CN102897910A - Anaerobic ammonia oxidation process start and high-efficiency operation method for treating urban domestic sewage - Google Patents
Anaerobic ammonia oxidation process start and high-efficiency operation method for treating urban domestic sewage Download PDFInfo
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Abstract
The invention relates to an anaerobic ammonia oxidation process start and high-efficiency operation method for treating urban domestic sewage, belonging to the field of water environment restoration and regeneration. In the method provided by the invention, HRT (hydraulic retention time) or filtering velocity is selected as a control parameter according to the effective filtering layer depth, and a selection principle is given out. The invention provides a feasible method which can start an anaerobic ammonia oxidation process for treating domestic sewage through a high-substrate anaerobic ammonia oxidation process; and the invention provides a strategy and method for anaerobic ammonia oxidation process operation and maintenance under normal-temperature low-substrate domestic sewage conditions. At normal temperature, an anaerobic ammonia oxidation reactor adapted to a high substrate undergoes a varying substrate start phase, a varying load start phase, a domestic sewage start phase and a domestic sewage operation phase; a level of treating 40-50 mg/L domestic sewage can be achieved within 180 days; on the premise of meeting the level 1A standard of the water quality of effluent water, the load can be up to 1.5-1.6 kg/m<3> per day; and compared with results obtained by Chinese and foreign researchers (such as 0.60+/-0.12 kg/m<3> per day by Zheng Ping, 0.9kg/m<3> per day by Va'zquez-Pa'din et al.), the load is higher than that at a similar temperature by more than 60%.
Description
Technical field
The invention belongs to water surrounding recovers and the regeneration field.Be specifically related to start and the efficient method of moving for normal temperature, low ammonia nitrogen city domestic sewage biomembrance process Anammox (ANAMMOX) technique.
Background technology
Anaerobic ammonia oxidation process refers to that anaerobic ammonium oxidizing bacteria is with NO under anaerobism or anoxia condition
2 -Be electron acceptor(EA), with NH
4 +Direct oxidation is N
2Process.This technique is the autotrophic denitrification process, compares with traditional denitrification process, and significantly energy efficient need not additional carbon, and sludge yield is little, has vast potential for future development.
What the application of Anammox technology was maximum is SHARON-ANAMMOX process integration and CANON technique, the former have higher treatment effect and the latter owing to short distance nitration be combined with Anammox have larger economic advantages.After Rotterdam, NED First Anammox water factory built up and goes into operation, increasing Anammox water factory had appeared at the ground such as Japanese, German, and its reactor types is varied, and treatment effect difference is large, but all is higher than traditional biological denitrificaion approach.But most Anammox water factory is all for the treatment of the high temperature high-ammonia-nitrogen sewage, such as percolate, is still waiting further research for the processing of the low ammonia-nitrogen sewage of normal temperature.
In recent years, Chinese scholars has conducted in-depth research and has obtained certain achievement for the normal temperature Anammox.The pilot scale level anaerobic ammonia oxidation reactor of the operation such as Zheng Ping (2010), cubic capacity 2.5m
3, the water inlet total nitrogen concentration is 400-600mg/L, respectively the reactor operation conditions of temperature under 5-14 ℃, 15-24 ℃, 28-34 ℃ condition is studied, triphasic removal load maintains respectively 0.14 ± 0.05kg/m
3/ d, 0.60 ± 0.12kg/m
3/ d, 2.81kg/m
3The level of/d; Tim L.G. Hendrickx(2011) people's UASB bioreactor culture Anammox mud that to adopt a volume be 4.5L such as, the mixed gas that passes into nitrogen and carbonic acid gas promotes mud, pH is at 7.5-8.2 in the control water inlet, temperature is processed less than the waste water of 100mg/L at 20 ℃, water inlet total nitrogen concentration, and maximum total nitrogen is removed load and is reached 0.33kg/ m
3/ d; De Clippeleir et al(2011) adopting RBC type ANAMMOX reactor for treatment temperature is 25 ℃, the waste water of water inlet total nitrogen 31mg/L, and it removes load is 0.84 kg/ m
3/ d; The people such as de Graaff M.S. adopt the sbr reactor device, and under 25 ℃, water inlet total nitrogen 897mg/L condition, removing load is 0.5 kg/ m
3/ d; Va ' zquez-Pa ' din et al.(2011) adopting the sbr reactor device at 20 ℃ is that 225mg/L sewage is processed to the water inlet total nitrogen, and it is 0.9 kg/ m that total nitrogen is removed load
3/ d; Dosta et al.(2008) etc. adopting the sbr reactor device to process load under 22 ℃ of conditions is 0.3kg/m
3/ d.As seen the anaerobic ammonia oxidation process ubiquity under the normal temperature condition the lower problem of load of processing.
Summary of the invention
The object of the invention is to provide a kind of biomembrance process anaerobic ammonia oxidation process of processing city domestic sewage to start and the method for efficient operation.
Among the present invention, at first reduce the water inlet substrate concn, reactor is fully adapted to for low matrix environment, promote again afterwards influent load, make reactor reach higher processing power, during the course, the filter tank adapts to even more important than its adaptation for matrix for the high filtering velocity of bringing owing to the flooding velocity increase.
A kind of anaerobic ammonia oxidation process of processing city domestic sewage starts and efficient operation method, it is characterized in that:
Certain total nitrogen removal load along the journey section when the biological filter reaches more than 90% of reactor total nitrogen removal load, then its corresponding filtering layer degree of depth is defined as effective filtering layer degree of depth, if effectively the filtering layer degree of depth is more than or equal to 70% of filtering layer total depth, then with HRT as the filter controlling index, if effectively the filtering layer degree of depth not Football Association's filtering layer degree of depth 70%, then with filtering velocity as filter controlling index, step 2), 3), 4) in Anammox biological filter control index select to follow mentioned above principle;
1) unloading phase of becoming matrix, the initial nitrogen removal rate of reactor surpasses 70%, and total nitrogen is removed load and reached 1.5 kg Nm
-3D
-1More than, control water inlet total nitrogen concentration 240 ~ 260mg/L reduces its water inlet total nitrogen concentration one by one, each 50%-60% that reduces, improve simultaneously flooding velocity, make total nitrogen remove load and maintain more than 80% of initial value, realize becoming the matrix process, after surpassing 70% more than the continuous 7d of nitrogen removal rate, carry out the lower whorl adjustment, continue to reduce its water inlet total nitrogen concentration, until 40 ~ 50mg/L, when the continuous 20d of nitrogen removal rate surpasses 70%, the success unloading phase of becoming matrix is the unloading phase of entering varying load;
2) varying load the unloading phase, control influent ammonium concentration 18 ~ 22mg/L, nitrite nitrogen concentration 22 ~ 26mg/L, total nitrogen concentration 40 ~ 50mg/L, keep the water inlet substrate concn constant, if take filtering velocity as the control index, initial filtering velocity is 1.4 ~ 1.6cm/s, improve one by one filtering velocity, improve 0.1 ~ 0.2cm/s at every turn, more than the continuous 7d of nitrogen removal rate, surpass 70%, entering next round promotes, in the time can not reaching 70% more than the continuous 20d of nitrogen removal rate, think the filter tank filtering velocity that reaches capacity, limit filtering velocity finally reaches 3.6 ~ 4.5cm/s; If take HRT as the control index, initial HRT is 0.5 ~ 0.6h, reduce one by one HRT, each 0.05 ~ 0.15h that reduces, when the continuous 7d of nitrogen removal rate greater than 70%, enter next round and reduce, when nitrogen removal rate surpasses 15d and can not reach 70%, think the filter tank HRT that reaches capacity, limit HRT finally reaches 0.2 ~ 0.3h; As reactor reach capacity filtering velocity or HRT, and total nitrogen is removed load and is surpassed 1.4 kg Nm
-3D
-1, think that varying load starts successfully, the unloading phase of entering sanitary sewage;
3) sanitary sewage the unloading phase, adopt city domestic sewage water outlet after second-stage treatment and Short-Cut Nitrification Process processing, ammonia nitrogen concentration 18 ~ 22mg/L, inferior nitrogen concentration 22 ~ 26mg/L, COD is less than 35mg/L, and BOD is less than 10mg/L, and HRT is at 0.3 ~ 0.4h or filtering velocity 2.4 ~ 2.8cm/s in control, when the above nitrogen removal rate of continuous 7d surpasses 75%, total nitrogen is removed load and is reached 1.4 kgm
-3D
-1More than, increase the water inlet organic content, require COD less than 70mg/L, BOD is less than 20mg/L, and HRT is at 0.3 ~ 0.4h or filtering velocity 2.4 ~ 2.8cm/s in control, and when the above nitrogen removal rate of continuous 7d surpasses 75%, total nitrogen is removed load and is reached 1.4 kgm
-3D
-1When above, the sanitary sewage stage starts successfully;
4) the sanitary sewage operation phase, adopt city domestic sewage to process water outlet through second-stage treatment, Short-Cut Nitrification Process successively, ammonia nitrogen concentration 18 ~ 22mg/L, inferior nitrogen concentration 22 ~ 26mg/L, COD is less than 70mg/L, BOD is less than 20mg/L, and initial HRT of this stage is at 0.3 ~ 0.4h or filtering velocity 2.4 ~ 2.8cm/s, and each adjusting range HRT is no more than 0.05h or filtering velocity is no more than 0.2cm/s; The nitrogen removal rate mean value that defines continuous 5d is the sign clearance, when the continuous 5d of sign clearance greater than 75% the time, reduce HRT or increase filtering velocity, when sign clearance continuous 5d less than 70% the time, increase HRT or reduce filtering velocity, when the sign clearance is in 70% ~ 75%, keep present operation condition.
Compare with existing anaerobic ammonia oxidation process, the present invention has following beneficial effect:
1) the present invention proposes according to the effective filtering layer degree of depth and choose HRT or filtering velocity as the method for control parameter, and provided selection principle;
2) the invention provides a kind of feasible method by high matrix anaerobic ammonia oxidation process startup processing sanitary sewage anaerobic ammonia oxidation process;
3) the invention provides under the low matrix sanitary sewage condition of normal temperature anaerobic ammonia oxidation process operation and strategy and the method safeguarded.
The invention will be further described below in conjunction with embodiment, but protection scope of the present invention is not limited to this.
Description of drawings:
Fig. 1 is that the present invention adopts ANAMMOX testing apparatus synoptic diagram of the present invention.
Fig. 2 adopts the reactor of the inventive method to account for total removal load per-cent with the filter height variation diagram along the variation of journey experiment total nitrogen with having removed load, total efficient layer depth is 56% of the filtering layer degree of depth, should select the section filtering velocity as the control parameter.
Fig. 3 adopts the reactor of the inventive method at the step 2 stage diagram, becomes at every turn that nitrogen removal rate is all continuous before the matrix surpassed 70% more than seven days, becomes for the second time to remove before the matrix 101% of the last stage for it of loading.
Fig. 4 adopts the reactor of the inventive method at the step 3 stage diagram, HRT is hydraulic detention time among the figure, R1 changes for removing inferior nitrogen/ammonia nitrogen, R2 changes for generating nitre nitrogen/ammonia nitrogen, and ALR is that total nitrogen is removed load for water inlet total nitrogen load, ARR, △ TN is that reactor is removed total nitrogen, TNeff is reactor water outlet total nitrogen, and TNR is the reactor nitrogen removal rate, and v is the reactor section filtering velocity.
Fig. 5 adopts the reactor of the inventive method at step 4, step 5 stage diagram, HRT is hydraulic detention time among the figure, R1 changes for removing inferior nitrogen/ammonia nitrogen, and R2 changes for generating nitre nitrogen/ammonia nitrogen, and ALR is water inlet total nitrogen load, ARR is that total nitrogen is removed load, △ TN is that reactor is removed total nitrogen, and TNeff is reactor water outlet total nitrogen, and TNR is the reactor nitrogen removal rate, v is the reactor section filtering velocity, and COD is reactor influent COD value.COD adds the initial stage load reduction, and rear slow rising does not produce obviously impact to reactor when COD increases again.
Embodiment
In the example of the present invention, specifically describe for the reactor basal conditions, but present method is not limited to this parameter reactor, but the biologic filter of all volcanic filling materials adopting said method all.
The present invention is under 17-22 ℃ of normal temperature condition, from processing the anaerobic ammonia oxidation process of high ammonia nitrogen, successfully starts the Anammox biological filter of processing sanitary sewage; It is the nitrogen quality that the unit volume reactor is removed every day that total nitrogen is removed load; Certain total nitrogen removal load along the journey section when the biological filter reaches 90% of reactor total nitrogen removal load, then its corresponding filtering layer degree of depth is defined as effective filtering layer degree of depth, if effectively the filtering layer degree of depth is more than or equal to 70% of filtering layer total depth, then with HRT as the filter controlling index, if effectively the filtering layer degree of depth not Football Association's filtering layer degree of depth 70%, then with filtering velocity as the filter controlling index, control index in Anammox biological filter is selected to choose by standard as mentioned above in the following steps three, four, five.The concrete steps of method are as follows:
Step 1: the high matrix of reactor starts overview
The high ammonia nitrogen Anammox of the processing biological filter that reactor adopts success to start, the volcanics filtrate of particle diameter 4-15mm than being 1:4-1:8, is loaded deeply in the footpath, and nonuniformity coefficient is less than 1.2, be under the condition of 240-260mg/L at the water inlet total nitrogen concentration, total nitrogen is removed load and is surpassed 1.5 kg/m
3/ d defines this removal load and removes load for initial total nitrogen;
Step 2: the unloading phase of becoming matrix
Control water inlet total nitrogen concentration 240-260mg/L, reduce one by one its water inlet total nitrogen concentration, reduce 50%-60% at every turn, improve simultaneously flooding velocity, make total nitrogen remove load and maintain more than 80% of initial value, realize becoming the matrix process, after surpassing 70% more than the continuous 7d of nitrogen removal rate, carry out the lower whorl adjustment, continue to reduce its water inlet total nitrogen concentration, until 40-50mg/L, when the continuous 20d of nitrogen removal rate surpassed 70%, the success unloading phase of becoming matrix was the unloading phase of entering varying load.
Step 3: the unloading phase of varying load
Control influent ammonium concentration 18-22mg/L, nitrite nitrogen concentration 22-26mg/L, total nitrogen concentration 40-50mg/L, keep the water inlet substrate concn constant, if take filtering velocity as the control index, initial filtering velocity is 1.4-1.6cm/s, improves one by one filtering velocity, each 0.1-0.2cm/s that improves, more than the continuous 7d of nitrogen removal rate, surpass 70%, enter next round and promote, in the time can not reaching 70% more than the continuous 20d of nitrogen removal rate, think the filter tank filtering velocity that reaches capacity, limit filtering velocity finally reaches 3.6-4.5cm/s; If take HRT as the control index, initial HRT is 0.5-0.6h, reduce one by one HRT, each 0.05-0.15h that reduces, when the continuous 7d of nitrogen removal rate greater than 70%, enter next round and reduce, when nitrogen removal rate surpasses 15d and can not reach 70%, think the filter tank HRT that reaches capacity, limit HRT finally reaches 0.2-0.3h; As reactor reach capacity filtering velocity or HRT, and total nitrogen is removed load and is surpassed 1.4kg/m
3/ d thinks that varying load starts successfully, the unloading phase of entering sanitary sewage.
Step 4: the unloading phase of sanitary sewage
Process water outlet through second-stage treatment, Short-Cut Nitrification Process successively with city domestic sewage, ammonia nitrogen concentration 18-22mg/L, nitrite nitrogen concentration 22-26mg/L, COD is less than 35mg/L, BOD is less than 10mg/L, HRT is at 0.3-0.4h or filtering velocity 2.4-2.8cm/s in control, and when the above nitrogen removal rate of continuous 7d surpasses 75%, total nitrogen is removed load and reached 1.4 kg/m
3When/d is above, keep ammonia nitrogen and nitrite nitrogen concentration constant, increase the water inlet organic content, require COD less than 70mg/L, BOD is less than 20mg/L, and HRT is at 0.3-0.4h or filtering velocity 2.4-2.8cm/s in control, when the above nitrogen removal rate of continuous 7d surpasses 75%, total nitrogen is removed load and is reached 1.4 kg/m
3When/d is above, the success unloading phase of sanitary sewage.
Step 5: sanitary sewage operation phase
Adopt city domestic sewage water outlet after second-stage treatment and Short-Cut Nitrification Process processing, ammonia nitrogen concentration 18-22mg/L, nitrite nitrogen concentration 22-26mg/L, COD is less than 70mg/L, BOD is less than 20mg/L, initial HRT of this stage is at 0.3-0.4h or filtering velocity 2.4-2.8cm/s, and each adjusting range HRT is no more than 0.05h or filtering velocity is no more than 0.2cm/s; The nitrogen removal rate mean value that defines continuous 5d is the sign clearance, when the continuous 5d of sign clearance greater than 75% the time, reduce HRT or increase filtering velocity, when sign clearance continuous 5d less than 70% the time, increase HRT or reduce filtering velocity, when the sign clearance is in 70%-75%, keep present operation condition.
Embodiment 1
Testing apparatus is the traditional biological filter tank take volcanics as filler, as shown in Figure 1.Testing apparatus is made by synthetic glass, internal diameter 500mm, high 2.0m, cubic capacity 216L, useful volume 185L.Filling grating volcanic filling material in the post, loading height is 1.8m, and the filling particle diameter is respectively 12-15mm, 8-10mm, 4-6mm, and loading height is respectively 0.2m, 0.8m, 0.2m.Every 100mm is provided with a thief hole on the wall of filter tank, and water (flow) direction is upward flow, is provided with a water outlet topmost.Through the cultivation of 180d, reactor successfully starts under the condition of water inlet water distribution TN=240mg/L and moves under metastable state, and average total nitrogen is removed load and is 1.73kg/m
3/ d, clearance are 73%.Reduce water inlet TN to original 50%, by promoting flooding velocity, total nitrogen is on average removed load and has finally been reached 1.75 kg/m
3/ d before reaching 101% of the stage, removes load and maintains higher level more than 70%, continue to reduce water inlet TN and be aforesaid 42%, keep HRT constant, after 22 day time in, nitrogen removal rate is all above 70%, and success unloading phase of becoming matrix is the unloading phase of entering varying load.Control influent ammonium concentration 18-22mg/L, nitrite nitrogen concentration 22-26mg/L, total nitrogen concentration 40-50mg/L keeps the water inlet substrate concn constant, and as the control index, initial HRT is 0.55h with HRT, through 9 day time, removes Load lifting to 0.91 kg/m
3/ d, clearance surpasses 80%, reduces HRT to 0.45h, and through 13 day time, load reached 1.36 kg/m
3/ d, clearance surpasses 70%, continues to reduce HRT to 0.35h, and this stage begins to have occurred load inversion long status, minimum 0.92 kg/m that has been down to
3/ d, after adaptation in 7 days, load recovers and begins slowly to increase to be up to 1.48 kg/m gradually
3/ d reduces HRT to 0.27h again, and the again lifting process that descends appears in load equally, has finally reached 1.53 kg/m
3/ d, the continuous 21d of nitrogen removal rate is no more than 70%, and the success of varying load stage is the unloading phase of entering sanitary sewage.
HRT is risen back 0.35h, introduce the impact of COD, process water outlet as basic water through aerobic/anaerobic biological phosphate-eliminating second-stage treatment, short distance nitration successively take certain community life sewage, concrete water quality is as follows: COD＜35mg/L; BOD
5＜10mg/L; SS＜10mg/L; NH
4+-N=18-22mg/L, NO
2--N=22-26mg/L NH
4+-N/NO
2--N ≈ 1:1.2, TP≤0.5mg/L, pH=7.0-8.0.Occurred the phenomenon that load descends in initial 5d, the 5d afterload gradually recovers and raises, and operation has reached 1.45 kg/m through 15d
3/ d, and nitrogen removal rate all is higher than 75% in rear 9 days, success enters the sanitary sewage operation phase unloading phase of sanitary sewage.Change the front end influent quality, make basic water become COD＜70mg/L, other water-quality guideline do not change, and treatment effect is without considerable change, through 10 day time, the sign clearance surpasses 75%, be 76.1%, reduce HRT to 0.30h, the sign clearance is between 70%-75% within 40 day time, effect stability, average total nitrogen are removed load and are 1.51kg/m
3/ d.
