CN220201636U - Enhanced sludge pre-precipitation concentration deep denitrification sewage treatment system - Google Patents
Enhanced sludge pre-precipitation concentration deep denitrification sewage treatment system Download PDFInfo
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- 230000001105 regulatory effect Effects 0.000 claims abstract description 26
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 38
- 229910052799 carbon Inorganic materials 0.000 claims description 31
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 claims description 28
- 238000005273 aeration Methods 0.000 claims description 18
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- 229910002651 NO3 Inorganic materials 0.000 abstract description 5
- NHNBFGGVMKEFGY-UHFFFAOYSA-N Nitrate Chemical compound [O-][N+]([O-])=O NHNBFGGVMKEFGY-UHFFFAOYSA-N 0.000 abstract description 5
- 230000002411 adverse Effects 0.000 abstract description 5
- 229910052760 oxygen Inorganic materials 0.000 abstract description 5
- 239000001301 oxygen Substances 0.000 abstract description 5
- 238000005728 strengthening Methods 0.000 abstract description 5
- 206010021143 Hypoxia Diseases 0.000 abstract description 4
- QVGXLLKOCUKJST-UHFFFAOYSA-N atomic oxygen Chemical compound [O] QVGXLLKOCUKJST-UHFFFAOYSA-N 0.000 abstract description 4
- 238000005265 energy consumption Methods 0.000 abstract description 4
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- XKMRRTOUMJRJIA-UHFFFAOYSA-N ammonia nh3 Chemical compound N.N XKMRRTOUMJRJIA-UHFFFAOYSA-N 0.000 description 4
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Abstract
The utility model discloses a deep denitrification sewage treatment system for strengthening sludge pre-precipitation concentration, which comprises an anaerobic zone, an aerobic zone, an anoxic zone, a pre-precipitation concentration tank, a conversion regulating tank and a secondary sedimentation tank. The beneficial effects of the utility model are as follows: through the arrangement of pre-precipitation concentration and first sludge reflux, the nitrate content is very low, so that the influence on anaerobism can be avoided; get rid of the solid load adverse effect that anoxic zone mud concentration improves to follow-up secondary sedimentation tank, can further improve second mud backward flow proportion, promote anoxic zone denitrification effect, the oxygen deficiency is postpone, the nitrate after the whole nitrifies gets into the oxygen deficiency and carries out the denitrification, the energy consumption and the dissolved oxygen adverse effect that have avoided the backward flow to bring, set up solitary mud pre-precipitation concentration zone, carry out quick solid-liquid separation, and carry out the replenishment of mud concentration with the mud backward flow that settleability is good to the anaerobic zone, the poor mud of settleability is discharged the system after settling through the secondary sedimentation tank, utilize synchronous promotion biological reaction denitrification dephosphorization ability and solid-liquid separation ability again.
Description
Technical Field
The utility model relates to a sewage treatment system, in particular to a deep denitrification sewage treatment system for strengthening sludge pre-precipitation concentration, and belongs to the technical field of sewage treatment.
Background
Along with the proposal of the domestic '3050' double-carbon target, the requirements of sewage treatment on energy conservation and consumption reduction are continuously raised. The traditional main flow process for sewage treatment is an activated sludge method, is widely applied to domestic sewage treatment plants at present, has the advantages of high pollutant removal efficiency, strong impact load resistance, good effluent quality and the like, and has the disadvantages of large dosage of medicament, limited total nitrogen removal effect, difficult denitrification and dephosphorization and the like.
The post denitrification endogenous denitrification process is taken as a novel process for deep denitrification and dephosphorization, and the carbon source adsorption and phosphorus release effects are ensured by re-dividing the cell capacity proportion and longer anaerobic time; the shorter aerobic residence time reduces the consumption of a carbon source in an aerobic tank and saves energy consumption at the same time; and the anaerobic stage is utilized to adsorb carbon sources and synthesized PHA and other internal carbon sources for long anoxic time, so that sufficient endogenous denitrification is performed, and high denitrification efficiency is ensured. In addition, the longer anaerobic zone ensures higher biological phosphorus removal rate through denitrification phosphorus removal, realizes 'one-carbon dual-purpose', and further reduces carbon source consumption. The advantages of deep denitrification and efficient utilization of carbon sources in an activated sludge process by the existing post denitrification endogenous denitrification process are proved by practical projects. One of the typical characteristics of the post-denitrification endogenous denitrification is double reflux of sludge, compared with AAO, 150% -300% of the external reflux ratio is far greater than that of the conventional 50% -100%, meanwhile, the concentration of the sludge entering the secondary sedimentation tank is improved, the solid load of the secondary sedimentation tank is directly increased after the two aspects are overlapped, and adverse effects on sedimentation, concentration and overall sludge stabilization time are achieved. For the transformation project, the post denitrification endogenous denitrification can improve the treated water quantity and the treatment effect, and the sludge concentration is improved, but the solid load of the original secondary sedimentation tank is increased, so that the process characteristics cannot be exerted, and the secondary sedimentation tank can become a core limiting factor for in-situ capacity expansion and treatment effect improvement.
Disclosure of Invention
The utility model aims to provide a deep denitrification sewage treatment system for strengthening the pre-precipitation concentration of sludge, which aims to solve the problem of solid load increase caused by high sludge concentration and high external reflux ratio in the existing post-denitrification endogenous denitrification process.
The utility model realizes the above purpose through the following technical scheme: the advanced denitrification sewage treatment system comprises a sewage treatment system and a sludge reflux system, wherein the sewage treatment system comprises an anaerobic zone, an aerobic zone, an anoxic zone, a pre-precipitation concentration tank, a conversion regulating tank and a secondary sedimentation tank, the anaerobic zone, the aerobic zone, the anoxic zone, the pre-precipitation concentration tank, the conversion regulating tank and the secondary sedimentation tank are sequentially communicated, a sludge regulation and control system is arranged between the secondary sedimentation tank and the anoxic zone, and a carbon steady state regulation and control system is arranged between the pre-precipitation concentration tank and the anaerobic zone;
the sludge reflux system comprises a first sludge reflux pipe and a second sludge reflux pipe according to the water flow direction; the sludge reflux path of the second sludge reflux pipe is the bottom of the tail end of the pre-sedimentation concentration tank, and the sludge reflux pipe and the second sludge reflux pipe reflux the sludge to the front end of the anaerobic zone; the sludge reflux path of the first sludge reflux pipe is the bottom of the tail end of the secondary sedimentation tank, is discharged to a sludge pump room through gravity, and then is refluxed to the front end of the anoxic zone through a sludge reflux pump and the first sludge reflux pipe.
Preferably, the anaerobic zone comprises a first anaerobic tank and a second anaerobic tank which are arranged side by side, the first anaerobic tank is communicated with the lifting pump through a water inlet pipe from water inlet to the anaerobic tank, and a first variable frequency stirrer and a second variable frequency stirrer are respectively arranged in the first anaerobic tank and the second anaerobic tank.
Preferably, the aerobic zone comprises a first aerobic tank and a second aerobic tank which are arranged side by side, a first air blower is arranged in the first aerobic tank, a first monitoring instrument which is in signal transmission connection with the control terminal is arranged in the second aerobic tank, and an air outlet end of the first air blower is communicated with an aeration head through an aeration pipeline.
Preferably, the anoxic zone comprises an anoxic tank I and an anoxic tank II which are arranged side by side, a variable frequency stirrer III and a variable frequency stirrer IV are respectively arranged in the anoxic tank I and the anoxic tank II, and a monitoring instrument II which is in signal transmission connection with the control terminal is also arranged in the anoxic tank II.
Preferably, a first sludge reflux pump is arranged in the pre-sedimentation concentration tank, and the first sludge reflux pump is arranged in the pre-sedimentation concentration tank singly or in combination with a sludge suction machine.
Preferably, a second air blower and a third monitoring instrument connected with the control terminal in a signal transmission manner are installed in the conversion regulating tank, and an air outlet end of the second air blower is communicated with an aeration head through an aeration pipeline.
Preferably, the top of the secondary sedimentation tank is provided with a sludge scraping and sucking machine, the bottom of the secondary sedimentation tank is provided with a sludge discharge port, sludge is discharged to a sludge pump room through gravity and then discharged to the front end of the anoxic zone through a surplus sludge discharge pump and a sludge discharge pipe.
Preferably, the first sludge return pipe and the second sludge return pipe are respectively provided with a sludge regulation system and a carbon steady state regulation system on the pipe bodies.
Preferably, the first air blower is an aerobic aeration fan, an air outlet of the first air blower is provided with an air meter, the second air blower is a conversion adjusting area fan, and an air outlet of the second air blower is provided with an air adjusting valve.
The beneficial effects of the utility model are as follows:
1) The dephosphorization effect is good; in the activated sludge process, a certain amount of nitrate is carried by the external reflux of the activated sludge process, and the anaerobic phosphorus release process is influenced. Through the arrangement of pre-precipitation concentration and first sludge reflux, the nitrate content is very low, the influence on anaerobism can be avoided, a pre-anoxic zone is not required to be arranged, the tank capacity is saved, a certain internal carbon source storage is considered, the anaerobic HRT can be slightly reduced, and the adding amount of a dephosphorization medicament is reduced by 80% -100%;
2) The denitrification effect is excellent; the method has the advantages that the adverse effect on the solid load of the subsequent secondary sedimentation tank is caused by removing the sludge concentration in the anoxic zone, the reflux ratio of the second sludge can be further improved, the denitrification effect in the anoxic zone is improved, and the tank capacity is saved. After the hypoxia is carried out, the nitrate after complete nitrification enters the hypoxia to carry out denitrification, thereby avoiding the adverse effects of energy consumption and dissolved oxygen caused by backflow and avoiding the limitation of theoretical denitrification rate. The practical case proves that the stable lower than 10mg/L of the effluent TN at low temperature and the stable lower than 5mg/L of the normal effluent TN can be realized on the basis of the low carbon nitrogen ratio water quality of the influent COD/TN=2 and BOD/TN=4;
3) The sludge settleability is good; and an independent sludge pre-precipitation concentration zone is arranged at the rear end of the anoxic zone of the rear denitrification endogenous denitrification process to perform rapid solid-liquid separation, sludge with good sedimentation property is returned to the anaerobic zone to supplement the sludge concentration, the sludge with poor sedimentation property is discharged out of the system after being precipitated by the secondary sedimentation tank, and the biological reaction denitrification and dephosphorization capability and the solid-liquid separation capability are synchronously improved to play the advantages of the rear denitrification endogenous denitrification process.
Drawings
FIG. 1 is a schematic diagram of the structure of the present utility model.
In the figure: 1. lifting pumps, 2, an anaerobic tank I, 3, an anaerobic tank II, 4, an aerobic tank I, 5, an aerobic tank II, 6, an anoxic tank I, 7, an anoxic tank II, 8, a pre-sedimentation concentration tank, 9, a conversion regulating tank, 10, a secondary sedimentation tank, 11, a water inlet pipe for water inlet to the anaerobic tank, 12, a water distribution pipe for the conversion regulating tank to the secondary sedimentation tank, 13, a first sludge return pipe, 14, a second sludge return pipe, 15, a sludge regulation system, 16, a carbon steady-state regulation system, 17, a variable frequency mixer I, 18, a variable frequency mixer II, 19, a variable frequency mixer III, 20, a variable frequency mixer IV, 21, a first sludge return pump, 22, a monitoring instrument I, 23, a monitoring instrument II, 24, a monitoring instrument III, 25, a blower I, 26, a blower II, 27 and a control terminal.
Detailed Description
The following description of the embodiments of the present utility model will be made clearly and completely with reference to the accompanying drawings, in which it is apparent that the embodiments described are only some embodiments of the present utility model, but not all embodiments. All other embodiments, which can be made by those skilled in the art based on the embodiments of the utility model without making any inventive effort, are intended to be within the scope of the utility model.
Example 1
As shown in fig. 1, the advanced denitrification sewage treatment system for strengthening the pre-precipitation concentration of sludge comprises a sewage treatment system and a sludge reflux system, wherein the sewage treatment system comprises an anaerobic zone, an aerobic zone, an anoxic zone, a pre-precipitation concentration tank 8, a conversion regulating tank 9 and a secondary sedimentation tank 10, the anaerobic zone, the aerobic zone, the anoxic zone, the pre-precipitation concentration tank 8, the conversion regulating tank 9 and the secondary sedimentation tank 10 are sequentially communicated, a sludge regulating and controlling system 15 is arranged between the secondary sedimentation tank and the anoxic zone, and a carbon steady-state regulating and controlling system 16 is arranged between the pre-precipitation concentration tank 8 and the anaerobic zone;
depending on the direction of the water flow, the sludge return system comprises a first sludge return pipe 13 and a second sludge return pipe 14; the sludge reflux path of the second sludge reflux pipe 14 is the bottom of the tail end of the pre-sedimentation concentration tank 8, and the sludge reflux pipe 14 is used for refluxing to the front end of the anaerobic zone; the sludge reflux path of the first sludge reflux pipe 13 is the bottom of the tail end of the secondary sedimentation tank 10, is discharged to a sludge pump room through gravity, and then is refluxed to the front end of the anoxic zone by a sludge reflux pump and the first sludge reflux pipe 13.
Example two
In addition to all the technical features in the first embodiment, the present embodiment further includes:
the anaerobic zone comprises an anaerobic tank I2 and an anaerobic tank II 3 which are arranged side by side, the anaerobic tank I2 is communicated with the lifting pump 1 through a water inlet pipe 11 from the water inlet to the anaerobic tank, and a variable frequency stirrer I17 and a variable frequency stirrer II 18 are respectively arranged in the anaerobic tank I2 and the anaerobic tank II 3.
The aerobic zone comprises an aerobic tank I4 and an aerobic tank II 5 which are arranged side by side, a blower I25 is arranged in the aerobic tank I4, a monitoring instrument I22 which is in signal transmission connection with a control terminal 27 is arranged in the aerobic tank II 5, and an air outlet end of the blower I25 is communicated with an aeration head through an aeration pipeline.
The anoxic zone comprises an anoxic tank I6 and an anoxic tank II 7 which are arranged side by side, a variable frequency stirrer III 19 and a variable frequency stirrer IV 20 are respectively arranged in the anoxic tank I6 and the anoxic tank II 7, and a monitoring instrument II 23 which is in signal transmission connection with a control terminal 27 is also arranged in the anoxic tank II 7.
Example III
In addition to all the technical features in the first embodiment, the present embodiment further includes:
the first sludge reflux pump 21 is arranged in the pre-sedimentation concentration tank 8, and the first sludge reflux pump 21 is arranged in the pre-sedimentation concentration tank 8 alone or in combination with a sludge suction machine.
A second blower 26 and a third monitoring instrument 24 which is in signal transmission connection with a control terminal 27 are arranged in the conversion regulating tank 9, and the air outlet end of the second blower 26 is communicated with an aeration head through an aeration pipeline.
The top of the secondary sedimentation tank 10 is provided with a sludge scraping and sucking machine, the bottom is provided with a sludge discharge port, sludge is discharged to a sludge pump room through gravity, and then the sludge is discharged to the front end of the anoxic zone through a surplus sludge discharge pump and a sludge discharge pipe.
Example IV
A sewage treatment method for strengthening advanced denitrification of sludge pre-precipitation concentration takes a sewage treatment method of coupling MBR membrane separation by a segmented water inlet improved post-denitrification endogenous denitrification process as an example, and comprises a sewage treatment system, wherein the method comprises the following steps: 1. lifting pump, 2, anaerobic tank I, 3, anaerobic tank II, 4, aerobic tank I, 5, aerobic tank II, 6, anoxic tank I, 7, anoxic tank II, 8, pre-sedimentation concentration tank, 9, conversion regulating tank, 10, secondary sedimentation tank, 11, inlet water to anaerobic tank inlet pipe, 12, conversion regulating tank to secondary sedimentation tank water distribution pipe, 13, first sludge return pipe, 14, second sludge return pipe, 15, sludge regulation system, 16, carbon steady state regulation system, 17, variable frequency mixer I, 18, variable frequency mixer II, 19, variable frequency mixer III, 20, variable frequency mixer IV, 21, first sludge return pump, 22, monitoring instrument I, 23, monitoring instrument II, 24, monitoring instrument III, 25, blower I, 26, blower II, 27, control terminal
Step 1: after being lifted by the lifting pump 1, the sewage enters the first anaerobic tank 2;
step 2: the first sludge return pipe 14 returns to the first anaerobic tank 2, is mixed with raw water, and then enters the first anaerobic tank 2 and the second anaerobic tank 3 to perform synthesis of adsorbing COD and internal carbon sources, adsorption and hydrolysis of phosphorus accumulation, and cooperatively perform denitrification dephosphorization;
step 3: the effluent of the second anaerobic tank 3 enters the first aerobic tank 4 and the second aerobic tank 5, and the nitrification reaction is realized by combining the low-oxygen aeration control through the aerobic zone with shorter residence time, so that excessive carbon source loss and carbonization reaction are avoided;
step 4: the effluent of the first aerobic tank 4 and the second aerobic tank 5 enters the first anoxic tank 6 and the second anoxic tank 7, and is mixed with the return sludge of the second sludge return pipe 13, so that the sludge concentration of the subsequent links is improved, a carbon source is further provided for denitrification in the anoxic zone, denitrification and endogenous denitrification reactions are carried out, and nitrogen is removed;
step 5: the effluent of the anoxic tank I6 and the anoxic tank II 7 enters a pre-concentration sedimentation tank 8 for further solid-liquid separation and preliminary concentration. The concentrated sludge flows back to the carbon steady-state regulation and control system 16 through the first sludge return pipe 14, and is further lifted to the first anaerobic tank 2 by the pump, so that the sludge concentration of the system is supplemented. The sewage is discharged through the perforated pipe and enters the conversion regulating tank 9 for oxygen supplementing;
step 6: after the effluent of the conversion regulating tank 9 flows into the secondary sedimentation tank 10 and mud-water separation, part of sludge at the bottom is discharged to the sludge regulating system 15 by gravity through the first sludge return pipe 13, the subsequent pump is lifted and returned to the front end of the anoxic tank I6, and the residual sludge is discharged from the pump to the sludge discharge pipe.
In the above process:
the total hydraulic retention time of the biochemical tank is 11.2 hours, the hydraulic retention time of the anaerobic tank 2 is 1.4 hours, the hydraulic retention time of the anaerobic tank 3 is 1.4 hours, the hydraulic retention time of the aerobic tank 4-5 is 4.2 hours, the hydraulic retention time of the anoxic tank 6-7 is 4.2 hours, the hydraulic retention time of the pre-precipitation concentration tank 8 is 1.6 hours, and the retention time of the conversion regulating tank is 0.5 hours; the first sludge of the pre-sedimentation concentration tank 8 flows back to the front end of the anaerobic tank 2 with a reflux ratio of 50-150%, and the second sludge of the secondary sedimentation tank flows back to the front end of the anoxic tank 6 with a reflux ratio of 50-150%; the DO concentration at the end of the aerobic tank 5 is controlled at 2mg/L; the control range of MLSS of the anaerobic tank 2 and the aerobic tank 4-5 is 3500-4500 mg/L, the control range of MLSS of the anoxic tank 6-7 is 5500-6500 mg/L, and the control range of MLSS of the return sludge of the concentration area is about 8000 mg/L.
By the process treatment, the water quality data of inlet water and outlet water are as follows (the unit is mg/L):
| COD | TN | TP | NH 3 -N | |
| inflow of water | 352～426 | 51～72 | 4.7～6.2 | 43～56 |
| Effluent water | 15～21 | 3.2～7.6 | 0.12～0.25 | 1.6～3.1 |
The quality of the effluent is stable and superior to the national first-class A standard of emission standard, and especially the total nitrogen removal rate reaches 96%, and the sewage denitrification effect is obvious. And (3) adding a small amount of carbon source in the early domestication process, and running without adding the carbon source.
Example five
In addition to all the technical features in the fourth embodiment, this embodiment further includes:
the pipe bodies of the first sludge return pipe 13 and the second sludge return pipe 14 are respectively provided with a sludge regulation and control system 15 and a carbon steady-state regulation and control system 16, and the sludge regulation and control system 15 is responsible for intelligently regulating the reflux amount and the sludge concentration according to the front-end water quality condition and the anaerobic zone sludge condition, and the reflux amount regulation and control range is 50% -120%; the carbon steady-state regulation system 16 is responsible for flexibly regulating the reflux quantity according to the front-end carbon nitrogen ratio data, the data of the first sludge reflux pump 21 and the sludge concentration, and can supplement a small amount of high-quality carbon source reflux quantity by 50% -150%.
The first air blower 25 is an aerobic aeration fan, an air outlet of the first air blower 25 is provided with an air meter, the second air blower 26 is a conversion adjusting area fan, and an air outlet of the second air blower 26 is provided with an air adjusting valve.
Example six
Some 2 groups of sewage treatment devices are numbered A, B, the device A is an AAO process, and the device B is a pre-precipitation concentration post-denitrification endogenous denitrification process. The daily throughput of the two sets of device design is 100m 3 And/d, the effluent performs the first-level A standard. A. The total tank volume of the biochemical tank of the device B is 48.5m 3 The total residence time was 14.26 hours, wherein the cell capacities of the different functional areas of each device are shown in Table 1.
