CN1382648A - Process for treating city sewage by hydrolysis-anaerobic-anoxic-aerobic method - Google Patents
Process for treating city sewage by hydrolysis-anaerobic-anoxic-aerobic method Download PDFInfo
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- CN1382648A CN1382648A CN 02121357 CN02121357A CN1382648A CN 1382648 A CN1382648 A CN 1382648A CN 02121357 CN02121357 CN 02121357 CN 02121357 A CN02121357 A CN 02121357A CN 1382648 A CN1382648 A CN 1382648A
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Abstract
A process for treating the sewage in urban area integrates hydrolysis, anaerobic treating, anotix treating and aerobic treating, and features use of the volume calculation equiation for the nitrifying area, increasing sludge concentration, pumping sludge back and ultra-high flow. Its advantages are high P/C ratio and less possessed ground.
Description
Technical Field
The invention relates to the field of environmental protection, in particular to a method for biologically treating urban sewage by utilizing hydrolysis, anaerobic, anoxic and aerobic processes and simultaneously achieving the purposes of denitrification and dephosphorization.
Background
At present, the commonly adopted processes of the municipal sewage treatment plant are the traditional activated sludge method, the oxidation ditch method, the SBR method, the AB method and the like. Although the above technologies have proven to be effective in foreign water pollution control, they are not necessarily the most advanced technologies and are not necessarily all suitable for the national conditions of our country. For example, the SBR process of oxidation ditch and delayed aeration introduced abroad is mostly adopted at home at present, and the delayed aeration is a low-load process, so that the problem that whether the low-load activated sludge processis suitable for being popularized or not is worth striking in developing countries with insufficient resources and numerous population in China. Firstly, the tank volume and equipment of a low-load aeration tank are several times of those of a medium-load and high-load activated sludge process, so that the corresponding investment is several times higher; secondly, the delayed aeration adopts an aerobic stabilization method for the sludge, and the energy consumption is about 40 to 50 percent higher than that of the medium and high load activated sludge process. The increase in energy consumption not only increases the direct operating costs, but also increases the indirect investment. If the desulfurization investment of each kilowatt of power generation capacity needs 1000 dollars at present, the desulfurization investment for treating each ten thousand tons of sewage needs about 70 ten thousand yuan. If the desulfurization investment is 10 percent of the investment of the power station, the desulfurization investment is increasedThe investment of the added power plant is 700 ten thousand yuan, which is close to 50 percent of the investment of a sewage treatment unit (per m according to the current situation)3Sewage construction cost 1400 yuan). Therefore, from the sustainable development viewpointIn particular, the low-load process (oxidation ditch process, etc.) using the delayed aeration is not suitable for the situation in China.
The national environmental protection bureau puts forward the urban sewage treatment demonstration project which is suitable for the current national situation of China, is economical and applicable and has advanced process technology, and the following conditions are met: the investment per ton of water is low, the operating cost is low, and the operating cost per ton of water is controlled to be below 0.3 yuan; domestic equipment is adopted in the engineering, and a general contract is adopted to implement operation.
The existing physicochemical-biochemical process, hydrolysis-aerobic process, aeration biological filter, medium and high load aerobic process, anaerobic and aerobic treatment technology and other processes are all promising new processes, but need further improvement.
Disclosure of Invention
The invention aims to overcome the defects of large occupied area, large investment and high treatment cost of the conventional alternative oxidation ditch, and provides a municipal sewage treatment method which is small in occupied area, low in investment and low in operation cost and does not reduce the treatment effect.
The method of the invention comprises the following steps: a municipal sewage treatment method adopting hydrolysis-anaerobic-anoxic-aerobic processes is characterized by comprising the following steps:
(1) pretreatment of municipal sewage: when sewage passes through the grating, removing large sundries, lifting the sewage by a water inlet pump station, and then entering an aeration sand setting and oil removing tank to remove sand and floating oil in the sewage;
(2) biological treatment of urban sewage:
(2.1) the municipal sewage enters a hydrolysis tank
Intercepting non-dissolved organic matters of the urban sewage and gradually converting the non-dissolved organic matters into dissolved organic matters, so that the biodegradability of the sewage is improved, and the subsequent treatment is facilitated;
(2.2) the municipal sewage enters an anaerobic selective tank
The return sludge and the sewage are fully mixed, the activated sludge absorbs pollutants in a very short time, and because DO is less than 0.3mg/l, phosphorus-accumulating bacteria release phosphorus to carry out the first step of biological phosphorus removal;
(2.3) the municipal sewage enters an oxidation ditch or an aeration tank
The operation mode of the alternating type (three-ditch type) oxidation ditch or the aeration tank is divided into four stages: a, B, C, D;
a section A: sewage enters a ditch I which is in an anoxic state, denitrification is carried out, and nitrate nitrogen and a large amount of organic matters generated by nitrification in the upper stage are removed;
nitrifying the ditch II and the ditch III, oxidizing organic matters to convert nitrogen into nitrate nitrogen, and simultaneously absorbing a large amount of phosphorus by phosphorus accumulating bacteria; opening a water outlet weir in the channel III, and discharging the mixed liquid into a secondary sedimentation tank;
and B, section: sewage enters a ditch II, denitrification is carried out in the ditch II, nitrification is carried out in the ditch I and the ditch III, and mixed liquor enters a secondary sedimentation tank from the ditch III;
and C, section: sewage enters a ditch III, denitrification is carried out in the ditch III, nitrification is carried out in a ditch I and a ditch II, and mixed liquor enters a secondary sedimentation tank from the ditch I;
and D, section: the same as phase B, but the mixed liquid is discharged into a secondary sedimentation tank from a ditch I.
(3) The urban sewage enters a secondary sedimentation tank
And (3) carrying out sludge-water separation in the secondary sedimentation tank, discharging the supernatant into a river channel, pumping one part of sludge into the anaerobic tank through a backflow pump station to be mixed with inflow sewage, and pumping the other part of sludge into a sludge dewatering room for dewatering.
The method according to the invention is characterized in that in step (2), aiming at different situations of the inlet water, the A20 process is directly adopted when the BOD of the inlet water is lower than 150mg/l, and the method of a preposed hydrolysis tank is adopted when the BOD of the inlet water exceeds 150mg/l, thereby providing a flexible process solution.
The process according to the invention is characterized in that, in step (2.3), the nitrification zone volume is calculated using the new formula:
V1＝YQ(Lj-Lch)θ/Nwin the formula, V1: volume of nitration zone
Y: coefficient of sludge productivity
Lj: BOD of inlet water of nitrification zone
Lch: BOD of the effluent
θ: age of sludge
Nw: sludge concentration
According to the actual condition of the process, Lj takes the BOD of the inlet water of the nitrification area, and compared with the BOD of the inlet water taken by the original formula, the volume of the nitrification area is greatly reduced; at TNInto＝30mg/l、TNGo outIn the case of 12mg/l, N is assumedAmount of removalExcept for the requirement of cell synthesis (calculated by 5 percent of residual sludge), the nitrate nitrogen is completely converted into nitrate nitrogen, and the nitrate nitrogen is completely converted into nitrogen, so that the calculation shows that when the BOD of inlet water is 150mg/l, 40mg/l BOD is removed in the denitrification area, and 90mg/l BOD is removed in the nitrification area; i.e. under the condition of keeping other parameters unchanged, thetreatment capacity can be improved by 44.4 percent, and the corresponding energy consumption is increased by less than 20 percent.
The method is characterized in that in the step (2.3) and the step (3), the scheme that one oxidation ditch is provided with two sedimentation tanks is adopted, the sludge sedimentation performance is improved, the sludge concentration is increased, the sludge concentration can be increased from 4.5g/l to 8g/l, and the treatment capacity is directly increased. In the traditional activated sludge process design, the MLSS generally does not exceed 4.5g/l at most, and is mainly based on the following two points:
① to increase MLSS, the sludge reflux ratio must be increased correspondingly, the surface load of the secondary sedimentation tank is reduced, the retention time of the secondary sedimentation tank is prolonged, which requires the increase of the volume of the secondary sedimentation tank and the energy consumption of the reflux sludge, in order to minimize the total cost of manufacturing and operating costs, the reflux ratio is usually limited within 150%, usually, the concentration of the reflux sludge in the secondary sedimentation tank is 4-8g/l, if the maximum value is 8g/l, the MLSS is 4.8g/l when the reflux ratio is 150%.
② the nature of sewage and the working condition of the aeration tank have great influence on MLSS, if the sludge expansion is facilitated, the sludge index SVI is high, the concentration of the returned sludge is greatly reduced, and the MLSS cannot be too high.
The invention adopts the nitrification-denitrification process, nitrification-denitrification flora exists in the sludge, and the activated sludge forms obvious granular centers, has compact structure and lower SVI. In actual operation, the sludge concentration MLSS of the aeration tank can be stabilized at 4.5g/l-8g/l when the sludge reflux ratio is 100 percent and the concentration of the reflux sludge exceeds 13 g/l. Meanwhile, the preposed anaerobic selective tank can effectively prevent sludge from expanding. Therefore, the sludge concentration can be completely increased from 4.5g/l to 8 g/l. Thus, in the present invention, 4.5g/l to 8g/l of MLSS can be obtained.
The method is characterized in that in the step (3), the sludge is reversely pumped by 10 percent (when the content is higher than 10 percent, the phosphorus in the effluent exceeds the standard) to a water inlet area for anaerobic hydrolysis, so that the sludge yield is reduced, and the purpose of sludge reduction is achieved.
The method is characterized in that a process module combination technology is adopted in the process system design, different combinations can be adopted among process modules, the hydraulic conditions in the modules are designed according to the design flow rate of 1-3 times, the point is that the condition that the water inlet index of the current partial area is low or even ultra-low is mainly considered, and the process module combination design technology is adopted, so that the large flow rate is ensured to be processed at the current stage, and the long-term adaptability of the system is ensured.
The method is characterized in that a sludge fertilizer making technology is adopted in the process design, and the dewatered sludge is made into fertilizer for sale, so that the purposes of improving the sewage treatment capacity and saving the cost are achieved. Principle of process
The technological process of the invention adopts hydrolysis, anaerobic treatment, anoxic treatment and aerobic treatment, and pollutants such as BOD, total nitrogen, total phosphorus and the like are removed through nitrification and denitrification. The basic principle is as follows:
and (3) hydrolysis process: the hydrolysis (acidification) process controls the reaction before the hydrolysis and acidification stages of the anaerobic reaction are completed by controlling the hydraulic retention time HRT (2.5h-4h), and degrades solid, macromolecules and organic matters which are not easy to biodegrade into micromolecular organic matters which are easy to degrade by utilizing hydrolysis and acid-producing microorganisms, so that the sewage is treated in a subsequent aerobic treatment unit with less energy consumption and shorter retention time. The retention time of the hydrolysis reactor is only 2.5h, but COD and BOD5And SS removal rates are as high as 45.7%, 42.3% and 93%. Meanwhile, the biodegradability of the sewage is improved, and the volume of an activated sludge process aeration tank for subsequent treatment can be reduced by about 50 percent.
An anaerobic process: different from the complete anaerobic process, no oxygen is supplied in the anaerobic tank, DO is less than 0.3mg/l, so that the aerobic microorganisms in the activated sludge are in a depression state, and phosphorus accumulating bacteria release phosphorus stored in the body.
And (3) an anoxic process: DO is less than 0.5mg/l, BOD in the inlet water is used as a hydrogen donor (organic carbon source) due to the function of facultative denitrifying bacteria, nitrate nitrogen generated by nitrification in the previous period and nitrite nitrogen are reduced into nitrogen gas, the aim of denitrifying is achieved, and meanwhile, organic matters are decomposed, namely a denitrifying process. The reaction formula is as follows:
an aerobic process: oxidizing ammonia nitrogen under the conditions that DO is more than 2mg/l and the load of low BOD, also called the nitration process, and the reaction formula is as follows:
in the process, the phosphorus accumulating bacteria can adsorb a large amount of phosphorus by utilizing the generated energy and store the phosphorus in the body. Theoretically, 1mg of nitrate nitrogen needs 2.86mg BOD to be converted to nitrogen during denitrification. The influent sewage is partially hydrolyzed and acidified in the anaerobic selective tank under the action of facultative bacteria, so that the biodegradability of the sewage is changed, the BOD (biochemical oxygen demand) of the sewage is rapidly degraded and greatly increased, and the subsequent treatment is facilitated.
The attached drawing is a flow chart of the process.
Claims (7)
1. A municipal sewage treatment method adopting hydrolysis-anaerobic-anoxic-aerobic processes is characterized by comprising the following steps:
(1) pretreatment of municipal sewage: when sewage passes through the grating, removing large sundries, lifting the sewage by a water inlet pump station, and then entering an aeration sand setting and oil removing tank to remove sand and floating oil in the sewage;
(2) biological treatment of urban sewage:
(2.1) the municipal sewage enters a hydrolysis tank
Intercepting non-dissolved organic matters of the urban sewage and gradually converting the non-dissolved organic matters into dissolved organic matters, so that the biodegradability of the sewage is improved, and the subsequent treatment is facilitated;
(2.2) the municipal sewage enters an anaerobic selective tank
The return sludge and the sewage are fully mixed, the activated sludge absorbs pollutants in a very short time, and because DO is less than 0.3mg/l, phosphorus-accumulating bacteria release phosphorus to carry out the first step of biological phosphorus removal;
(2.3) the municipal sewage enters an oxidation ditch or an aeration tank
The operation mode of the alternate (two, three and four ditch type) oxidation ditch or aeration tank is divided into four stages: a, B, C, D;
a section A: sewage enters a ditch I which is in an anoxic state, denitrification is carried out, and nitrate nitrogen and a large amount of organic matters generated by nitrification in the upper stage are removed;
nitrifying the ditch II and the ditch III, oxidizing organic matters to convert nitrogen into nitrate nitrogen, and simultaneously absorbing a large amount of phosphorus by phosphorus accumulating bacteria; opening a water outlet weir in the channel III, and discharging the mixed liquid into a secondary sedimentation tank;
and B, section: sewage enters a ditch II, denitrification is carried out in the ditch II, nitrification is carried out in the ditch I and the ditch III, and mixed liquor enters a secondary sedimentation tank from the ditch III;
and C, section: sewage enters a ditch III, denitrification is carried out in the ditch III, nitrification is carried out in a ditch I and a ditch II, and mixed liquor enters a secondary sedimentation tank from the ditch I;
and D, section: the same as the phase B, but the mixed solution is discharged into a secondary sedimentation tank from the ditch I;
(3) the urban sewage enters a secondary sedimentation tank:
and (3) performing sludge-water separation in the secondary sedimentation tank, discharging the supernatant into a river channel, pumping one part of sludge to the anaerobic selective tank through the reflux pump station to be mixed with inflow sewage, and pumping the other part of sludge to a sludge dewatering room for dewatering.
2. The municipal sewage treatment method using hydrolysis-anaerobic-anoxic-aerobic process according to claim 1, wherein in the step (2), for the different cases of influent water, the following steps are adopted: in the influent BOD5When the concentration is lower than 150mg/l, the wastewater does not pass through the hydrolysis tank, and BOD is fed5Adopting a pre-hydrolysis tank when the concentration exceeds 150mg/lThe method provides a flexible process solution.
3. The municipal sewage treatment method using hydrolysis-anaerobic-anoxic-aerobic process according to claim 1, wherein in step (2.3), the volume of nitrification zone is calculated using the new formula:
V1＝YQ(Lj-Lch)θ/Nwin the formula, V1: volume of nitration zone
Y: coefficient of sludge productivity
Lj: BOD of inlet water of nitrification zone
Lch: BOD of the effluent
θ: age of sludge
Nw: sludge concentration
According to the actual condition of the process, Lj takes the BOD of the inlet water of the nitrification area, and compared with the BOD of the inlet water taken by the original formula, the volume of the nitrification area is greatly reduced; at TNInto＝30mg/l、TNGo outIn the case of 12mg/l, N is assumedAmount of removalAll the steps except for the step required for cell synthesis (5% of excess sludge)The nitrate nitrogen is converted into nitrate nitrogen, and the nitrate nitrogen is completely converted into nitrogen, and the calculation shows that when the BOD of the inlet water is 150mg/l, 40mg/l BOD is removed in the denitrification area, and 90mg/l BOD is removed in the nitrification area; i.e. under the condition of keeping other parameters unchanged, the treatment capacity can be improved by 44.4 percent, and the corresponding energy consumption is increased by less than 20 percent.
