CN113104961B - Real-time aeration accurate control method based on activated sludge treatment sewage process - Google Patents
Real-time aeration accurate control method based on activated sludge treatment sewage process Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 64
- 238000005273 aeration Methods 0.000 title claims abstract description 47
- 239000010865 sewage Substances 0.000 title claims abstract description 46
- 239000010802 sludge Substances 0.000 title claims abstract description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 163
- QVGXLLKOCUKJST-UHFFFAOYSA-N atomic oxygen Chemical compound [O] QVGXLLKOCUKJST-UHFFFAOYSA-N 0.000 claims abstract description 120
- 239000001301 oxygen Substances 0.000 claims abstract description 120
- 229910052760 oxygen Inorganic materials 0.000 claims abstract description 119
- 230000014759 maintenance of location Effects 0.000 claims abstract description 17
- 238000012821 model calculation Methods 0.000 claims abstract description 16
- -1 period Chemical class 0.000 claims abstract description 4
- 230000001105 regulatory effect Effects 0.000 claims abstract description 4
- XKMRRTOUMJRJIA-UHFFFAOYSA-N ammonia nh3 Chemical compound N.N XKMRRTOUMJRJIA-UHFFFAOYSA-N 0.000 claims description 22
- OAICVXFJPJFONN-UHFFFAOYSA-N Phosphorus Chemical compound [P] OAICVXFJPJFONN-UHFFFAOYSA-N 0.000 claims description 13
- 238000012937 correction Methods 0.000 claims description 13
- 229910052698 phosphorus Inorganic materials 0.000 claims description 13
- 239000011574 phosphorus Substances 0.000 claims description 13
- 239000000126 substance Substances 0.000 claims description 12
- 238000004364 calculation method Methods 0.000 claims description 9
- 244000005700 microbiome Species 0.000 claims description 9
- 238000012546 transfer Methods 0.000 claims description 7
- 239000007788 liquid Substances 0.000 claims description 6
- 238000013178 mathematical model Methods 0.000 claims description 6
- 230000007246 mechanism Effects 0.000 claims description 5
- 239000000203 mixture Substances 0.000 claims description 4
- 238000009792 diffusion process Methods 0.000 claims description 3
- 238000005096 rolling process Methods 0.000 claims description 3
- VHUUQVKOLVNVRT-UHFFFAOYSA-N Ammonium hydroxide Chemical compound [NH4+].[OH-] VHUUQVKOLVNVRT-UHFFFAOYSA-N 0.000 claims description 2
- 101100436077 Caenorhabditis elegans asm-1 gene Proteins 0.000 claims description 2
- 101100436078 Caenorhabditis elegans asm-2 gene Proteins 0.000 claims description 2
- 101100436085 Caenorhabditis elegans asm-3 gene Proteins 0.000 claims description 2
- 101100204282 Neurospora crassa (strain ATCC 24698 / 74-OR23-1A / CBS 708.71 / DSM 1257 / FGSC 987) Asm-1 gene Proteins 0.000 claims description 2
- 239000007789 gas Substances 0.000 claims 1
- 229920006395 saturated elastomer Polymers 0.000 claims 1
- 238000005265 energy consumption Methods 0.000 abstract description 7
- 201000004569 Blindness Diseases 0.000 abstract description 2
- 230000000694 effects Effects 0.000 description 5
- 241000894006 Bacteria Species 0.000 description 4
- 230000009603 aerobic growth Effects 0.000 description 3
- 230000007321 biological mechanism Effects 0.000 description 3
- 230000033228 biological regulation Effects 0.000 description 3
- 238000007664 blowing Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 239000003344 environmental pollutant Substances 0.000 description 2
- 230000012010 growth Effects 0.000 description 2
- 230000000737 periodic effect Effects 0.000 description 2
- 231100000719 pollutant Toxicity 0.000 description 2
- 230000035945 sensitivity Effects 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 239000002699 waste material Substances 0.000 description 2
- 238000013528 artificial neural network Methods 0.000 description 1
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- 230000031018 biological processes and functions Effects 0.000 description 1
- 230000001276 controlling effect Effects 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000000855 fermentation Methods 0.000 description 1
- 230000004151 fermentation Effects 0.000 description 1
- 229910017053 inorganic salt Inorganic materials 0.000 description 1
- 230000004060 metabolic process Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 230000001546 nitrifying effect Effects 0.000 description 1
- 229910052757 nitrogen Inorganic materials 0.000 description 1
- IJGRMHOSHXDMSA-UHFFFAOYSA-N nitrogen Substances N#N IJGRMHOSHXDMSA-UHFFFAOYSA-N 0.000 description 1
- 239000005416 organic matter Substances 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
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- 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
- C02F3/02—Aerobic processes
- C02F3/12—Activated sludge processes
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- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F2209/00—Controlling or monitoring parameters in water treatment
- C02F2209/02—Temperature
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- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F2209/00—Controlling or monitoring parameters in water treatment
- C02F2209/06—Controlling or monitoring parameters in water treatment pH
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- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F2209/00—Controlling or monitoring parameters in water treatment
- C02F2209/08—Chemical Oxygen Demand [COD]; Biological Oxygen Demand [BOD]
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- C—CHEMISTRY; METALLURGY
- C02—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F—TREATMENT OF WATER, WASTE WATER, SEWAGE, OR SLUDGE
- C02F2209/00—Controlling or monitoring parameters in water treatment
- C02F2209/14—NH3-N
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- C02F2209/00—Controlling or monitoring parameters in water treatment
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- Y02W—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO WASTEWATER TREATMENT OR WASTE MANAGEMENT
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Abstract
The invention discloses a real-time aeration accurate control method in a sewage treatment process based on activated sludge, which is used for aerobic treatmentIn the process of treating sewage by the reaction tank, time division points are set according to the fluctuation range of water inlet water data and the hydraulic retention time, and the time length between two adjacent time division points is a stage time period ti(ii) a According to the data transmitted to the model calculation module by the sensors in each stage time period, the concentration S of the dissolved oxygen required by the aerobic reaction tank is calculatedO，set，i(ii) a At a cycle time TjAt intervals, the dissolved oxygen concentration S of each stage time periodO，set，iConverting into the required blast air supply G of the aerobic reaction tankjThe aeration air quantity of the blower is regulated and controlled by the control execution module; the invention overcomes the roughness and blindness of aeration air volume adjustment in sewage treatment, can dynamically calculate the currently required dissolved oxygen concentration of the aerobic reaction tank in real time, realizes aeration according to requirements, and saves energy consumption under the conditions of ensuring that the effluent reaches the standard and a biochemical treatment system is stable.
Description
(I) technical field
The invention relates to the field of aeration of sewage treatment, in particular to a real-time aeration accurate control method based on an activated sludge sewage treatment process.
(II) background of the invention
The activated sludge process is a typical biological treatment method, is a mainstream sewage treatment mode widely adopted by municipal sewage plants at present, and has the basic principle that the metabolism of activated sludge microorganisms is utilized to decompose, absorb or adsorb pollutants in sewage so as to finally realize the processes of removing the pollutants and purifying water quality.
The aeration link is the core link of the sewage treatment plant, on one hand, the activated sludge microorganism can maintain the requirement of self growth and propagation only under the condition of proper dissolved oxygen, and then a series of denitrification and dephosphorization processes are completed, so that the effluent is discharged up to the standard; on the other hand, the suspension in the tank can be prevented from sinking, and the contact of the organic matters in the tank with activated sludge microorganisms and dissolved oxygen can be enhanced. The aeration process is a main energy consumption unit of the sewage treatment plant, and the power consumption of aeration accounts for more than 60 percent of the total power consumption of the sewage treatment plant. Therefore, the method has important significance for improving the sewage treatment efficiency and realizing the energy-saving and consumption-reducing operation of the sewage treatment plant by accurately controlling the aeration in the sewage treatment process.
At present, a plurality of aeration control modes such as constant value control, artificial experience control, fuzzy control, neural network control and the like exist, most core models of the aeration control modes are empirical formulas, biological mechanism models are lacked or the models are not perfect, and problems such as aeration lag, unreasonable aeration, frequent regulation and control and the like exist, so that resource waste is caused. Therefore, it is necessary to develop a real-time aeration accurate control method of the activated sludge process based on a biological mechanism model.
Disclosure of the invention
The invention aims to provide a real-time aeration accurate control method in a sewage treatment process based on activated sludge, which can dynamically and accurately calculate and predict the air supply quantity required by an aerobic reaction tank in real time according to the information of water inlet quantity, water inlet quality, dissolved oxygen in inlet water, dissolved oxygen in tank, temperature in tank, water outlet quantity and dissolved oxygen in outlet water, adjust a blower according to the air supply quantity, aerate on time according to needs, and stably reach the standard of outlet water, and solve the problems of imperfect biological mechanism, unreasonable aeration, rough control, frequent regulation and control of the blower, overhigh energy consumption and resource waste in the existing aeration model.
