209931A (en) | 2013-07-17 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| EP3403996B1 (en) | Granule-forming method and waste water treatment method | |
| TWI693196B (en) | Method of forming aerobic granules, device for forming aerobic granules, wastewater treatment method, and wastewater treatment device | |
| JP5963668B2 (en) | Wastewater treatment method | |
| JPWO2011148949A1 (en) | Biological nitrogen removal method using anaerobic ammonia oxidation reaction | |
| JP4804888B2 (en) | Granular microbial sludge generation method | |
| CN103209931B (en) | Drain treatment apparatus | |
| JP3732025B2 (en) | Waste water treatment method and waste water treatment equipment | |
| JP6609107B2 (en) | Aerobic granule formation method, aerobic granule formation device, wastewater treatment method, and wastewater treatment device | |
| JP5874741B2 (en) | Biological treatment method and apparatus for organic wastewater | |
| JP5869208B2 (en) | Waste water treatment method and waste water treatment apparatus | |
| CN103241892B (en) | Sewage treatment method | |
| JP2006122865A (en) | Water treatment and carrier acclimatization method and its device | |
| JP2011224569A (en) | Granular microbial sludge generation method | |
| JP6461408B1 (en) | Water treatment method and water treatment apparatus | |
| TWI646059B (en) | Discharge water treatment method and discharge water treatment device | |
| JP6605843B2 (en) | Waste water treatment method and waste water treatment equipment | |
| JP6875059B2 (en) | Wastewater treatment method and wastewater treatment equipment | |
| CN105906048B (en) | A kind of preparation facilities and preparation method of whole process autotrophic denitrification granule sludge | |
| JP2011206771A (en) | Granular microbial sludge generation method | |
| JP6548937B2 (en) | Waste water treatment method and waste water treatment apparatus | |
| JP7173718B2 (en) | Wastewater treatment method and wastewater treatment equipment | |
| JP6202069B2 (en) | Biological treatment method for organic wastewater | |
| JP6613043B2 (en) | Waste water treatment method and waste water treatment equipment | |
| TWI857958B (en) | Water treatment method and water treatment device | |
| JPH07290083A (en) | Denitrification and dephosphorization method in oxidation ditch |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |