A plug flow type A 2 Method for diagnosing operation state of sewage biological treatment process

Abstract

The application discloses a push flow type A 2 / O processing process running state diagnosis method, in A 2 / O system along the way Setting monitoring points, measuring and collecting water quality and MLSS; Calculate sludge return ratio, mixed liquor return ratio, determine sludge return flow and mixed liquor return flow; According to the water quality parameters, the COD removal amount of anaerobic, anoxic and aerobic units is calculated respectively; Compare the COD removal amount between anaerobic and anoxic, anoxic and aerobic, and judge the running state of each treatment unit. The sludge return ratio and mixed liquor return ratio of the method are accurate, the removal amount and removal proportion of pollutants in each treatment unit are accurately determined, the running state of each treatment unit is accurately judged and timely adjusted according to the removal amount and removal proportion of pollutants; Change the existing sewage plant only total process water quality concentration and cannot judge the pollutant removal capacity in each process unit; According to the actual ammonia nitrogen removal rate of the aerobic unit, the aeration amount is adjusted in time, which significantly reduces the judgment cost, treatment cost and energy consumption of the system running state.

Description

Technical Field

[0001] This invention belongs to the field of environmental protection technology and relates to a diagnostic method for the performance of a wastewater treatment system, particularly a diagnostic method for a biological wastewater treatment system. Background Technology

[0002] A 2 The anaerobic / anoxic / aerobic (ANA / AAA) process is currently the most widely used wastewater treatment process in urban biological wastewater treatment in my country. It primarily utilizes various key equipment and related control parameters (such as the operation and power of aeration equipment, and the operation and power of recirculation equipment) to create different habitats suitable for the survival and physiological and biochemical activities of important functional groups in activated sludge (denitrifying bacteria, phosphorus-removing bacteria, ammonia-oxidizing bacteria, and nitrite-oxidizing bacteria) in different process units, thereby achieving the ultimate goal of simultaneous removal of carbon, nitrogen, and phosphorus. In the complete treatment process, the physiological and metabolic activities of functional microorganisms in activated sludge under suitable habitat conditions are the core. However, these activities are affected by fluctuations in influent water quality and ambient temperature. Furthermore, the habitat environment created by operating parameters (such as the presence of nitrate nitrogen from mixed liquor recirculation, the amount of dissolved oxygen in the water controlled by aeration equipment, and changes in hydraulic retention time caused by fluctuations in influent flow rate) also significantly influences the occurrence, sequence, and reaction rate of these physiological and biochemical activities, ultimately affecting the actual removal efficiency of the process.

[0003] With the deepening of urban black and odorous water body treatment and increasingly stringent drainage standards in my country, more demanding requirements have been placed on the efficient and stable removal of pollutants such as carbon, nitrogen, and phosphorus from water. Urban wastewater treatment plants, which bear the main responsibility for removal, are complex engineering systems. Current management often only measures the water quality data of the total influent and effluent of the process, resulting in a large discrepancy between the nominal and actual habitats of each process unit. Although there is some equipment or online instrument information to assist in the process, it is still impossible to quickly and accurately analyze the biological processes under the combined influence of the above-mentioned multiple factors, and it is impossible to truly find the actual controlling factors that restrict the efficient and stable removal of nitrogen and phosphorus.

[0004] In current practice, due to limitations in wastewater treatment plant design and operating costs, the plant's management can only monitor the quality and quantity of water at the inlet and outlet. However, crucial process parameters affecting and controlling the state of each process unit, such as the influent distribution ratio, mixed liquor recirculation ratio, and sludge recirculation ratio, can only be roughly estimated based on changes in equipment power parameters and valve closure. Therefore, accurate calculations of the material transformation and mass balance of pollutants in each important process unit are impossible. The true state and actual pollutant removal performance of each major process unit (anaerobic, anoxic, aerobic) cannot be promptly grasped, and rapid, direct feedback from the activity and movement of activated sludge cannot be obtained. Process control relies primarily on the experience of operators. This often results in wastewater treatment plants being unable to accurately control the key process parameters that truly affect the process's operating state, and also unable to determine the actual impact of these values ​​on the actual operating state of the major process units. Furthermore, relying solely on influent and effluent monitoring, along with monitoring the final effluent, can lead to problems such as A 2 The / O process has experienced issues such as increased energy consumption and fluctuations in the effluent concentration of target pollutants. In severe cases, some phenomena (such as sludge bulking) can lead to system collapse. Therefore, there is an urgent need to develop a method for addressing the problems associated with existing plug-flow A / O processes. 2 The method of rapid and accurate diagnosis of the treatment efficiency of the / O process can effectively improve the operation and management level of existing wastewater treatment plants and lay a solid foundation for improving the quality and efficiency of wastewater treatment plants.

[0005] This invention mainly targets the plug-flow A type widely used in current urban sewage biological treatment processes. 2 In the anaerobic / anoxic / aerobic (A / O) process, under complex operating conditions, a standardized monitoring method is used to monitor the concentration of target pollutants in different treatment units in real time. This allows for the acquisition of the concentration distribution and trends of target pollutants during treatment, clarification of the actual anaerobic / anoxic nature of each treatment unit, and accurate determination of the numerical fluctuation range of key process parameters. This is crucial for biological treatment processes (i.e., plug-flow A / O) 2 A precise diagnosis of the actual biological removal efficiency of target pollutants in each process unit of / O) is conducted. Based on a clear understanding of the process's accurate removal capacity for different target pollutants, the main process units and factors affecting pollutant removal are identified, thus providing a basis for A. 2 The construction of efficient operation optimization strategies for the / O (anaerobic / anoxic / aerobic) process provides a solid scientific and digital foundation, offering clearer directions and control parameters for process control. Summary of the Invention

[0006] The purpose of this invention is to address the shortcomings of existing push-flow type A 2 During the operation and management of the anaerobic / anoxic / aerobic process, due to the inability to accurately characterize the actual state of each process unit, the control of pollutants (NH4) is affected.+ -N, COD, TN, PO4 3- To address issues such as the inability to promptly ascertain the true removal performance in each unit, a method is provided for plug-flow A 2 This method for diagnosing the operational status of the / O biological treatment process involves standardized sampling and monitoring along the process flow. Based on the stoichiometric coefficients in the activated sludge mathematical model, it accurately calculates the target pollutants (such as ammonia nitrogen (NH4)) in the anaerobic, anoxic, and aerobic units. + -N), Chemical oxygen demand (COD), Total nitrogen (TN), Phosphorus phosphate (PO4) 3- The transformation and removal distribution of substances such as P); accurately determining the sludge return ratio and mixed liquor return ratio; judging the actual state of each treatment unit; and ultimately achieving the goal of controlling the plug-flow A 2 The / O biological treatment process is rapidly qualitatively characterized; the actual operating status of the treatment process and the removal and removal capacity of pollutants are rapidly, accurately, quantitatively, and precisely diagnosed.

[0007] The method of this invention addresses existing A 2 The method accurately quantifies the range of ambiguous process parameters (such as sludge recirculation and mixed liquor recirculation) in the actual operation of the / O process. Based on this, it correctly eliminates the dilution effect caused by sludge recirculation and mixed liquor recirculation, and accurately obtains the accurate removal ratio and related substance conversion of the target pollutant in each treatment unit. This effectively improves the understanding and mastery of complex biological treatment processes. Compared with automatic online monitoring, the method of this invention reduces the cost of process acquisition and can better provide data foundation services for the optimization of the treatment process (process optimization requires this basic data, and without this basic data, process optimization is impossible, hence the term "providing data foundation services").

[0008] To achieve the objectives of this invention, one aspect of this invention is to provide a push-flow type A 2 The diagnostic method for the operational status of the / O wastewater biological treatment process includes the following steps:

[0009] 1) In the push-flow type A 2 Within the / O wastewater biological treatment system, sample monitoring points are set up along the wastewater treatment process;

[0010] 2) Measure the water quality parameters of the samples collected at the sample monitoring points;

[0011] 3) Calculate the flow rate A based on the measured parameters. 2 / O Wastewater biological treatment system sludge return ratio R 污回比 Mixture reflux ratio R 混回比 ;

[0012] 4) Calculate the COD removal capacity of the anaerobic unit based on the measured water quality parameters, the measured sludge return ratio, and the mixed liquor return ratio. 厌氧去除 COD removal rate in the anoxic unit 缺氧去除 COD removal rate of aerobic unit 好氧去除 ;

[0013] 5) Based on the calculated COD removal amount of each processing unit, compare the COD values. 厌氧去除 With COD 好氧去除 COD 缺氧去除 With COD 好氧去除 To determine the operating status of the anaerobic unit, anoxic unit, and aerobic unit.

[0014] By comparing the amount of pollutants removed in each treatment unit (anaerobic, anoxic, and aerobic units), the status of each treatment unit can be accurately determined, and the efficiency of the wastewater biological treatment process can be diagnosed.