The technical scheme adopted by the invention is as follows:
the invention provides a real-time aeration accurate control method based on an activated sludge sewage treatment process, which comprises the following steps:
the method comprises the following steps: the sewage treatment device comprises an aerobic reaction tank, an air blower for aerating the aerobic reaction tank, a model calculation module and an execution control module, wherein aerobic activated sludge is inoculated in the aerobic reaction tank;
the water inlet end, the reaction tank and the water outlet end of the aerobic reaction tank are respectively provided with a sensor for measuring the water inlet amount, the water inlet quality, the water inlet dissolved oxygen, the dissolved oxygen in the reaction tank, the temperature in the reaction tank, the water outlet amount, the water outlet quality and the water outlet dissolved oxygen in real time; the sensor is in circuit connection with the model calculation module; the model calculation module is in circuit connection with the execution control module; the execution control module is connected with the blower circuit;
step two: in the process of treating sewage in the aerobic reaction tank, time division points are set according to the fluctuation range of water inlet water-based data and the hydraulic retention time, and the time length between two adjacent time division points is a stage time period ti(ii) a According to the data of the water inlet amount, the water inlet quality, the dissolved oxygen in the water inlet, the dissolved oxygen in the pool, the temperature in the pool, the water outlet amount and the dissolved oxygen in the water outlet, which are transmitted to the model calculation module by the sensors in each stage time period, and the stage time tiFor intervals, the dissolved oxygen concentration S required by the aerobic reaction tank is calculated by the mathematical mechanism model of the formula (1) in each stage time periodO,set,i；
The time division points are set as follows:
setting a time boundary point according to a fluctuation range of water inlet water data: in the process of treating sewage in the aerobic reaction tank, firstly setting the fluctuation range of the water inlet data, taking the time point when the normal operation stage starts as a first time division point, and recording the water inlet data under the first time division point; when the variation of any water inlet data between any water inlet data and the previous time demarcation point at a certain moment exceeds the fluctuation range, marking the moment as a new time demarcation point;
setting a time dividing point according to the hydraulic retention time HRT of the aerobic reaction tank:
starting from the ith time division point, setting the time point of the ending of the hydraulic retention time as a new time division point;
formula (1)
In the above formula (1), QinIs the water inlet flow (L/min), SO,inThe content of dissolved oxygen (mg/L) in inlet water, and V is the volume (m) of the aerobic reaction tank3) Alpha is the total mass transfer coefficient correction coefficient (dimensionless) of oxygen in sewage, KLa(20)The total mass transfer coefficient of oxygen when the water temperature is 20 ℃, and beta is the saturation of dissolved oxygen in the sewageValue correction coefficient (dimensionless), ρ is pressure correction coefficient (dimensionless), SO,satThe average value (mg/L) of the dissolved oxygen saturation concentration of the mixed liquid in the aerobic reaction tank is SoThe average dissolved oxygen concentration (mg/L) of the mixed liquid in the aerobic reaction tank is shown, 1.024 is a temperature coefficient (dimensionless), T is an actual water temperature (DEG C), F is a blockage coefficient (dimensionless) of aeration diffusion equipment, Q isoutIs the water outlet flow (L/min), SO,outIs the content of dissolved oxygen (mg/L) in effluent water, RrThe rate of consumption of dissolved oxygen for the microorganism (mg/(L. min));
step three: at a cycle time TjFor intervals of time T of each cyclejInternally calculating once, and calculating the dissolved oxygen concentration S of each stage time section obtained in the step two through the following formula (2)O,set,iConverting into the required blast air supply G of the aerobic reaction tankjAccording to the required air supply amount G of the aerobic reaction tankjThe aeration air quantity of the blower is regulated and controlled by the control execution module; the period time TjThe hydraulic retention time HRT in the aerobic reaction tank is divided into a plurality of stage time periods tiComposition is carried out; the period time TjTaking the first time demarcation point as the starting time, taking the corresponding time demarcation point when the hydraulic retention time is finished as the ending time, then taking the second time demarcation point as the starting time, entering the next period time, and performing rolling circulation;
in the above formula (2), V is the aerobic reaction tank volume (m)3)，tiDuration of i-th stage (min), SO,set,iThe concentration (mg/L) of dissolved oxygen required by the aerobic reaction tank in the i stage, TjIs the duration (min) of the j-th period, and omega is the mass fraction (kg/m) of oxygen in the air3)，EAOxygen utilization efficiency (%).
In the formula (1) of the present invention, α, KLa(20)Beta, rho and F are all constants; kLa(20)The values of various sewage plants influenced by blowers, aeration equipment, etcNor too much; sewage plants are typically tested before operation, and the testing methods are also well known. ρ is a pressure correction coefficient, where ρ is the actual pressure (Pa)/1.013 × 10^5 of the location. α, β, F are coefficients, empirical reference values. Alpha is usually 0.4 to 0.8, beta is usually 0.70 to 0.98, and F is usually 0.65 to 0.9.
In formula (2) of the present invention, ω is the volume fraction of oxygen in air, and the density of oxygen is. Preferably, the volume fraction of oxygen in air is 21% and the density of oxygen is 1.331kg/m3(20℃)。EAIs supplied by the manufacturer of the blower.
Invention phase time period tiAnd a period TjBoth represent the time length value between two time division points, the period time period TjBy several phase periods tiComposition is carried out; period of time t of phaseiIs a variable value and represents the duration t between two time dividing points before and after the ith stagei(ii) a Periodic time period TjIs a fixed value and represents the duration length T between two time division points before and after the j stagejNamely the hydraulic retention time HRT in the aerobic reaction tank.
The water quality of the inlet water comprises the total chemical oxygen demand COD of the inlet water and the ammonia nitrogen NH of the inlet water4Four indexes of-N value, total phosphorus TP value of inlet water and pH value of inlet water, a total Chemical Oxygen Demand (COD) sensor and ammonia Nitrogen (NH) are arranged at the water inlet end of the aerobic reaction tank4 +The system comprises an N sensor, a total phosphorus TP sensor and a pH sensor, wherein the N sensor, the total phosphorus TP sensor and the pH sensor are used for respectively measuring four indexes of the water quality of inlet water in real time; the effluent quality comprises effluent ammonia nitrogen NH4The value of-N (used for monitoring whether the treated water reaches the standard) and the water outlet end of the aerobic reaction tank is provided with ammonia nitrogen NH4-N sensors.
The water inlet data of the invention comprises the water inlet amount, the total chemical oxygen demand COD of the inlet water and the ammonia nitrogen NH of the inlet water4 +Measuring data of four indexes of an N value and a total phosphorus TP value of inlet water, wherein the four indexes are respectively provided with corresponding fluctuation amplitudes (marked as x%); when the total chemical oxygen demand of the inlet water quantity and the inlet water between a certain time and the previous time division pointMeasuring COD variable quantity and inflow ammonia nitrogen NH4 +And when any one of the N value variation and the inlet water total phosphorus TP value variation exceeds the corresponding fluctuation amplitude, setting a new time division point and regarding as entering the next new stage. The fluctuation range is determined by x% based on the sensitivity of the inlet water quality to dissolved oxygen, and the value of x% differs depending on the accuracy of determining dissolved oxygen. For example, dissolved oxygen accuracy is determined to be 0.3, then x% is set: water amount of 12.1%, COD of 30.3%, NH4 +14.3% for-N and 100% for TP.
According to the invention, water quantity Q sensors are respectively arranged at the water inlet end and the water outlet end of the aerobic reaction tank, so that the water inlet quantity and the water outlet quantity of the aerobic reaction tank can be respectively measured in real time; dissolved oxygen DO sensors are respectively arranged at the water inlet end, the reaction tank and the water outlet end of the aerobic reaction tank, so that the dissolved oxygen content of inlet water, the dissolved oxygen content of reaction tank and the dissolved oxygen content of outlet water of the aerobic reaction tank can be respectively measured in real time.
Further, the rate R of consumption of dissolved oxygen by said microorganismsrThe calculation of (a) can be calculated by adopting the conventional method, for example, the simulation calculation is carried out by adopting the activated sludge mathematical model proposed by the international water quality association, and the activated sludge mathematical model proposed by the international water quality association comprises an ASM1 model, an ASM2 model, an ASM2D model and an ASM3 model.
Rate of consumption of dissolved oxygen R by said microorganismrThe calculation equation of (a) is as follows:
wherein, the meaning of the parameters in the formula is shown in the following table:
compared with the prior art, the invention has the beneficial effects that:
1. the invention determines the air supply amount of the blast air required by the aerobic reaction tank based on a mathematical mechanism model, and overcomes the roughness and blindness of the aeration air amount regulation of sewage treatment.
2. The invention carries out the staged and periodic calculation of the treatment process according to the time dimension, and overcomes the problems of large lag and frequent adjustment in the aeration control process.
3. According to the dynamic change of the water quality and the water quantity and the state of the aerobic reaction tank, the invention can dynamically calculate the currently required dissolved oxygen concentration of the aerobic reaction tank in real time, realize aeration according to requirements and save energy consumption under the conditions of ensuring that the effluent reaches the standard and a biochemical treatment system is stable.
(IV) description of the drawings
FIG. 1 is a schematic view of a control process of the real-time aeration precise control method in the activated sludge based sewage treatment process of the present invention;
FIG. 2 is a phase time period t of an embodiment of the present inventioniAnd a period TjIn the figure, "■" represents the time boundary point set by the fluctuation of the feed water quality data, and "●" represents the time boundary point set by the hydraulic retention time HRT of the aerobic reaction tank.
FIG. 3 is a diagram showing the effect of dissolved oxygen control in a sewage treatment plant, wherein A employs constant dissolved oxygen control by aeration, and B employs real-time aeration to precisely control the effect of dissolved oxygen.
(V) detailed description of the preferred embodiments
The invention will be further described with reference to specific examples, but the scope of the invention is not limited thereto:
example 1:
1. schematic control process
FIG. 1 is a schematic diagram of a control process of a real-time aeration accurate control method in an activated sludge treatment sewage process, wherein a sewage treatment device comprises an aerobic reaction tank 1, an air blower 7 for aerating the aerobic reaction tank 1, a water inlet sensor 2, a tank sensor 3, a water outlet sensor 4, a model calculation module 5 and an execution control module 6; the water inlet sensor 2, the in-tank sensor 3 and the water outlet sensor 4 are all in circuit connection with the model calculation module 5; the model calculation module 5 is in circuit connection with the execution control module 6; the execution control module 6 is electrically connected with the blower 7.
The water inlet sensor 2 is arranged at the inlet end of the aerobic reaction tank 1 and comprises a water inlet quantity Q sensor, a water inlet dissolved oxygen DO sensor, a water inlet total Chemical Oxygen Demand (COD) sensor and a water inlet ammonia Nitrogen (NH)4 +an-N sensor, a feed water total phosphorus TP sensor, a feed water pH sensor and the like. The sensor 3 is arranged in the pool of the aerobic reaction pool 1 and comprises a dissolved oxygen DO sensor in the pool, a temperature T sensor in the pool and the like. The water outlet sensor 3 is arranged at the outlet end of the aerobic reaction tank 1 and comprises a water outlet quantity Q sensor, a water outlet dissolved oxygen DO sensor and a water outlet ammonia nitrogen NH sensor4 +-N sensors, etc. The water intake sensor 2, the in-tank sensor 3 and the water output sensor 4 all transmit the acquired data to the model calculation module 5.
The model calculation module 5 calculates the air blowing and air supply amount G needed by the aerobic reaction tank through a mathematical mechanism model according to the data acquired by the sensorjAnd the required blast air supply amount G of the aerobic reaction tankjTo the control execution module 6.
2. The dissolved oxygen concentration required by the aerobic reaction tank in each stage time period
In the process of treating sewage in the aerobic reaction tank, time division points are set according to the fluctuation range of water inlet water-based data and the hydraulic retention time, and the time length between two adjacent time division points is a stage time period ti(ii) a According to the data of the water inlet amount, the water inlet quality, the dissolved oxygen in the water inlet, the dissolved oxygen in the pool, the temperature in the pool, the water outlet amount and the dissolved oxygen in the water outlet, which are transmitted to the model calculation module by the sensors in each stage time period, and the stage time tiFor intervals, the dissolved oxygen concentration S required by the aerobic reaction tank is calculated by the mathematical mechanism model of the formula (1) in each stage time periodO,set,i；
The time division points are set as follows:
setting a time boundary point according to a fluctuation range of water inlet water data: in the process of treating sewage in the aerobic reaction tank, firstly setting the fluctuation amplitude x% of the water inlet data (for example, initially setting the fluctuation amplitude x% to 10%, and adjusting the fluctuation amplitude according to the water outlet condition of an actual sewage plant in the operation process), taking the time point when the normal operation stage starts as a first time demarcation point, and recording the water inlet data under the first time demarcation point; when the variation of the inlet water quality data between any inlet water quality data and the previous time demarcation point at a certain moment exceeds the fluctuation range x%, the moment is used as a new time demarcation point; the fluctuation range is determined by x% based on the sensitivity of the feed water quality to dissolved oxygen, and the value of x% differs depending on the accuracy of the determination of dissolved oxygen.
For example, the fluctuation range x% of the inlet water quality data comprises the fluctuation range of the inlet water quality data, the fluctuation range of the inlet water total Chemical Oxygen Demand (COD) data, and the inlet water ammonia Nitrogen (NH)4 +The fluctuation range of the N value data and the fluctuation range of the water inlet total phosphorus TP value data are 4 indexes. For example, the fluctuation range of the inflow water quantity Q is set to be 12.1 percent, the fluctuation range of the total chemical oxygen demand COD of the inflow water is set to be 30.3 percent, and the ammonia nitrogen NH of the inflow water4 +The fluctuation range of-N is 14.3%, and the fluctuation range of total phosphorus TP of inlet water is 100%. When the variation of the inlet water quantity Q, the variation of the total chemical oxygen demand COD and the inlet ammonia nitrogen NH are between a certain moment and the previous time division point4 +And when any one of the N value variation and the inlet water total phosphorus TP value variation exceeds the corresponding fluctuation amplitude, setting a new time division point and regarding as entering the next new stage time period.