The device A operates in AAO mode, and the total reflux ratio is 300% -400%. The DO value of the aerobic zone is controlled to be 2.0-3.0 mg/L, the average sludge concentration is 4000mg/L, and the aeration gas-water ratio is 4:1 to 6:1. the device B operates in a post denitrification endogenous denitrification mode, the total reflux ratio is 150% -300%, and the first reflux and the second reflux are 75% -150% respectively. The DO value of the aerobic zone is controlled to be 1.5-2.5 mg/L, the average sludge concentration is 4000mg/L, the sludge concentration of the anoxic zone is 6000mg/L, and the aeration gas-water ratio is 3:1 to 4:1.
table 2 actual average Water quality (mg/L) of inlet and outlet of sewage plant
In the actual operation process, a small amount of carbon source is added into the device A, the water temperature of which is lower than 14 ℃, and no carbon source is added into the device B; the phosphorus removal agent (PAC) is added to the device A at 80mg/L, and the phosphorus removal agent (PAC) is added to the device B at 65mg/L. The operation result shows that under the condition of a certain total pool capacity, the COD, BOD, SS, TP of the device A and the device B have higher removal rates. Wherein the COD and BOD of the water discharged from the device A are slightly higher than those of the water discharged from the device B, and the SS of the water discharged from the device B is slightly higher than those of the device A, so that the water discharge standard requirement can be met.
In the aspect of nitrogen removal, according to manual detection data of along-the-way sampling, the end of the device A at the 3/4 position of the aerobic zone, ammonia nitrogen reaches the requirement of effluent quality, the internal reflux ratio is controlled to be about 300 percent, and the denitrification effect is general due to the influence of aerobic large-proportion reflux dissolved oxygen, so that the denitrification effect is good under the condition that a carbon source is not added in the whole normal temperature, and the standard can be reached after the carbon source is added at low temperature. The device B is arranged at the tail end of the aerobic zone, ammonia nitrogen meets the requirement of effluent quality, and the ammonia nitrogen removal effect is good; in the aspect of total nitrogen, denitrification and endogenous denitrification are carried out in an anoxic zone, the average value of total nitrogen in effluent is low, and the total nitrogen removal effect is good.
In terms of dephosphorization, both sets of devices require enhanced dephosphorization by chemical dephosphorization agents. The B device has smaller addition amount, and the biological dephosphorization effect is better than that of the A device, probably because of longer anaerobic residence time and denitrification dephosphorization effect.
Therefore, the device B has advantages in the aspects of denitrification and dephosphorization, and can ensure that the effluent ammonia nitrogen, TN and TP reach the standard under the conditions of no carbon source and little dephosphorization reagent.
Example seven
A sewage treatment plant adopts a pre-precipitation concentration post-denitrification endogenous denitrification process, and the daily treatment capacity is designed to be 10000m 3 And/d, the effluent performs local standard (class IV). The design water quality of the inlet and outlet water of the sewage plant is shown in table 1. The total tank capacity of the biochemical tank is 6360m 3 The total HRT is about 15 hours, the residence time of each function is shown in table 2, and the actual water quality of water entering and exiting is shown in table 3.
Table 1 shows the quality of water (mg/L)
TABLE 2 actual residence time for functional zones
TABLE 3 actual Water quality of incoming and outgoing Water (mg/L)
Working principle: and setting an independent sludge pre-precipitation concentration area for quick solid-liquid separation, and refluxing the sludge with good sedimentation to an anaerobic area for supplementing the sludge concentration. According to the method, the sludge pre-precipitation concentration area is arranged, the precipitation module is arranged in the sludge pre-precipitation concentration area, the sedimentation performance of the whole sludge in the biochemical pond is optimized, the sludge load of the secondary sedimentation pond is reduced, and the problems that the solid load of the secondary sedimentation pond is increased due to the fact that the high sludge reflux ratio and the sludge concentration gradient of the biochemical pond are increased, and then poor precipitation effect, upward movement of a sludge layer, sludge turning, sludge running and the like are possibly caused are solved.
It will be evident to those skilled in the art that the utility model is not limited to the details of the foregoing illustrative embodiments, and that the present utility model may be embodied in other specific forms without departing from the spirit or essential characteristics thereof. The present embodiments are, therefore, to be considered in all respects as illustrative and not restrictive, the scope of the utility model being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein. Any reference sign in a claim should not be construed as limiting the claim concerned.