[0015] Among them, the push-flow type A 2 The / O (anaerobic / anoxic / aerobic) biological treatment system includes two process units: sludge return and mixed liquor return.

[0016] In step 1), "along the process" refers to the flow direction of wastewater in each treatment unit (i.e., anaerobic treatment unit, anoxic treatment unit, and aerobic treatment unit) within the biological treatment system.

[0017] The principle for setting up sample monitoring points is: divide the reaction unit evenly according to the length of the treatment unit and the principle of pollutant removal kinetics, and set up one monitoring point in each divided area.

[0018] Among them, the setting of sample monitoring points along the process in step 1) is as follows: in the plug flow type A 2 In each treatment unit of the / O wastewater biological treatment system, at least two sample collection points are arranged along the wastewater flow direction to ensure that the influent and effluent water quality parameters of each treatment unit are obtained.

[0019] Within each treatment unit, at least two sampling points should be set up along the wastewater flow direction, one after the influent and one before the effluent, to ensure that the influent and effluent quality changes of each treatment unit are obtained. Alternatively, the reaction unit can be evenly divided into cells, with each cell ranging from 10m to 30m in length (based on the reaction unit length), and one sampling point should be set up in each cell; at least one sampling monitoring point should be set up in the sludge return unit.

[0020] In particular, it also includes the process of raw wastewater entering the plug-flow type A. 2 An inlet monitoring point (i.e., inlet point) is installed in the wastewater inlet pipe before the / O biological treatment system to measure the water quality of the raw wastewater to be treated; the returned sludge enters the plug-flow A...2 A sludge return monitoring point (i.e., sludge point) is installed in the return sludge pipe before the / O biological treatment system to measure the water quality of the returned sludge.

[0021] In particular, in the push-flow type A 2 The / O wastewater biological treatment system shall have at least one inlet point in its inlet pipe, preferably one inlet point; and at least one sludge point shall be provided in the sludge return system, preferably one sludge point.

[0022] In particular, the inlet point is located at the front end of the raw water injection into the anaerobic unit, close to the front end of the anaerobic unit; the distance from the sewage inlet of the anaerobic unit is 20-100cm, preferably 30-50cm, and more preferably 50cm; the sample collected at the inlet point is the inlet water sample.

[0023] In particular, the sludge point is located near the return sludge inlet of the anaerobic unit, 100-250cm away from the return sludge inlet; the sample collected from the sludge point is a sludge sample.

[0024] Because the sludge return unit has a short residence time and the sludge state and water quality are uniform within the unit, a sampling point can be set at any location within the sludge return unit according to the site conditions.

[0025] Among them, at least two sampling and monitoring points are set up along the process in the anaerobic treatment unit (i.e., anaerobic unit), the anoxic treatment unit (i.e., anoxic unit), and the aerobic treatment unit (i.e., aerobic unit).

[0026] In particular, the first sample monitoring point in each treatment unit is set after the water inlet of the treatment unit; the second sample monitoring point is set before the water outlet of the treatment unit.

[0027] In particular, at least two anaerobic monitoring points (i.e., anaerobic points) are set along the anaerobic unit. The first anaerobic monitoring point (i.e., the first anaerobic point) is set after the return sludge is mixed with the anaerobic unit influent and is close to the mixing area of ​​the return sludge and influent. The second anaerobic monitoring point (i.e., the second anaerobic point) is set before the anaerobic unit effluent and is closest to the effluent outlet.

[0028] In particular, the first anaerobic point is located within the first 1 / 3 of the range along the anaerobic unit, preferably 1 / 100-1 / 3, more preferably 1 / 50-1 / 3; and even more preferably 1 / 20-1 / 10; the second anaerobic point is located within the last 1 / 3 of the range along the anaerobic unit, preferably 1 / 100-1 / 3, more preferably 1 / 50-1 / 3, and even more preferably 1 / 20-1 / 10.

[0029] In particular, when the distance between the first and second anaerobic points exceeds 30m, multiple anaerobic monitoring points (i.e., the nth anaerobic point, where n is an integer of 3, 4, 5, ...) are uniformly set along the length of the anaerobic unit between the first and second anaerobic points, and the distance between two adjacent anaerobic monitoring points is 10-30m.

[0030] Within the anaerobic unit, the first anaerobic point is located after the sludge return and anaerobic influent have been thoroughly mixed, and close to the mixing area. The monitoring point is marked with a sub-label. 第一厌氧 "; The location closest to the effluent outlet before the anaerobic unit's effluent discharge is designated as the second monitoring point of the anaerobic unit, i.e., the effluent discharge point of the anaerobic unit. The subscript for this monitoring point is set to " 第二厌氧 "If the distance between the first and second monitoring points in an anaerobic unit exceeds 30m, more anaerobic monitoring points should be set up. The principle for setting up multiple monitoring points is to evenly divide the area between the first and second anaerobic monitoring points into cells according to the length of the anaerobic reaction unit. The length of each cell should be controlled between 10 and 30m (based on the length of the reaction unit; the minimum length should not be less than 10m, and the maximum length should not be greater than 30m). One sampling point should be set up in each cell, and the distance between each sampling point and the next sampling point should be uniform until the second anaerobic point is reached. The subscript is marked " ". 第三厌氧 " 第四厌氧 , and so on.

[0031] In particular, the samples collected from the first and second anaerobic sites are referred to as the first and second anaerobic samples, respectively; the samples collected from other anaerobic monitoring sites are referred to as the corresponding anaerobic site samples, and the sample collected from the nth anaerobic site is referred to as the nth anaerobic sample.

[0032] At least two anoxic monitoring points (i.e., anoxic points) are set along the anoxic unit. The first anoxic monitoring point (i.e., the first anoxic point) is set after the reflux mixture is mixed with the influent of the anoxic unit, and close to the mixing area of ​​the reflux mixture and the influent. The second anoxic monitoring point (i.e., the second anoxic point) is set before the effluent of the anoxic unit and at the position closest to the effluent outlet.

[0033] In particular, the first hypoxia point is set within the first 1 / 3 of the range along the hypoxia unit, preferably 1 / 100-1 / 3, more preferably 1 / 50-1 / 3; and even more preferably 1 / 20-1 / 10; the second hypoxia point is set within the last 1 / 3 of the range along the hypoxia unit, preferably 1 / 100-1 / 3, more preferably 1 / 50-1 / 3, and even more preferably 1 / 20-1 / 10.

[0034] In particular, when the distance between the first and second hypoxia points exceeds 30m, multiple hypoxia monitoring points (i.e., the nth hypoxia point, where n is an integer of 3, 4, 5, ...) are uniformly set along the length of the hypoxia unit between the first and second hypoxia points, and the distance between two adjacent hypoxia monitoring points is 10-30m.

[0035] In the anoxic treatment unit, the first anoxic monitoring point is set after the mixed liquor reflux and anoxic influent have been fully mixed, and as close as possible to the mixing area. The monitoring point is labeled with "". 第一缺氧 "; The second monitoring point of the anoxic unit is the location closest to the outlet before the water flows out of the anoxic unit, i.e., the water outlet point of the anoxic unit. The subscript of the monitoring point is set to "; 第二缺氧 "If the distance between the first and second monitoring points in the hypoxia unit exceeds 30m, more hypoxia monitoring points should be set up. The principle for the placement of multiple monitoring points is to evenly divide the space between the first and second hypoxia points into cells according to the length of the hypoxia reaction unit. The length of each cell should be controlled between 10m and 30m (based on the reaction unit length; the minimum length should not be less than 10m, and the maximum length should not be greater than 30m). One sampling point should be set up in each cell, and the distance between each sampling point and the next sampling point should be uniform until the second hypoxia point is reached. The subscript should be "". 第三缺氧 , 第四缺氧 , and so on.

[0036] In particular, the samples collected from the first and second hypoxic points are referred to as the first and second hypoxic samples, respectively; the samples collected from other hypoxic points are referred to as the corresponding hypoxic point samples, and the sample collected from the nth hypoxic point is referred to as the nth hypoxic sample.

[0037] At least two aerobic monitoring points (i.e., aerobic points) are set along the aerobic unit. The first aerobic monitoring point (i.e., the first aerobic point) is set after the aerobic unit is filled with water and close to the water mixing area. The second aerobic monitoring point (i.e., the second aerobic point) is set before the aerobic unit is filled with water and closest to the outlet.

[0038] In particular, the first aerobic point is set within the first 1 / 3 of the aerobic unit, preferably 1 / 100-1 / 3, more preferably 1 / 50-1 / 3, and even more preferably 1 / 30-1 / 10; the second aerobic point is set within the last 1 / 3 of the aerobic unit, preferably 1 / 100-1 / 3, more preferably 1 / 50-1 / 3, and even more preferably 1 / 30-1 / 10.

[0039] In particular, when the distance between the first and second aerobic points exceeds 30m, multiple aerobic monitoring points (i.e., the nth aerobic point, where n is an integer of 3, 4, 5, ...) are uniformly set along the length of the aerobic unit between the first and second aerobic points, and the distance between two adjacent aerobic monitoring points is 10-30m.