4. The municipal sewage treatment method using hydrolysis-anaerobic-anoxic-aerobic process according to claim 1, wherein in step (2.3) and step (3), the sludge sedimentation performance is improved by using a scheme of one oxidation ditch with two sedimentation tanks, thereby increasing the sludge concentration which can be increased from 4.5g/l to 8g/l, directly increasing the treatment capacity.
5. The municipal sewage treatment method by hydrolysis-anaerobic-anoxic-aerobic process according to claim 1, wherein in step (3), the sludge is pumped back to 10% (when the content is higher than 10%, the phosphorus in the effluent will exceed the standard) to the water intake area for anaerobic hydrolysis, thereby reducing the sludge yield and achieving the purpose of sludge reduction.
6. The municipal sewage treatment method using hydrolysis-anaerobic-anoxic-aerobic process according to claim 1, wherein a process module combination technique is adopted in the process system design, different combinations of the process modules are possible, the hydraulic conditions in the modules are designed according to the design flow rate of 1-3 times, which mainly considers the condition that the water inflow index of the current partial area is low or even ultra-low, and by adopting the process module combination design technique, the large flow rate treatment at the current stage is ensured, and the long-term adaptability of the system is ensured.
7. The method for treating municipal sewage by hydrolysis-anaerobic-anoxic-aerobic process according to claim 1, wherein the sludge-fertilizer technique is used in the process design to produce dewatered sludge into fertilizer for sale, thereby achieving the purpose of increasing sewage treatment capacity and saving cost.
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| CN1296297C (en) * | 2005-07-18 | 2007-01-24 | 武汉新天达美环境科技有限公司 | Deep cleaning treatment process for city effluent |
| CN1296293C (en) * | 2005-04-05 | 2007-01-24 | 太原理工大学 | Technique of biological treatment for wastewater of carbonization |
| CN1303013C (en) * | 2004-06-01 | 2007-03-07 | 同济大学 | Biological treating method for decreasing comprehensive toxic of urban waste water |
| CN100336744C (en) * | 2005-09-14 | 2007-09-12 | 哈尔滨工业大学 | Water influent allocation optimization method in segmental influent and biological denitrification process |
| CN100383065C (en) * | 2006-01-04 | 2008-04-23 | 天津大学 | Method for freeze-melt dehydration for sewage river sludge |
| CN100412009C (en) * | 2005-09-27 | 2008-08-20 | 中国矿业大学 | High efficiency nitrification process of biological sewage treatment |
| CN100450939C (en) * | 2006-12-07 | 2009-01-14 | 浙江省环境保护科学设计研究院 | Clearance blast aeration oxidation ditch sewage treatment technology |
| CN100522847C (en) * | 2004-09-16 | 2009-08-05 | 同济大学 | Physiochemical and biochemical interactive city sewage treating method |
| CN100548904C (en) * | 2007-06-07 | 2009-10-14 | 无锡市联创市政工程设计有限公司 | High-efficiency combined-building type raceway-shaped oxidation ditch |
| CN101792243A (en) * | 2010-04-12 | 2010-08-04 | 哈尔滨工业大学 | Two-stage biological selection denitrifying phosphorus and nitrogen removal sewage treatment device and method thereof |
| CN102079578A (en) * | 2010-12-23 | 2011-06-01 | 同济大学 | Method for quickly enriching phosphorus accumulating organisms (PAOs) in activated sludge |
| CN102344222A (en) * | 2010-07-29 | 2012-02-08 | 上海市政工程设计研究总院 | Oxidation ditch process with functions of preventing and controlling activated sludge bulking |
| CN103523924A (en) * | 2013-10-28 | 2014-01-22 | 清华大学深圳研究生院 | Sewage reinforced nitrogen and phosphorus removal method and system |