Setting a time dividing point according to the hydraulic retention time HRT of the aerobic reaction tank:
starting from the ith time division point, and taking the time point when the hydraulic retention time is finished as a new time division point;
formula (1):
in the above formula (1), QinIs the water inlet flow (L/min), SO,inThe content of dissolved oxygen (mg/L) in inlet water, and V is the volume (m) of the aerobic reaction tank3) And alpha is the total mass transfer coefficient correction system of oxygen in sewageNumber (dimensionless), KLa(20)Is the total oxygen mass transfer coefficient when the water temperature is 20 ℃, beta is the dissolved oxygen saturation value correction coefficient (dimensionless) in the sewage, rho is the pressure correction coefficient (dimensionless), 1.024 is the temperature coefficient (dimensionless), T is the actual water temperature (DEG C), S is the total oxygen mass transfer coefficient (dimensionless), beta is the dissolved oxygen saturation value correction coefficient (dimensionless) in the sewage, beta is the pressure correction coefficient (dimensionless), 1.024 is the actual water temperature (DEG C)O,satThe average value (mg/L) of the dissolved oxygen saturation concentration of the mixed liquid in the aerobic reaction tank is SoThe average value (mg/L) of the dissolved oxygen concentration of the mixed liquid in the aerobic reaction tank, F is the blockage coefficient (dimensionless) of the aeration diffusion equipment, and QoutIs the water outlet flow (L/min), SO,outIs the content of dissolved oxygen (mg/L) in effluent water, RrThe rate of consumption of dissolved oxygen for the microorganism (mg/(L. min));
in the above formula, α, KLa(20)Beta, rho and F are all constants; kLa(20)The numerical values of various sewage plants are not different under the influence of a blower, aeration equipment and the like; sewage plants are typically tested before operation, and the testing methods are also well known. ρ is a pressure correction coefficient, where ρ is the actual pressure (Pa)/1.013 × 10^5 of the location. α, β, F are coefficients, empirical reference values. Alpha is usually 0.4 to 0.8, beta is usually 0.70 to 0.98, and F is usually 0.65 to 0.9.
Rate of consumption of dissolved oxygen by microorganisms RrThe calculation of (2) is obtained by adopting an activated sludge mathematical model proposed by the International Water quality Association to carry out simulation calculation. In this example, the mathematical model of activated sludge can be ASM2D model, and there are 5 biological processes related to dissolved oxygen in ASM2D model, each of which is based on S-based heterotrophic bacteriaFThe aerobic growth process and the heterotrophic bacteria are based on SAAerobic growth process of phosphorus accumulating bacteria XPPThe aerobic storage process, the aerobic growth process of the phosphorus-accumulating bacteria and the aerobic growth of the nitrifying bacteria, and the specific consumption rate R of the dissolved oxygenrThe calculation equation of (a) is as follows:
wherein, the meaning of each parameter in the formula is shown in the following table:
in the above table, SFDenotes fermentable, readily biodegradable organic matter, SPO4Denotes a soluble inorganic salt, SADenotes the fermentation product.
SFThe COD value measured by the influent total chemical oxygen demand COD sensor is multiplied by a proportionality coefficient fSFObtaining;
SPO4multiplying TP value measured by water inlet total phosphorus TP sensor by proportionality coefficient fSPOObtaining;
SAthe COD value measured by the influent total chemical oxygen demand COD sensor is multiplied by a proportionality coefficient fSAObtaining;
wherein the proportionality coefficient fSF、fSPO、fSAA constant determined according to the actual of different sewage plants is small in the amount of change in the actual sewage treatment process, so that they can be set to a fixed value at the time of calculation.
The stoichiometric coefficient and the kinetic parameter can be determined according to the actual conditions of different sewage plants by referring to typical values; particulate component XPAOAnd XHThe method can be used for experimental determination by adopting a respirometry method; the soluble component is directly or indirectly acquired according to the data of the sensor.