[0040] In the aerobic treatment unit, the first aerobic point is set after the aerobic unit inlet water point, after aeration begins, and should be as close as possible to the aeration start area. The monitoring point label is set to "". 第一好氧 "; The second monitoring point of the aerobic unit is the point closest to the outlet before the aerobic unit's effluent discharge, i.e., the aerobic unit's effluent discharge point. The subscript of the monitoring point is set to ";第二好氧 "If the distance between the first and second monitoring points in the aerobic unit exceeds 30m, more aerobic monitoring points should be set up. The principle for the placement of multiple monitoring points is to evenly divide the space between the first and second aerobic points into cells according to the length of the aerobic reaction unit. The length of each cell should be controlled between 10 and 30m (based on the reaction unit length; the minimum length should not be less than 10m, and the maximum length should not be greater than 30m). One sampling point should be set up in each cell, and the distance between each sampling point and the next sampling point should be uniform until the second aerobic point is reached. The subscript should be "". 第三好氧 " 第四好氧 , and so on.

[0041] In particular, the samples collected at the first and second aerobic points are referred to as the first and second aerobic samples, respectively; the samples collected at other aerobic monitoring points are referred to as the corresponding aerobic point samples, and the sample collected at the nth aerobic point is referred to as the nth aerobic sample.

[0042] The water quality parameters mentioned in step 2) include: chemical oxygen demand (COD) and ammonia nitrogen (NH4+). + -N), nitrite nitrogen (NO2) - -N), nitrate nitrogen (NO3) - -N), total nitrogen (TN), phosphorus phosphate (PO4) 3- -P).

[0043] In particular, it also includes the determination of suspended sludge (MLSS) concentration, preferably the determination of MLSS concentration of samples collected from sludge points, the first anaerobic point, the second anaerobic point, the first anoxic point, and the second aerobic point.

[0044] Pollutants Chemical Oxygen Demand (COD) and Ammonia Nitrogen (NH4) + -N), nitrate nitrogen (NO3) - -N), phosphorus phosphate (PO4) 3- - P), in the push-flow type A 2 The amount removed from each treatment unit of the / O wastewater biological treatment system;

[0045] In particular, the water quality parameters of each sample were determined using the relevant methods in the "Methods for Monitoring and Analysis of Water and Wastewater" (4th Edition).

[0046] In particular, the water quality parameters measured according to the relevant methods in "Methods for Monitoring and Analysis of Water and Wastewater" (Fourth Edition), specifically the units of chemical oxygen demand (COD) and ammonia nitrogen (NH4) in mg / L, are as follows: + The unit for nitrate nitrogen (NO3) concentration is mg / L. - The units for N-N concentration are mg / L, total nitrogen (TN) concentration is mg / L, and phosphorus phosphate (PO4) concentration is mg / L. 3- -P) concentration is expressed in mg / L. COD is determined using the potassium dichromate method.

[0047] In particular, it also includes collecting at least three sets of samples in parallel at the set sample monitoring points, obtaining at least three sets of parallel samples, and measuring the water quality parameters corresponding to each set of parallel samples.

[0048] Among them, R in step 3) 污回比 Calculate according to formula (1):

[0049]

[0050] In equation (1): MLSS 污泥回流 Q represents the suspended solids concentration (i.e., sludge concentration) of the returned sludge sample, in mg / L. 进水 Q represents the influent flow rate of raw wastewater, in L / h; 污泥回流 The return sludge flow rate is in L / h; MLSS 第一厌氧 The concentration of suspended solids in the first anaerobic sample is mg / L.

[0051] Among them, R in step 3) 混回比 Calculate according to formula (2):

[0052]

[0053] In equation (2), Q 混合液回流 Q is the reflux mixture flow rate, in L / h; 进水 Wastewater influent flow rate, L / h; MLSS 第二厌氧 MLSS 第一缺氧 The sludge concentrations (mg / L) of the second anaerobic sample and the first anoxic sample, respectively; MLSS. 第二好氧 The suspended solids concentration of the second aerobic sample is mg / L; the sludge return ratio is calculated according to formula (1).

[0054] In particular, R 污回比 R 混回比 The sludge return ratio and mixed liquor return ratio were measured in at least three parallel samples, and the average value was taken to obtain the verification R. 污回比 R 混回比 .

[0055] In particular, in step 3), based on the determination of R 污回比 R 混回比 Determine the sludge return flow rate during the wastewater treatment process: Q 污泥回流 =R 污回比 ×Q 进水 Determine the flow rate Q of the recirculated mixed liquor during the wastewater treatment process. 混合液回流 =R 混回比 ×Q 进水 .

[0056] Among them, the COD of the anaerobic unit in step 4)厌氧去除 Determine according to the following steps:

[0057] 4A-1) Calculate the NO3 in the anaerobic treatment unit according to formula (3). - -N denitrification amount:

[0058] NO3 - -N 厌氧反硝化 =NO3 - -N 进水 +NO3 - -N 污泥回流 -NO3 - -N 第二厌氧 (3)

[0059] In formula (3): NO3 - -N 厌氧反硝化 NO3 in the anaerobic treatment unit - -N denitrification amount, i.e., the amount of nitrate nitrogen (NO3) removed by denitrification in the anaerobic treatment unit. - The amount of -N), mg; NO3 - -N 进水 NO3 in the influent - The amount of -N, mg, is NO3. - - N 进水 NO3 in the influent sample - -N concentration × Q 进水 =[NO3] - -N] 进水 ×Q 进水 NO3 - -N 污泥回流 NO3 for the return sludge to the anaerobic treatment unit - The amount of -N, mg, is NO3. - -N 污泥回流 NO3 in sludge samples - -N concentration × Q 污泥回流 =[NO3] - -N] 污泥 ×Q 污泥回流 NO3 - -N 第二厌氧 NO3 in the effluent from the anaerobic unit - The amount of -N, i.e., NO3 - -N 第二厌氧 NO3 from the second anaerobic site - -N concentration × (Q 进水 +Q 污泥回流 )=[NO3 - -N] 第二厌氧 ×(Q 进水 +Q 污泥回流 );

[0060] 4A-2) Calculate the amount of COD removed by denitrification in the anaerobic treatment unit according to formula (4):

[0061] COD 厌氧反硝化 =6.8×NO3 - -N 厌氧反硝化 (4)

[0062] In formula (4), COD 厌氧反硝化 The amount of COD consumed by denitrification in the anaerobic unit, in mg; NO3 - -N 厌氧反硝化 To obtain the nitrate nitrogen (NO3) removed by denitrification in the anaerobic unit according to formula (3) - The amount of -N), mg;

[0063] 4A-3) Calculate the PO4 of the anaerobic treatment unit according to formula (5). 3- -P release amount PO4 3- -P 厌氧释放 :

[0064] PO4 3- -P 厌氧释放 =PO4 3- -P 第二厌氧 -PO4 3- -P 污泥回流 -PO4 3- -P 进水 (5);

[0065] In equation (5), PO4 3- -P 厌氧释放 Phosphate (PO4) in anaerobic units 3- -P) release amount, mg; PO4 3- -P 污泥回流 The amount of phosphorus phosphate in the returned sludge, in mg, PO4. 3- -P 污泥回流 PO4 in sludge return samples 3- -P concentration × Q 污泥回流 =[PO4 3- -P] 污泥回流 ×Q 污泥回流 ;PO4 3- -P 第一厌氧 The amount of phosphorus phosphate in the second anaerobic sample, in mg, PO4. 3- -P 第二厌氧 PO4 in the second anaerobic sample 3- -P concentration × (Q 进水 +Q 污泥回流 ) = [PO4 3- -P] 第二厌氧 ×(Q 进水+Q 污泥回流 ); PO4 3— P 进水 The amount of phosphorus phosphate in the influent, in mg, PO4 3— P 进水 PO4 in wastewater influent sample 3- -P concentration × Q 进水 =[PO4 3- -P] 进水 ×Q 进水 ;

[0066] 4A-4) Calculate the amount of COD consumed by phosphorus release in the anaerobic tank according to formula (6).

[0067] COD 厌氧释磷 =2.84×PO4 3- -P 厌氧释放 (6)

[0068] In formula (6), COD 厌氧释磷 The amount of COD consumed for phosphorus release in the anaerobic treatment unit, in mg; PO4 -3- -P 厌氧释放 Phosphate (PO4) in the anaerobic treatment unit 3- The release amount of -P) is calculated according to formula (5);

[0069] 4A-5) The COD removal capacity of the anaerobic unit is COD 厌氧反硝化 With COD 厌氧释磷 The sum of COD 厌氧去除 =COD 厌氧反硝化 +COD 厌氧释磷 .