Claims (1)
1. an anaerobic ammonia oxidation process of processing city domestic sewage starts and efficient operation method, it is characterized in that:
Certain total nitrogen removal load along the journey section when the biological filter reaches more than 90% of reactor total nitrogen removal load, then its corresponding filtering layer degree of depth is defined as effective filtering layer degree of depth, if effectively the filtering layer degree of depth is more than or equal to 70% of filtering layer total depth, then with HRT as the filter controlling index, if effectively the filtering layer degree of depth not Football Association's filtering layer degree of depth 70%, then with filtering velocity as filter controlling index, step 2), 3), 4) in Anammox biological filter control index select to follow mentioned above principle;
1) unloading phase of becoming matrix, the initial nitrogen removal rate of reactor surpasses 70%, and total nitrogen is removed load and reached 1.5 kg Nm
-3D
-1More than, control water inlet total nitrogen concentration 240 ~ 260mg/L reduces its water inlet total nitrogen concentration one by one, each 50%-60% that reduces, improve simultaneously flooding velocity, make total nitrogen remove load and maintain more than 80% of initial value, realize becoming the matrix process, after surpassing 70% more than the continuous 7d of nitrogen removal rate, carry out the lower whorl adjustment, continue to reduce its water inlet total nitrogen concentration, until 40 ~ 50mg/L, when the continuous 20d of nitrogen removal rate surpasses 70%, the success unloading phase of becoming matrix is the unloading phase of entering varying load;
2) varying load the unloading phase, control influent ammonium concentration 18 ~ 22mg/L, nitrite nitrogen concentration 22 ~ 26mg/L, total nitrogen concentration 40 ~ 50mg/L, keep the water inlet substrate concn constant, if take filtering velocity as the control index, initial filtering velocity is 1.4 ~ 1.6cm/s, improve one by one filtering velocity, improve 0.1 ~ 0.2cm/s at every turn, more than the continuous 7d of nitrogen removal rate, surpass 70%, entering next round promotes, in the time can not reaching 70% more than the continuous 20d of nitrogen removal rate, think the filter tank filtering velocity that reaches capacity, limit filtering velocity finally reaches 3.6 ~ 4.5cm/s; If take HRT as the control index, initial HRT is 0.5 ~ 0.6h, reduce one by one HRT, each 0.05 ~ 0.15h that reduces, when the continuous 7d of nitrogen removal rate greater than 70%, enter next round and reduce, when nitrogen removal rate surpasses 15d and can not reach 70%, think the filter tank HRT that reaches capacity, limit HRT finally reaches 0.2 ~ 0.3h; As reactor reach capacity filtering velocity or HRT, and total nitrogen is removed load and is surpassed 1.4 kg Nm
-3D
-1, think that varying load starts successfully, the unloading phase of entering sanitary sewage;
3) sanitary sewage the unloading phase, adopt city domestic sewage water outlet after second-stage treatment and Short-Cut Nitrification Process processing, ammonia nitrogen concentration 18 ~ 22mg/L, inferior nitrogen concentration 22 ~ 26mg/L, COD is less than 35mg/L, and BOD is less than 10mg/L, and HRT is at 0.3 ~ 0.4h or filtering velocity 2.4 ~ 2.8cm/s in control, when the above nitrogen removal rate of continuous 7d surpasses 75%, total nitrogen is removed load and is reached 1.4 kgm
-3D
-1More than, increase the water inlet organic content, require COD less than 70mg/L, BOD is less than 20mg/L, and HRT is at 0.3 ~ 0.4h or filtering velocity 2.4 ~ 2.8cm/s in control, and when the above nitrogen removal rate of continuous 7d surpasses 75%, total nitrogen is removed load and is reached 1.4 kgm
-3D
-1When above, the sanitary sewage stage starts successfully;
4) the sanitary sewage operation phase, adopt city domestic sewage to process water outlet through second-stage treatment, Short-Cut Nitrification Process successively, ammonia nitrogen concentration 18 ~ 22mg/L, inferior nitrogen concentration 22 ~ 26mg/L, COD is less than 70mg/L, BOD is less than 20mg/L, and initial HRT of this stage is at 0.3 ~ 0.4h or filtering velocity 2.4 ~ 2.8cm/s, and each adjusting range HRT is no more than 0.05h or filtering velocity is no more than 0.2cm/s; The nitrogen removal rate mean value that defines continuous 5d is the sign clearance, when the continuous 5d of sign clearance greater than 75% the time, reduce HRT or increase filtering velocity, when sign clearance continuous 5d less than 70% the time, increase HRT or reduce filtering velocity, when the sign clearance is in 70% ~ 75%, keep present operation condition.
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