3. The air blowing air supply quantity G required by the aerobic reaction tank in each period time periodj
At a cycle time TjFor intervals of time T of each cyclejInternally calculating once, and obtaining each stage time period t obtained in the step two through a formula (2)iDissolved oxygen concentration S ofO,set,iConverting the air quantity into the air supply quantity G required by the aerobic reaction tank through a formula (2)jAccording to the required air supply amount G of the aerobic reaction tankjThe aeration air quantity of the blower is regulated and controlled by the control execution module;
the period time TjThe hydraulic retention time HRT in the aerobic reaction tank is a fixed value and is divided into a plurality of stage time periods tiComposition is carried out; the period time TjUsing the first time division point as the starting time, stopping by water powerAnd taking the corresponding time division point as the termination time when the remaining time is finished, and then taking the second time division point as the starting time to enter the next period time, and rolling and circulating.
In the above formula (2), V is the aerobic reaction tank volume (m)3)，tiDuration of i-th stage (min), SO,set,iThe concentration (mg/L) of dissolved oxygen required by the aerobic reaction tank in the i stage, TjIs the duration (min) of the j-th period, and omega is the mass fraction (kg/m) of oxygen in the air3)，EAOxygen utilization efficiency (%). ω is the volume fraction of oxygen in air the density of oxygen. The volume fraction of oxygen in air is 21%, and the density of oxygen is 1.331kg/m3(20℃)。EAIs provided by the manufacturer of the blower.
The control execution module 6 calculates the required air blowing and supplying amount G of the aerobic reaction tank according to the model calculation module 5jIn a cycle time TjAt intervals, the aeration amount of the blower is controlled once every cycle so that the air supply amount of the blower 7 is equal to the calculated air supply amount of the blast air.
The constant dissolved oxygen aeration control method adopted by a certain sewage treatment plant (only the dissolved oxygen concentration of an aerobic tank is detected and compared with a set target value of 3mg/L, and an air blower is continuously adjusted to be stabilized at about 3 mg/L.) is compared and analyzed with the real-time aeration accurate control method of the invention, and two indexes of the adjustment frequency of the air blower and the energy consumption of the air blower are compared on the premise that the effluent reaches the standard. As a result: although the dissolved oxygen concentration can be stably controlled to be about 3mg/L by adopting an aeration constant dissolved oxygen control method, the adjustment frequency of a blower is increased, the supplied dissolved oxygen is not aerated as required and is rough and blind, and the dissolved oxygen control effect of the method is shown in A in figure 3; by adopting the real-time aeration accurate control method, the dissolved oxygen concentration required in different stages is calculated according to the fluctuation change of the water inlet performance of the water, and aeration is carried out according to the requirement in a period, so that the adjustment frequency of a blower is reduced, the energy consumption is reduced, and the dissolved oxygen control effect is shown as B in figure 3.
Compared with the aeration constant dissolved oxygen control method, the real-time aeration accurate control method provided by the invention has the advantages that the adjustment frequency of the air blower is reduced by 30% and the energy consumption of the single-water air blower is reduced by about 7% on the premise that the effluent water reaches the standard. These results show that the real-time accurate control method of aeration can provide dissolved oxygen as required, avoids frequent adjustment and over-aeration of the blower, and has significant energy-saving effect.
The invention is not the best known technology.
The statements in this specification merely set forth a list of implementations of the inventive concept and the scope of the present invention should not be construed as limited to the particular forms set forth in the examples.
Claims (8)
1. A real-time aeration accurate control method in a sewage treatment process based on activated sludge is characterized by comprising the following steps:
the method comprises the following steps: the sewage treatment device comprises an aerobic reaction tank, an air blower for aerating the aerobic reaction tank, a model calculation module and an execution control module, wherein aerobic activated sludge is inoculated in the aerobic reaction tank;
the water inlet end, the reaction tank and the water outlet end of the aerobic reaction tank are respectively provided with a sensor for measuring the water inlet amount, the water inlet quality, the water inlet dissolved oxygen, the dissolved oxygen in the reaction tank, the temperature in the reaction tank, the water outlet amount, the water outlet quality and the water outlet dissolved oxygen in real time; the sensor is in circuit connection with the model calculation module; the model calculation module is in circuit connection with the execution control module; the execution control module is connected with the blower circuit;