[0070] Among them, the COD of the anoxic unit in step 4) 厌氧去除 Determine according to the following steps:

[0071] 4B-1) Determine NO3 in the hypoxic unit according to formula (7). - -N denitrification amount of NO3 - -N 缺氧反硝化 ;

[0072] NO3 - -N 缺氧反硝化 =NO3 - -N 第二厌氧 +NO3 - -N 混合液回流 -NO3 - -N 第二缺氧 (7)

[0073] In formula (7): NO3 - -N 缺氧反硝化NO3 in the anoxic treatment unit - The amount of -N denitrification, the amount of nitrate nitrogen (NO3) removed by denitrification in the anoxic unit. - -N), mg; NO3 - -N 第二厌氧 Nitrate nitrogen (NO3) in the effluent of the anaerobic unit - Amount of -N), mg, NO3 - -N 第二厌氧 NO3 in the second anaerobic sample - -N concentration × (Q 进水 +Q 污泥回流 )=[NO3 - -N] 第二厌氧 × (Q 进水 +Q 污泥回流 NO3 - -N 混合液回流 To remove nitrate nitrogen (NO3) from the mixed liquor returned from the aerobic tank to the anoxic tank. - Amount of -N), mg, NO3 - -N 混合液回流 NO3 in the second aerobic sample - -N concentration × Q 混合液回流 =[NO3] - -N] 第二好氧 ×Q 混合液回流 NO3 - -N 第二缺氧 Nitrate nitrogen (NO3) in the effluent of the anoxic treatment unit - Amount of -N), mg, NO3 - -N 第二缺氧 NO3 in the second hypoxic sample - -N concentration × (Q 进水 +Q 污泥回流 +Q 混合液回流 )=[NO3 - -N] 第二缺氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 );

[0074] 4B-2) Calculate the amount of COD consumed by denitrification in the anoxic unit according to formula (8), which is as follows:

[0075] COD 缺氧反硝化 =6.8×NO3 - -N 缺氧反硝化 (8)

[0076] In formula (8), COD 缺氧反硝化 The amount of COD consumed by denitrification in the anoxic treatment unit, in mg; NO3 --N 缺氧反硝化 Nitrate nitrogen (NO3) removed by denitrification in the anoxic treatment unit - The amount of -N), mg, is calculated according to formula (7).

[0077] Among them, the COD of the aerobic unit in step 4) 厌氧去除 The following steps were followed to determine the COD removal rate of the aerobic unit: The COD removal rate of the aerobic unit was calculated according to formula (11), which is as follows:

[0078] COD 好氧去除 =COD 第二缺氧 —COD 第二好氧 (11)

[0079] In equation (11), COD 好氧去除 COD removal rate of the aerobic treatment unit, mg; COD 第二缺氧 The COD in the effluent from the anoxic unit, in mg, is calculated by multiplying the COD concentration of the second anoxic sample by (Q). 进水 +Q 污泥回流 +Q 混合液回流 = [COD] 第二缺氧 × (Q 进水 +Q 污泥回流 +Q 混合液回流 COD 第二好氧 The COD in the effluent from the aerobic treatment unit, in mg, is calculated by multiplying the COD concentration of the second aerobic sample by (Q). 进水 +Q 污泥回流 +Q 混合液回流 = [COD] 第二好氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ).

[0080] In particular, step 4) also includes measuring the overall sludge ammonia nitrogen removal load (NH4) of the aerobic unit. + -N 好氧整体硝化能力 NH4 + -N 好氧整体硝化能力 Determined according to formula (9):

[0081] NH4 + -N 好氧整体硝化能力 =(NH4) + -N 第一好氧 -NH4 + -N 第二好氧 ) / (MLSS 第二好氧 ×V 好氧 ×HRT 好氧 (9)

[0082] In equation (9), NH4 + -N第一好氧 NH4 entering the aerobic unit + The amount of -N, mg; derived from the NH4+ of the first aerobic sample. + -N (ammonia nitrogen) concentration × (Q) 进水 +Q 污泥回流 +Q 混合液回流 )=[NH4 + -N] 第一好氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ); NH4 + -N 第二好氧 NH4 in the effluent of the aerobic unit + The amount of -N, mg, is determined by the NH4 content of the second aerobic sample. + -N concentration × (Q 进水 +Q 污泥回流 +Q 混合液回流 )=[NH4 + -N] 第二好氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ); MLSS 第二好氧 V represents the MLSS concentration of the second aerobic sample, in mg / L. 好氧 The volume of the aerobic unit, in L, is obtained directly from the wastewater treatment plant design data; HRT 好氧 The hydraulic retention time (HRT) of the aerobic unit is calculated according to formula (9a): 好氧 =V 好氧 / (Q 进水 +Q 污泥回流 +Q 混合液回流 (9a).

[0083] In particular, step 4) also includes measuring the actual sludge ammonia nitrogen removal load (NH4) at different treatment locations within the aerobic unit when wastewater flows through it. + -N 好氧实际硝化能力 NH4 + -N 好氧实际硝化能力 NH4 was determined according to formula (10): + -N 好氧实际硝化能力 =(NH4) + -N 第一好氧 -NH4 + -N 第n好氧 ) / (MLSS 第n好氧 ×V 好氧实际 ×HRT 好氧实际 In equation (10), NH4 + -N 第n好氧 NH4 when the wastewater reaches the nth aerobic point +The amount of -N, mg, is determined by the NH4+ content of the nth aerobic sample. + -N (ammonia nitrogen) concentration × (Q) 进水 +Q 污泥回流 +Q 混合液回流 )=[NH4 + -N] 第n好氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ); MLSS 第n好氧 V represents the MLSS concentration of the nth aerobic sample, in mg / L. 好氧实际 Let L be the actual volume L that the wastewater travels through during aerobic treatment when it reaches the nth aerobic point within the aerobic unit, multiplied by V, representing the proportion of the total aerobic unit length along the path from the nth aerobic monitoring point. 好氧 That is, if the friction length of the aerobic unit is l, and the friction length from the inlet of the aerobic unit to the nth aerobic point is k, then V 好氧实际 k / l×V 好氧 HRT 好氧实际 This represents the actual hydraulic retention time (HRT) within the aerobic treatment unit at the nth aerobic monitoring point. 好氧实际 =V 好氧实际 / (Q 进水 +Q 污泥回流 +Q 混合液回流 n = 3, 4, 5..., integers, where the maximum value of n is the number of sample monitoring points set within the aerobic unit.

[0084] In step 5), the flow-type A is determined according to the following method. 2 Operating status of the anaerobic, anoxic, and aerobic units in the / O wastewater biological treatment system:

[0085] If COD 厌氧去除 Actual occurrence and greater than COD 好氧去除 If the anaerobic unit is in good condition, then the COD level is within the range of anaerobic units. 厌氧去除 Actual occurrence refers to COD 厌氧去除 The quantity being calculated is >0;

[0086] If COD 厌氧去除 It did not occur or actually occurred but was less than COD 好氧去除 If the COD is low, the anaerobic unit will be in poor condition; 厌氧去除 No COD occurred 厌氧去除 The quantity being calculated is ≤0;

[0087] If COD 缺氧去除 Actual occurrence and greater than COD 好氧去除 If the oxygen-deficient unit is in good condition, then the COD level is within the unit. 缺氧去除 Actual occurrence refers to COD 缺氧去除 The quantity being calculated is >0;

[0088] If COD 缺氧去除 It did not occur or actually occurred but was less than COD 好氧去除 If the oxygen-deficient unit is in poor condition, then the COD level is low. 缺氧去除 No COD occurred 厌氧去除 The quantity being calculated is ≤0.

[0089] In particular, step 5) also includes determining the non-aeration removal rate R of COD. 非曝气率 , where R 非曝气率 According to formula (13),

[0090] R 非曝气率 =(COD) 厌氧去除 +COD 缺氧去除 COD 总去除 ×100%

[0091] =(COD) 厌氧去除 +COD 缺氧去除 ) / (COD 厌氧去除 +COD 缺氧去除 +COD 好氧去除 )×100% (13)

[0092] Among them, R 非曝气率 >80% indicates that a large amount of organic matter (COD) is removed through a low-energy, non-aeration method, which is indicative of the performance of the plug-flow A... 2 The / O wastewater biological treatment system is operating well; R 非曝气率 <50% indicates that a large amount of organic matter (COD) is removed in the aerobic unit through high-energy-consuming aeration, which is indicative of the plug-flow A... 2 The non-aeration and anoxic units of the / O wastewater biological treatment system are experiencing operational problems and require adjustment.

[0093] This invention provides a biological treatment process (i.e., plug flow A) 2 / O) Standardized sampling method along the process, including the principle of minimum sampling points and sampling locations for important process units and process pipelines in the process.

[0094] Among them, the principle of minimum sampling points refers to the minimum number of sampling and monitoring points that should be placed in important process units and along the process pipeline in order to accurately obtain the value range of important process parameters. Along the pipeline means from the starting point of the reaction unit to the end point along the direction of water flow in the reaction unit.

[0095] Among them, the important process parameters refer to the plug-flow A 2 The operating parameters for the / O process, including sludge return ratio, mixed liquor return ratio, and influent distribution ratio, are preferably the sludge return ratio and mixed liquor return ratio. The key process unit refers to the plug-flow A...2 The / O process includes anaerobic treatment units, anoxic treatment units, aerobic treatment units, and sedimentation tanks; the process piping consists of inlet pipes, sludge return pipes, or sludge sedimentation tanks.

[0096] Anaerobic treatment unit refers to A 2 The first reaction unit in the / O biological treatment process involves mixing returned sludge and influent in the anaerobic treatment unit to carry out nitrate denitrification and simultaneously remove COD from the wastewater. The phosphate release reaction consumes COD; the anaerobic treatment unit ensures the phosphorus release from the activated sludge; the anoxic treatment unit refers to A... 2 The second reaction unit in the / O biological treatment process involves mixing the reflux mixed liquor with the effluent from the anaerobic treatment unit in the anoxic treatment unit, where COD is removed; the anoxic treatment unit denitrifies the nitrates in the wastewater; the aerobic treatment unit refers to A... 2 The third reaction unit in the / O biological treatment process; the aerobic treatment unit has an aeration function, removes COD from wastewater, and nitrifies ammonia nitrogen; the sedimentation tank refers to the sedimentation tank for A 2 The / O secondary biological treatment process involves solid-liquid separation of the effluent. Sludge is partially returned to the anaerobic treatment unit from the bottom of the sedimentation tank via pipes or return channels. That is, the sedimentation tank is used for A... 2 The effluent from the aerobic treatment unit in the / O secondary biological treatment process undergoes solid-liquid separation treatment.

[0097] When sampling at each sample monitoring point, the sampling depth is 15-20cm, that is, mud-water mixture samples are collected at a depth of 15-20cm underwater at the monitoring point.

[0098] In actual push-flow type A 2 In wastewater treatment processes, only the total influent and effluent water concentrations are typically measured. The quality of the process operation is judged by whether the effluent pollutant concentration meets the discharge standards. This approach cannot assess the status of anaerobic, anoxic, or aerobic process units. Furthermore, the effluent concentration values ​​fluctuate due to dilution caused by the recirculation ratio, failing to accurately reflect the degree of pollutant removal in each process. Important process parameters such as the sludge recirculation ratio and mixed liquor recirculation ratio are affected not only by the power of the pumps (sludge recirculation pump and mixed liquor recirculation pump) and valve opening, but also by changes in the slope of the recirculation pipeline and errors between the indicated values ​​and actual values ​​of pumps and valves. These factors cannot be corrected using conventional wastewater treatment plant measurement methods.

[0099] Currently, regarding the push-flow type A 2In the / O process, the actual operating status (anaerobic, anoxic, and aerobic) of each treatment unit is mostly monitored by online ORP (oxidation-reduction potential) and DO (dissolved oxygen) instruments. However, there is no mature and systematic method for analyzing and obtaining the actual removal capacity of pollutants in the treatment unit. Therefore, this invention has the following advantages:

[0100] 1. This method is applicable to the A-type flow-propelled flow system. 2 Sample monitoring points are set along the entire process flow within each processing unit of the / O process. The point placement principle adopts a standardized method that saves manpower and resources, making it universally applicable to any plug-flow A 2 The / O process has good applicability; compared with the online instrument method, it has the advantages of saving investment costs and reducing operating costs. The testing cost of this method is only a few hundred yuan, while the cost of online monitoring instruments is at least tens of thousands of yuan, which significantly reduces the cost of biological treatment and the cost of obtaining the removal ratio and conversion amount of target pollutants in each treatment unit.

[0101] 2. Flow-type A 2 Key process parameters in the / O treatment process, such as sludge return ratio and mixed liquor return ratio, are currently estimated roughly based on the equipment design power during system construction, providing a coarse assessment of process stability. However, in actual operation and management, various limitations, such as pump (sludge return pump, mixed liquor return pump) power, valve opening, changes in return liquid pipeline slope, and errors between pump and valve readings and actual values, often lead to significant errors in the mixed liquor return ratio data, making it difficult to accurately evaluate and diagnose process stability. This invention, through standardized sampling methods and sample monitoring, obtains the actual process parameters during system operation, greatly improving data accuracy. The invention provides a high degree of precision, enabling accurate assessment and diagnosis of process stability, and significantly improving treatment efficiency. The measured values ​​of the actual sludge return ratio and mixed liquor return ratio during the treatment process accurately quantify the dilution effect caused by sludge and mixed liquor return in wastewater treatment. Combined with kinetic parameters and stoichiometric coefficients in the activated sludge mathematical model, it accurately determines the amount of material transformation and the actual amount of pollutants removed in each treatment unit. Compared to existing methods that rely on pump power and valve opening to obtain rough values, this invention not only significantly improves the precision and accuracy of the return ratio but also provides an accurate numerical basis for subsequent pollutant removal measurements, enhancing the control over the wastewater biological treatment process.

[0102] 3. The method of this invention applies to the actual NH4 in the aerobic unit. +Accurate determination of the -N removal rate provides a crucial data basis for adjusting the aeration rate of the aerobic unit based on the actual amount of pollutants removed from the wastewater within the aerobic unit. This is something that conventional measurement methods cannot obtain.

[0103] 4. This method can be applied to all push-flow type A 2 The / O process diagnoses the treatment process and pollutant removal capacity with accurate results, demonstrating strong diagnostic capabilities for the system's treatment process. Furthermore, it can be accomplished using only the existing monitoring capabilities of the wastewater treatment plant, without requiring any external monitoring equipment. This significantly reduces treatment costs and energy consumption, avoiding the risks of poor biological treatment effects and high energy consumption caused by inaccurate process parameters resulting from estimations based solely on the system's design power. Specifically, this invention utilizes accurately measured reflux ratios and water quality values ​​from multiple monitoring points to rapidly and accurately determine the removal amount and proportion of carbon and nitrogen in each unit of the treatment process. This overcomes the shortcomings of conventional wastewater treatment methods, which only provide total influent and effluent water quality concentrations and cannot determine the pollutant removal capacity within each process unit. Attached Figure Description

[0104] Figure 1 For the present invention A 2 A schematic diagram of a sample monitoring point setup for the / O treatment process;

[0105] Figure 1A For the present invention A 2 Another schematic diagram of sample monitoring point setup for the / O treatment process;

[0106] Figure 2 For the present invention in actual push-flow type A 2 Side view diagram of the / O process.

[0107] Explanation of reference numerals in the attached figures

[0108] 1. Inlet pipe; 11. Inlet point; 2. Anaerobic tank (anaerobic treatment unit); 21. First anaerobic point; 22. Second anaerobic point; 23. Third anaerobic point; 3. Anoxic tank (anoxic treatment unit); 31. First anoxic point; 32. Second anoxic point; 33. Third anoxic point; 34. Fourth anoxic point; 35. Fifth anoxic point; 36. Sixth anoxic point; 4. Aerobic tank (aerobic treatment unit); 41. First aerobic point; 42. Second aerobic point; 43. Third aerobic point; 44. Fourth aerobic point; 45. Fifth aerobic point; 46. Sixth aerobic point; 47. Seventh aerobic point; 48. Eighth aerobic point; 49. Ninth aerobic point; 5. Sludge return pipe; 51. Sludge monitoring point (i.e., sludge point); 6. Sedimentation tank. Detailed Implementation

[0109] The present invention will be further described below with reference to specific embodiments, and the advantages and features of the present invention will become clearer as a result. However, these embodiments are merely exemplary and do not constitute any limitation on the scope of the present invention. Those skilled in the art should understand that modifications or substitutions can be made to the details and form of the technical solutions of the present invention without departing from the spirit and scope of the present invention, but all such modifications and substitutions fall within the protection scope of the present invention.

[0110] In the description of this invention, it should be noted that the terms "center", "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", and "outer" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the unit referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0111] I. Setting up sample monitoring points

[0112] like Figure 1 The present invention's push-flow type A 2 The / O biological treatment process device includes the following wastewater treatment flow: wastewater inlet pipe 1, anaerobic treatment unit (i.e., anaerobic tank) 2, anoxic treatment unit (i.e., anoxic tank) 3, aerobic treatment unit (i.e., aerobic tank) 4, sludge return pipe 5, and sedimentation tank 6. The sludge return pipe returns the sludge settled in sedimentation tank 6 to anaerobic tank 2; the mixed liquor return pipe (not shown in the figure) returns the sludge-water mixture at the end of the aerobic tank to the anoxic tank.