| CN107698025A (en) * | 2017-11-08 | 2018-02-16 | 中机国际工程设计研究院有限责任公司 | Integrated sewage water denitrification dephosphorization apparatus |
| CN110550843A (en) * | 2019-08-20 | 2019-12-10 | 四川大学 | First-level treatment system for domestic sewage |
| CN111039406A (en) * | 2019-12-30 | 2020-04-21 | 江苏汇合环保科技有限公司 | Domestic sewage treatment system with biological rotating disc integrated with denitrification and dephosphorization and treatment process thereof |
| CN112499913A (en) * | 2020-12-30 | 2021-03-16 | 魏一明 | Enhanced nitrogen and phosphorus removal domestic sewage treatment method |
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- 2002-06-17 CN CN 02121357 patent/CN1382648A/en active Pending
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| CN1303013C (en) * | 2004-06-01 | 2007-03-07 | 同济大学 | Biological treating method for decreasing comprehensive toxic of urban waste water |
| CN100522847C (en) * | 2004-09-16 | 2009-08-05 | 同济大学 | Physiochemical and biochemical interactive city sewage treating method |
| CN1296293C (en) * | 2005-04-05 | 2007-01-24 | 太原理工大学 | Technique of biological treatment for wastewater of carbonization |
| CN1296297C (en) * | 2005-07-18 | 2007-01-24 | 武汉新天达美环境科技有限公司 | Deep cleaning treatment process for city effluent |
| CN100336744C (en) * | 2005-09-14 | 2007-09-12 | 哈尔滨工业大学 | Water influent allocation optimization method in segmental influent and biological denitrification process |
| CN100412009C (en) * | 2005-09-27 | 2008-08-20 | 中国矿业大学 | High efficiency nitrification process of biological sewage treatment |
| CN100383065C (en) * | 2006-01-04 | 2008-04-23 | 天津大学 | Method for freeze-melt dehydration for sewage river sludge |
| CN100450939C (en) * | 2006-12-07 | 2009-01-14 | 浙江省环境保护科学设计研究院 | Clearance blast aeration oxidation ditch sewage treatment technology |
| CN100548904C (en) * | 2007-06-07 | 2009-10-14 | 无锡市联创市政工程设计有限公司 | High-efficiency combined-building type raceway-shaped oxidation ditch |
| CN101792243A (en) * | 2010-04-12 | 2010-08-04 | 哈尔滨工业大学 | Two-stage biological selection denitrifying phosphorus and nitrogen removal sewage treatment device and method thereof |
| CN102344222B (en) * | 2010-07-29 | 2015-02-18 | 上海市政工程设计研究总院 | Oxidation ditch process with functions of preventing and controlling activated sludge bulking |
| CN102344222A (en) * | 2010-07-29 | 2012-02-08 | 上海市政工程设计研究总院 | Oxidation ditch process with functions of preventing and controlling activated sludge bulking |
| CN102079578A (en) * | 2010-12-23 | 2011-06-01 | 同济大学 | Method for quickly enriching phosphorus accumulating organisms (PAOs) in activated sludge |
| CN103523924A (en) * | 2013-10-28 | 2014-01-22 | 清华大学深圳研究生院 | Sewage reinforced nitrogen and phosphorus removal method and system |
| CN107698025A (en) * | 2017-11-08 | 2018-02-16 | 中机国际工程设计研究院有限责任公司 | Integrated sewage water denitrification dephosphorization apparatus |
| CN107698025B (en) * | 2017-11-08 | 2023-06-02 | 中机国际工程设计研究院有限责任公司 | Integrated sewage denitrification and dephosphorization device |
| CN110550843A (en) * | 2019-08-20 | 2019-12-10 | 四川大学 | First-level treatment system for domestic sewage |
| CN110550843B (en) * | 2019-08-20 | 2022-03-11 | 四川大学 | Domestic sewage treatment system |
| CN111039406A (en) * | 2019-12-30 | 2020-04-21 | 江苏汇合环保科技有限公司 | Domestic sewage treatment system with biological rotating disc integrated with denitrification and dephosphorization and treatment process thereof |
| CN112499913A (en) * | 2020-12-30 | 2021-03-16 | 魏一明 | Enhanced nitrogen and phosphorus removal domestic sewage treatment method |
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