step two: in the process of treating sewage in the aerobic reaction tank, time division points are set according to the fluctuation range of water inlet water-based data and the hydraulic retention time, and the time length between two adjacent time division points is a stage time period ti(ii) a The sensor transmits the water inlet amount, the water inlet quality, the dissolved oxygen of the water inlet, the dissolved oxygen in the pool, the temperature in the pool, the water outlet amount and the water outlet amount of the model calculation module according to the time period of each stageData on dissolved oxygen in water, in phase time tiFor intervals, the dissolved oxygen concentration S required by the aerobic reaction tank is calculated by the mathematical mechanism model of the formula (1) in each stage time periodO，set，i；
The time division points are set as follows:
setting a time boundary point according to a fluctuation range of water inlet water data: in the process of treating sewage in the aerobic reaction tank, firstly setting the fluctuation range of the water inlet data, taking the time point when the normal operation stage starts as a first time division point, and recording the water inlet data under the first time division point; when the variation of any water inlet data between any water inlet data and the previous time demarcation point at a certain moment exceeds the fluctuation range, marking the moment as a new time demarcation point;
setting a time dividing point according to the hydraulic retention time HRT of the aerobic reaction tank:
starting at the ith time division point, and setting the ending time point of the hydraulic retention time as a new time division point;
formula (1)
In the formula (1), QinThe water inlet flow is L/min; sO，inThe content of dissolved oxygen in inlet water is mg/L; v is the volume of the aerobic reaction tank, m3(ii) a Alpha is the correction coefficient of the total mass transfer coefficient of oxygen in the sewage, and is 0.4-0.8; kLa(20)The total oxygen mass transfer coefficient is the water temperature of 20 ℃; beta is the correction coefficient of dissolved oxygen saturation value in sewage, and is 0.70-0.98; rho is a pressure correction coefficient; sO，satThe average value of the saturated concentration of dissolved oxygen of the mixed liquid in the aerobic reaction tank is mg/L; soThe average value of the dissolved oxygen concentration of the mixed liquid in the aerobic reaction tank is mg/L; 1.024 is temperature coefficient; t is the actual water temperature, DEG C; f is the blockage coefficient of the aeration diffusion equipment, and is 0.65-0.9; qoutThe water outlet flow is L/min; sO，outThe content of dissolved oxygen in effluent is mg/L; rrmg/(L.min) is the rate at which the microorganisms consume dissolved oxygen;
step three: at a cycle time TjFor intervals of time T of each cyclejAnd (3) obtaining the time period t of each stage obtained in the step two through a formula (2)iDissolved oxygen concentration S ofO，set，iConverting into the required blast air supply G of the aerobic reaction tankjAccording to the required air supply amount G of the aerobic reaction tankjThe aeration air quantity of the blower is regulated and controlled by the control execution module; the period time TjThe hydraulic retention time HRT in the aerobic reaction tank is divided into a plurality of stage time periods tiComposition is carried out; the period time TjTaking the first time demarcation point as the starting time, taking the corresponding time demarcation point when the hydraulic retention time is finished as the ending time, then taking the second time demarcation point as the starting time, entering the next period time, and performing rolling circulation;
in the formula (2), V is the volume of the aerobic reaction tank, m3；tiThe duration of the phase i time period, min; sO，set，iThe concentration of dissolved oxygen required by the aerobic reaction tank in the i stage is mg/L; t isjThe duration of the jth cycle, min; omega is the mass fraction of oxygen in the air, kg/m3；EAFor oxygen utilization efficiency,%.
2. The method of claim 1, wherein in equation (1) p is the actual gas pressure at the site/1.013 x 10^ 5.
3. The method of claim 1, wherein the influent water quality comprises total Chemical Oxygen Demand (COD) of influent water and ammonia Nitrogen (NH) of influent water4 +-N value, total phosphorus TP value of the influent and pH value of the influent.
4. The method of claim 1, wherein the effluent water isThe quality comprises ammonia nitrogen NH in effluent4 +-a value of N.
5. The method of claim 1, wherein ω is the volume fraction of oxygen in air and the density of oxygen in said formula (2).
6. The method of claim 1, wherein said influent water quality data includes influent water volume, total Chemical Oxygen Demand (COD) of the influent water, ammonia Nitrogen (NH) of the influent water4 +-N value and total phosphorus TP value of the influent water.
7. The method of claim 1, wherein said microorganisms consume dissolved oxygen at a rate RrThe activated sludge mathematical models are calculated by adopting an activated sludge mathematical model, and comprise an ASM1 model, an ASM2 model, an ASM2D model and an ASM3 model.
8. The method of claim 1, wherein the rate of consumption of dissolved oxygen R by the microorganism isrThe calculation equation of (a) is as follows:
wherein, the meaning of the parameters in the above equation is shown in the following table:
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| CN115132285B (en) * | 2022-07-04 | 2024-06-25 | 山东臻智行环保科技有限公司 | Model method for realizing real-time prediction of aeration quantity required by sewage treatment aerobic tank |
| CN115259413B (en) * | 2022-07-25 | 2023-07-25 | 苏州水星环保工业系统有限公司 | Air quantity control method for accurate aeration system |
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| CN115611413A (en) * | 2022-11-18 | 2023-01-17 | 安徽汇泽通环境技术有限公司 | Dissolved oxygen control method in sewage treatment |
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