[0113] The setting of sample monitoring points is from plug flow type A 2 The / O biological treatment process begins with the influent and continuously deploys treatment points along the wastewater treatment process (i.e., continuous deployment along the process flow), such as... Figure 1 At least one sample monitoring point shall be set up in each of the wastewater inlet pipe and the sludge return pipe; at least two sample monitoring points shall be set up in each of the anaerobic unit, anoxic unit, and aerobic treatment unit, wherein:

[0114] like Figure 1 An inlet monitoring point (inlet point) 11 is arranged in the inlet pipe, and the inlet point is located in the inlet pipe near the anaerobic treatment unit; usually, it is the inlet of the raw sewage to be treated into the anaerobic tank; a sludge monitoring point (sludge point) 51 is arranged in the sludge return pipe, and the sludge point is located in the sludge return pipe near the anaerobic treatment unit.

[0115] Because the sludge return unit has a short residence time and the sludge state and water quality are uniform within the unit, a sample monitoring point can be set at any location within the sludge return unit according to the site conditions.

[0116] At least two anaerobic monitoring points (anaerobic points) are set along the anaerobic treatment unit, wherein: the first anaerobic point 21 is located within the first 1 / 3 of the anaerobic treatment unit (usually the first 1 / 100-1 / 3, preferably 1 / 50-1 / 3), located at the front of the anaerobic tank; the second anaerobic point 22 is located within the last 1 / 3 of the anaerobic treatment unit (usually the last 1 / 100-1 / 3, preferably 1 / 50-1 / 3), located before the effluent of the anaerobic unit and closest to the effluent outlet, located at the rear of the anaerobic tank;

[0117] At least two anoxic monitoring points (anoxic points) are arranged along the course of the anoxic treatment unit, wherein: the first anoxic point 31 is located within the first 1 / 3 of the course of the anoxic treatment unit (usually the first 1 / 100-1 / 3, preferably 1 / 50-1 / 3), located at the front of the anoxic tank; the second anoxic point 32 is located within the last 1 / 3 of the course of the anoxic treatment unit (usually the last 1 / 100-1 / 3, preferably 1 / 50-1 / 3), located before the effluent from the anoxic unit and closest to the effluent outlet, located at the rear of the anoxic tank.

[0118] At least two aerobic monitoring points (aerobic points) are set along the aerobic treatment unit, wherein: the first aerobic point 41 is located within the first 1 / 3 of the aerobic treatment unit (usually the first 1 / 100-1 / 3, preferably 1 / 50-1 / 3), located at the front of the aerobic tank; the second aerobic point 42 is located within the last 1 / 3 of the aerobic treatment unit (usually the last 1 / 100-1 / 3, preferably 1 / 50-1 / 3), located before the aerobic unit effluent and closest to the effluent outlet, located at the rear of the aerobic tank.

[0119] The sampling depths for the first and second anaerobic sites, the first and second anoxic sites, and the first and second aerobic sites are 15-20 cm, meaning the sample monitoring points are set 15-20 cm below the wastewater surface. The sampling volume for each monitoring point is 50-100 ml.

[0120] The first anaerobic point is set as close as possible to the mixing zone after the sludge return and anaerobic influent are fully mixed. The first anoxic point is also set as close as possible to the mixing zone after the mixed liquor return and anoxic influent are fully mixed. The first aerobic point is set as close as possible to the aeration initiation zone after aeration begins.

[0121] like Figure 1AAt least three aerobic points are arranged along the aerobic treatment unit. The first aerobic point is located within the first 1 / 3 of the aerobic treatment unit, at the front of the aerobic tank. The second aerobic point is located within the last 1 / 3 of the aerobic treatment unit, at the front of the aerobic tank, closest to the outlet. The third aerobic point is located at the halfway point of the aerobic treatment unit, i.e., the middle position between the first and second aerobic points, and is evenly distributed between the first and second aerobic points. The sampling depth of the first, second, and third aerobic points is 15-20 cm, respectively. The volume of the sample collected at each sampling point is 50-100 ml.

[0122] For example, if the total length of the aerobic unit is 50m, the first, third, and second aerobic points can be arranged at positions of 5m, 25m, and 45m along the aerobic tank, respectively.

[0123] If the distance between the first and second aerobic points is long (more than 30m), multiple sample monitoring points can be set up between the first and second aerobic points. The multiple sample monitoring points are divided into cells evenly according to the length of the aerobic reaction unit between the first and second aerobic points. The length of each cell should be controlled between 10 and 30m (based on the reaction unit length, the minimum length should not be less than 10m and the maximum length should not be greater than 30m). One sampling point is set up in each cell, and the distance between the sampling points is uniform, until the second aerobic point.

[0124] like Figure 2 The first anaerobic point is located within the first 1 / 3 of the anaerobic treatment unit (anaerobic tank) after the influent and returned sludge are mixed. The second anaerobic point is located within the second 1 / 3 of the anaerobic tank before the effluent flows out of the anaerobic tank. Similarly, the first anoxic point is located within the first 1 / 3 of the anoxic tank after the influent and aerobic returned mixed liquor are mixed. The second anoxic point is located within the second 1 / 3 of the anoxic tank before the effluent flows out of the anoxic tank. Nine aerobic monitoring points are evenly distributed inside the aerobic tank. The first aerobic point is located within the first 1 / 3 of the aerobic tank, the second aerobic point is located within the second 1 / 3 of the aerobic tank, and the remaining seven... The three to nine aerobic monitoring points are evenly distributed between the first and second aerobic monitoring points according to the length of the water flow within the treatment unit, and are located at the beginning, middle and rear of the aerobic tank. That is, the 3rd to 9th aerobic monitoring points are located between the first and second aerobic monitoring points along the treatment unit and are evenly distributed between the first and second aerobic monitoring points.

[0125] II. Sample Collection

[0126] When sampling at the sample monitoring point, collect 50-100 mL of the mixed sample from 15-20 cm below the liquid surface of the treatment unit, ensuring that the mud and water are thoroughly mixed.

[0127] The samples collected at the influent point are influent samples; the samples collected at the first anaerobic point are first anaerobic samples, which are samples of the mixture of influent injected into the anaerobic treatment unit and returned sludge from the sedimentation tank to the anaerobic tank; the samples collected at the second anaerobic point are second anaerobic samples, which are effluent from the anaerobic tank after anaerobic treatment; the samples collected at the first anoxic point are first anoxic samples, which are samples of the mixture of influent injected into the anoxic treatment unit and returned mixed liquor from the aerobic tank to the anoxic tank; the samples collected at the second anoxic point are... The second anoxic sample is the effluent from the anoxic tank after anoxic treatment; the sample collected at the first aerobic point is the first aerobic sample, which is the influent injected into the aerobic treatment unit; the sample collected at the second aerobic point is the second aerobic sample, which is considered as the effluent from the aerobic tank after aerobic treatment (i.e., the influent injected into the sedimentation tank); if three aerobic monitoring points are set up in the aerobic tank, then the sample collected at the third aerobic point is the intermediate treatment sample of the aerobic treatment unit; the sample collected at the sludge point is the sludge return sample (referred to as the sludge sample).

[0128] In this field, the effluent from the anoxic tank is the same as the influent from the aerobic tank, meaning the water quality at the second anoxic point is the same as that at the first aerobic point; the effluent from the aerobic tank is the same as the influent from the sedimentation tank, meaning the water quality at the second aerobic point is the same as that at the sedimentation tank.

[0129] At least three parallel samplings were taken at each monitoring point, i.e., at least three sets of samples were taken to obtain at least three sets of samples. The parameters of each set of samples were determined according to the relevant methods in "Methods for Monitoring and Analysis of Water and Wastewater" (Fourth Edition).

[0130] III. Sample Water Quality Testing

[0131] Samples collected from each monitoring point were analyzed for water quality and pollutant parameters according to the relevant methods in "Methods for Monitoring and Analysis of Water and Wastewater" (Fourth Edition). The chemical oxygen demand (COD) in mg / L and ammonia nitrogen concentration (NH4) were measured. + -N], mg / L; Nitrite nitrogen concentration [NO2] - -N], mg / L; nitrate nitrogen concentration [NO3] - -N], mg / L; Total nitrogen concentration [TN], mg / L; Orthophosphate concentration [PO4] 3- The concentrations of suspended solids (suspended sludge) [MLSS], mg / L, were measured simultaneously at the influent point, sludge point, first anaerobic point, second anaerobic point, first anoxic point, and second aerobic point, and test data for all monitored samples were obtained. COD was determined using the potassium dichromate method.

[0132] For each sample collected, water quality and pollutant parameters were determined according to the relevant methods in "Methods for Monitoring and Analysis of Water and Wastewater" (Fourth Edition), and at least three sets of water quality and pollutant parameter data were obtained.

[0133] IV. Calculate and verify the sludge return ratio (Q) 污泥回流 / Q 进水 R 污回比 )

[0134] A. Substitute the MLSS concentrations of the corresponding sludge sample and the first anaerobic sample in each group of samples into formula (1) to calculate the sludge return ratio (i.e., the percentage of sludge return flow rate relative to the raw wastewater flow rate) for each group of samples:

[0135]

[0136] In equation (1): MLSS 污泥回流 Q represents the suspended solids concentration (i.e., suspended sludge concentration) of the returned sludge sample, in mg / L. 进水 Q represents the influent flow rate of raw wastewater, in L / h; 污泥回流 The flow rate of the returned sludge is in L / h; MLSS 第一厌氧 The concentration of suspended solids in the first anaerobic sample is mg / L.