Furthermore, it should be understood that although the present disclosure describes embodiments, not every embodiment is provided with a separate embodiment, and that this description is provided for clarity only, and that the disclosure is not limited to the embodiments described in detail below, and that the embodiments described in the examples may be combined as appropriate to form other embodiments that will be apparent to those skilled in the art.
Claims (9)
1. The utility model provides a intensive sludge pre-precipitation concentrated degree of depth denitrification sewage treatment system, includes sewage treatment system and mud return system, its characterized in that:
the sewage treatment system comprises an anaerobic zone, an aerobic zone, an anoxic zone, a pre-sedimentation concentration tank (8), a conversion regulating tank (9) and a secondary sedimentation tank (10), wherein the anaerobic zone, the aerobic zone, the anoxic zone, the pre-sedimentation concentration tank (8), the conversion regulating tank (9) and the secondary sedimentation tank (10) are sequentially communicated, a mud regulating and controlling system (15) is arranged between the secondary sedimentation tank and the anoxic zone, and a carbon steady-state regulating and controlling system (16) is arranged between the pre-sedimentation concentration tank (8) and the anaerobic zone;
the sludge reflux system comprises a first sludge reflux pipe (13) and a second sludge reflux pipe (14); the sludge reflux path of the second sludge reflux pipe (14) is the bottom of the tail end of the pre-sedimentation concentration tank (8), and the sludge reflux pipe (14) is used for refluxing to the front end of the anaerobic zone; the sludge reflux path of the first sludge reflux pipe (13) is the bottom of the tail end of the secondary sedimentation tank (10), is discharged to a sludge pump room through gravity, and then is refluxed to the front end of the anoxic zone by a sludge reflux pump and the first sludge reflux pipe (13).
2. The deep denitrification sewage treatment system according to claim 1, wherein: the anaerobic zone comprises an anaerobic tank I (2) and an anaerobic tank II (3) which are arranged side by side, the anaerobic tank I (2) is communicated with a lifting pump (1) through a water inlet pipe (11) from the anaerobic tank, and a variable frequency stirrer I (17) and a variable frequency stirrer II (18) are respectively arranged in the anaerobic tank I (2) and the anaerobic tank II (3).
3. The deep denitrification sewage treatment system according to claim 1, wherein: the aerobic zone comprises a first aerobic tank (4) and a second aerobic tank (5) which are arranged side by side, a first air blower (25) is arranged in the first aerobic tank (4), a first monitoring instrument (22) which is in signal transmission connection with a control terminal (27) is arranged in the second aerobic tank (5), and an air outlet end of the first air blower (25) is communicated with an aeration head through an aeration pipeline.
4. The deep denitrification sewage treatment system according to claim 1, wherein: the anaerobic zone comprises an anaerobic tank I (6) and an anaerobic tank II (7) which are arranged side by side, a variable frequency stirrer III (19) and a variable frequency stirrer IV (20) are respectively arranged in the anaerobic tank I (6) and the anaerobic tank II (7), and a monitoring instrument II (23) which is in signal transmission connection with a control terminal (27) is also arranged in the anaerobic tank II (7).
5. The deep denitrification sewage treatment system according to claim 1, wherein: the pre-sedimentation concentration tank (8) is internally provided with a first sludge reflux pump (21), and the first sludge reflux pump (21) is arranged in the pre-sedimentation concentration tank (8) singly or in combination with a sludge suction machine.
6. A deep denitrification sewage treatment system according to claim 3, wherein: a second air blower (26) and a third monitoring instrument (24) which is in signal transmission connection with a control terminal (27) are arranged in the conversion regulating tank (9), and an air outlet end of the second air blower (26) is communicated with an aeration head through an aeration pipeline.
7. The deep denitrification sewage treatment system according to claim 1, wherein: the top of the secondary sedimentation tank (10) is provided with a mud scraping and sucking machine, and the bottom is provided with a mud discharging port.
8. The deep denitrification sewage treatment system according to claim 7, wherein: and a sludge regulating and controlling system (15) and a carbon steady-state regulating and controlling system (16) are respectively arranged on the pipe bodies of the first sludge return pipe (13) and the second sludge return pipe (14).
9. The deep denitrification sewage treatment system according to claim 6, wherein: the first air blower (25) is an aerobic aeration fan, an air outlet of the first air blower (25) is provided with an air meter, the second air blower (26) is a conversion adjusting area fan, and an air outlet of the second air blower (26) is provided with an air adjusting valve.
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