[0137] For each group of samples, a sludge return ratio is calculated based on the water quality parameters. The average value is then used as the sludge return ratio for verification. For example, this is illustrated using the collection of 3 groups of samples.

[0138] During the calculation process of formula (1), at least three sets of parallel samples were taken simultaneously from the sludge point and the first anaerobic point, and the MLSS in each set was measured. 污泥回流 With MLSS 第一厌氧 Concentration; then, by substituting the water quality parameters of the two monitoring points (sludge point and first anaerobic point) in each sample group into formula (1), the corresponding sludge return ratio is calculated.

[0139] That is, the [MLSS] of the first group of samples 污泥回流 ] and [MLSS 第一厌氧 Substituting into formula (1), the sludge return ratio 1 is obtained; the MLSS of the second group of samples... 污泥回流 ] and [MLSS 第一厌氧 Substituting into formula (1), the sludge return ratio 2 is obtained; the MLSS of the third group of samples... 污泥回流 ] and [MLSS 第一厌氧 Substituting into formula (1), we obtain the sludge return ratio 3; the sludge return ratio is the average of the three calculated values, i.e. (sludge return ratio 1 + sludge return ratio 2 + sludge return ratio 3) / 3.

[0140] In the calculation of equation (1), Q 进水 With Q 污泥回流 The specific value is not required. Q 污泥回流 =R 污回比 ×Q 进水 .

[0141] B. The sludge concentration value is generally in the range of 3000-5000 mg / L, but there is a certain deviation when measuring its value. Under the condition that it is permissible, the following methods can be used to further improve the measurement accuracy of MLSS: Since there is no sewage or return sludge entering the anaerobic unit after the first anaerobic point, the MLSS concentration value of the sample at the second anaerobic point can be increased for each group; before using formula (1) for calculation, the average value of the MLSS values ​​of the first and second anaerobic samples should be taken first, and the average value should be used as the MLSS value of the first anaerobic sample, and then substituted into formula (1A) for calculation to ensure that the MLSS value in formula (1A) is more stable and correct.

[0142]

[0143] The water quality parameters of each group of samples were calculated according to formula (1A) to obtain the corresponding sludge return ratio value. Then, the average value of the calculated sludge return ratio value was taken as the verification sludge return ratio.

[0144] V. Calculate and verify the mixture reflux ratio (i.e., the mixture reflux value, Q). 混合液回流 / Q 进水 R 混回比 )

[0145] A. Substitute the MLSS concentrations of the corresponding second aerobic point, second anaerobic point and first anoxic point samples in each group of samples into formula (2) to calculate the mixed liquor recirculation ratio (i.e. the percentage of the flow rate of the mixed liquor recirculated from the aerobic tank to the anoxic tank relative to the influent flow rate of the anoxic tank (i.e. the mixed liquor recirculation value)) for each group of samples.

[0146]

[0147] In formula (2) MLSS 第二好氧 The suspended solids concentration (i.e., suspended sludge concentration) of the sample at the second aerobic monitoring point (i.e., the second aerobic sample) within the aerobic treatment unit, in mg / L; Q 进水 Q represents the influent flow rate of raw wastewater, in L / h; 混合液回流 MLSS is the flow rate of the reflux mixture, in L / h. 第二厌氧 The sludge concentration value of the second anaerobic sample is mg / L; MLSS 第一缺氧 The value is the sludge concentration of the first anoxic sample, in mg / L.

[0148] For each group of samples, a mixed liquor reflux ratio is calculated based on the water quality parameters. The average value is then used as the verification value of the mixed liquor reflux ratio. For example, this is illustrated by collecting 3 groups of samples.

[0149] During the calculation of formula (2), at least three sets of samples were taken simultaneously at the second aerobic point, the second anaerobic point, and the first anoxic point, and the MLSS in each set was measured. 第二好氧 MLSS 第二厌氧 With MLSS 第一缺氧 Concentration; then, by substituting the values ​​of the three monitoring points in each sample group into formula (2), the corresponding reflux ratio of the mixed solution is calculated.

[0150] That is, the [MLSS] of the first group of samples 第二好氧 ]、[MLSS 第二厌氧 ] and [MLSS 第一缺氧 Substituting into formula (1), the reflux ratio of the mixture is obtained as 1; the [MLSS] of the second group of samples 第二好氧 ]、[MLSS 第二厌氧 ] and [MLSS] 第一缺氧 Substituting into formula (1), the reflux ratio of the mixture is obtained as 2; the [MLSS] of the third group of samples 第二好氧 ]、[MLSS 第二厌氧 ] and [MLSS 第一缺氧 Substituting into formula (1), we obtain the mixture reflux ratio 3; the mixture reflux ratio is the average of the three calculated values, i.e. (mixture reflux ratio 1 + mixture reflux ratio 2 + mixture reflux ratio 3) / 3.

[0151] In the calculation of equation (2), Q 进水 With Q 混合液回流 The specific value of Q is not required. 混合液回流 =R 混回比 ×Q 进水 .

[0152] VI. Calculate NO3 in the anaerobic treatment unit - -N denitrification amount (NO3) - -N 厌氧反硝化 )

[0153] The sludge return ratio calculated according to formula (1) is based on the NO3 content of the influent sample, sludge sample, and second anaerobic sample. - -N concentration value ([NO3) - -N] 进水 NO3 - -N] 污泥 NO3 - -N] 第二厌氧 Using formula (3), the NO3 in the anaerobic treatment unit was calculated. - -N denitrification amount

[0154] NO3 - -N 厌氧反硝化 =NO3 - -N 进水 +NO3- -N 污泥回流 -NO3 - -N 第二厌氧 (3)

[0155] In formula (3): NO3 - -N 厌氧反硝化 NO3 in the anaerobic treatment unit per unit time (h) - -N denitrification amount, i.e., the amount of nitrate nitrogen (NO3) removed by denitrification in the anaerobic treatment unit. - Amount of -N), mg / h; NO3 - -N 进水 NO3 in the influent per unit time (h) - The amount of -N is the NO3 in the influent sample. - -N concentration × Q 进水 =[NO3] - -N] 进水 ×Q 进水 NO3 - -N 污泥回流 The NO3 content in the sludge return liquid to the anaerobic treatment unit per unit time (h) - The amount of -N is the NO3 in the sludge sample. - -N concentration × Q 污泥回流 =[NO3] - -N] 污泥 ×Q 污泥回流 NO3 - -N 第二厌氧 NO3 in the effluent of the anaerobic treatment unit per unit time (h) - The amount of -N is the NO3 in the second anaerobic sample. - -N concentration × (Q 进水 +Q 污泥回流 )=[NO3 - -N] 第二厌氧 × (Q 进水 +Q 污泥回流 );Q 污泥回流 =R 污回比 ×Q 进水 .

[0156] Note: Q 进水 The influent volume is expressed in L / h. Since in wastewater treatment plants, the amount of pollutants removed is assumed to occur within a unit of time, varying with the influent flow rate. Therefore, starting from step (vi), all calculations of the amount of substance are based on the amount of pollutants removed within the treatment unit at the same influent flow rate (h / hour). To facilitate the expression and understanding of the amount of substance in subsequent processes, the unit time (h) is omitted when the relevant "amount of substance" appears, and it is expressed as mg.

[0157] VII. Calculate the amount of COD removed by denitrification in the anaerobic treatment unit (COD). 厌氧反硝化 )

[0158] COD and NO3 in the mathematical model of activated sludge - -N is a numerical conversion of the anaerobic denitrification process, i.e., the amount of COD consumed or removed during denitrification is calculated using formula (4).

[0159] COD 厌氧反硝化 =6.8×NO3 - -N 厌氧反硝化 (4)

[0160] In formula (4), COD 厌氧反硝化 The amount of COD consumed by denitrification in the anaerobic treatment unit per unit time (h), expressed in mg; NO3 - -N 厌氧反硝化 Nitrate nitrogen (NO3) removed by denitrification in the anaerobic treatment unit - The amount of -N), mg.

[0161] 8. Calculate the PO4 in the anaerobic treatment unit. 3- -P release (PO4) 3- -P 厌氧释放 )

[0162] Using PO4 from influent samples, sludge samples, and the first anaerobic sample 3- -P concentration value [PO4] 3- -P], calculate PO4 in the anaerobic unit using formula (5). 3- -P release amount;

[0163] PO4 3- -P 厌氧释放 =PO4 3- -P 第二厌氧 -PO4 3- -P 污泥回流 -PO4 3- -P 进水 (5);

[0164] In equation (5), PO4 3- -P 厌氧释放 The amount of phosphorus phosphate (PO4) in the anaerobic treatment unit per unit time (h) 3— P) release amount, mg; PO4 3- -P 污泥回流 The amount of phosphorus phosphate in the sludge return, in mg, is the PO4 content of the sludge return sample. 3- -P concentration × Q 污泥回流 =[PO4 3- -P]污泥 ×Q 污泥回流 ;PO4 3- -P 第二厌氧 This refers to the amount of phosphorus phosphate in the second anaerobic sample, expressed in mg, which is equivalent to the PO4 content at the second anaerobic site. 3- -P concentration × (Q 进水 +Q 污泥回流 ) = [PO4 3- -P] 第二厌氧 ×(Q 进水 +Q 污泥回流 ); PO4 3- -P 进水 The amount of phosphorus phosphate in the influent, expressed in mg, is the PO4 content of the wastewater influent sample. 3- -P concentration × Q 进水 =[PO4 3- -P] 进水 ×Q 进水 .

[0165] 9. Calculate the amount of COD consumed for phosphorus release during anaerobic treatment (COD). 厌氧释磷 )

[0166] COD and PO4 in the mathematical model of activated sludge 3- -P is converted to a numerical value, that is, the amount of COD consumed by phosphorus release during anaerobic treatment is calculated using formula (6).

[0167] COD 厌氧释磷 =2.84×PO4 -3- -P 厌氧释放 (6)

[0168] In formula (6), COD 厌氧释磷 The amount of COD consumed for phosphorus release in the anaerobic treatment unit, in mg; PO4 -3- -P 厌氧释放 Phosphate (PO4) in the anaerobic treatment unit 3- Release amount of -P, mg.

[0169] 10. Calculate NO3 in the hypoxia treatment unit - -N denitrification amount (NO3) - -N 缺氧反硝化 )

[0170] The mixed liquor reflux ratio calculated according to formula (2) is based on the NO3 content of the second anaerobic sample, the first anoxic sample, and the second aerobic sample. - -N concentration value [NO3] - -N], calculate NO3 in the anoxic treatment unit using formula (7). - The amount of -N denitrification;

[0171] NO3- -N 缺氧反硝化 =NO3 - -N 第二厌氧 +NO3 - -N 混合液回流 —NO3 - -N 第二缺氧 (7);

[0172] In formula (7), NO3 - -N 缺氧反硝化 Nitrate nitrogen (NO3) removed by denitrification in the anoxic treatment unit - The amount of -N), mg; NO3 - -N 第二厌氧 The amount of nitrate nitrogen in the effluent from the anaerobic treatment unit, in mg, and the NO3 in the second anaerobic sample. - -N concentration × (Q 进水 +Q 污泥回流 )=[NO3 - -N] 第二厌氧 ×(Q 进水 +Q 污泥回流 This also refers to the amount of nitrate nitrogen flowing from the anaerobic tank into the anoxic tank, expressed in mg; NO3 - -N 混合液回流 The amount of nitrate nitrogen, in mg, in the mixture refluxed from the aerobic unit to the anoxic unit, is the NO3 content of the second aerobic sample. - -N concentration × Q 混合液回流 =[NO3] - -N] 第二好氧 ×Q 混合液回流 NO3 - -N 第二缺氧 The amount of nitrate nitrogen in the effluent from the anoxic unit, in mg, and the NO3 in the second anoxic sample. - -N concentration × (Q 进水 +Q 污泥回流 +Q 混合液回流 )=[NO3 - -N] 第二缺氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ), where Q 污泥回流 =R 污回比 ×Q 进水 Q 混合液回流 =R 混回比 ×Q 进水 .

[0173] XI. Calculate the amount of COD consumed by denitrification in the anoxic treatment unit (COD). 缺氧反硝化 )

[0174] COD and NO3 in the mathematical model of activated sludge- -N stoichiometric conversion value, that is, using formula (8) to calculate the amount of COD consumed by denitrification in the anoxic unit,

[0175] COD 缺氧反硝化 =6.8×NO3 - -N 缺氧反硝化 (8)

[0176] In formula (8), COD 缺氧反硝化 The amount of COD consumed by denitrification in the anoxic treatment unit, in mg; NO3 — N 缺氧反硝化 Nitrate nitrogen (NO3) removed by denitrification in the anoxic treatment unit - The amount of -N), mg.

[0177] 12. Calculate the sludge ammonia nitrogen removal load (NH4) of the aerobic treatment unit. + -N 好氧污泥氨氮去除负荷 or NH4 + -N 好氧硝化能力 )

[0178] 1) Overall sludge ammonia nitrogen removal load (NH4) of the aerobic unit + -N 好氧污泥整体氨氮去除负荷 or NH4 + -N 好氧整体硝化能力 )

[0179] Using NH4 from the first and second aerobic samples + -N (ammonia nitrogen) concentration value [NH4] + -N], calculate the overall sludge ammonia nitrogen removal load of the aerobic treatment unit (i.e., the overall ammonia nitrogen nitrification capacity of the aerobic unit, NH4) according to formula (9). + -N 好氧整体硝化能力 ),

[0180] NH4 + -N 好氧整体硝化能力 =(NH4) + -N 第一好氧 -NH4 + -N 第二好氧 ) / (MLSS 第二好氧 ×V 好氧 ×HRT 好氧 (9)

[0181] In equation (9), NH4 + -N 第一好氧 NH4 + -N 第二好氧 NH4 entering the aerobic unit + The amount of -N and NH4 in the effluent of the aerobic unit +The amount of -N, in mg, is determined by the NH4+ content of the first and second aerobic samples. + -N concentration × (Q 进水 +Q 污泥回流 +Q 混合液回流 ) = [NH4 + -N] 第一 / 第二好氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ); MLSS 第二好氧 V represents the MLSS concentration of the second aerobic sample, in mg / L. 好氧 The volume of the aerobic unit is obtained from the wastewater treatment plant design data; L; HRT 好氧 The hydraulic retention time (HRT) of the aerobic unit is calculated according to formula (9a): 好氧 =V 好氧 / (Q 进水 +Q 污泥回流 +Q 混合液回流 (9a).

[0182] 2) Actual ammonia nitrogen removal load of aerobic unit sludge (NH4) + -N 好氧污泥实际氨氮去除负荷 or NH4 + -N 好氧实际硝化能力 )

[0183] Using NH4 from the first and nth aerobic samples + -N concentration value, according to formula (10), calculate the actual sludge ammonia nitrogen removal load (i.e., the actual ammonia nitrogen nitrification capacity at different locations in the aerobic unit, NH4) when the sewage flows to different positions. + -N 好氧实际硝化能力 The formula is: n = 3, 4, 5, ..., where n is an integer from 3 to 5, and the maximum value of n is the same as the number of aerobic monitoring points set within the aerobic unit. Based on the calculation results, the nitrification capacity of the aerobic treatment unit is diagnosed, the location where ammonia nitrogen is completely consumed within the aerobic unit, and the consumption efficiency or rate of ammonia nitrogen are determined. By determining the actual efficiency of ammonia nitrogen removal within the aerobic unit, and the consumption rate or efficiency of ammonia nitrogen along the treatment space of the aerobic unit, the space utilization efficiency of the aerobic unit is clarified, providing a basis for subsequent optimization and adjustment of aerobic aeration. If the ammonia nitrogen removal efficiency is found to be at its highest at the nth aerobic point, then the aerobic space after that point basically does not play a role in pollutant removal. Measures such as reducing aeration in the subsequent space should be considered to achieve the purpose of saving energy.

[0184] NH4 + -N 好氧实际硝化能力 =(NH4) + -N 第一好氧 -NH4 + -N 第n好氧 ) / (MLSS第n好氧 ×V 好氧实际 ×HRT 好氧实际 (10)

[0185] In equation (10), NH4 + -N 第n好氧 This refers to the NH4+ at the nth aerobic monitoring point when the wastewater flows. + The amount of -N, mg, is determined by the NH4+ content of the nth aerobic sample. + -N concentration × (Q 进水 +Q 污泥回流 +Q 混合液回流 )=[NH4 + -N] 第n好氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ); MLSS 第n好氧 V represents the MLSS concentration of the nth aerobic sample, in mg / L. 好氧实际 The actual volume of the aerobic unit when the wastewater flows to the nth aerobic monitoring point within the aerobic unit can be calculated by multiplying the proportion of the nth aerobic monitoring point to the total length of the aerobic unit by V. 好氧 Let L be the friction length of the aerobic unit, and k be the friction length from the inlet of the aerobic unit to the nth aerobic point. Then V 好氧实际 k / l×V 好氧 HRT 好氧实际 This represents the actual hydraulic retention time (HRT) within the aerobic treatment unit at the nth aerobic monitoring point. 好氧实际 =V 好氧实际 / (Q 进水 +Q 污泥回流 +Q 混合液回流 n = 3, 4, 5..., integers, where the maximum value of n is the number of sample monitoring points set within the aerobic unit.

[0186] 13. Calculate the COD removal capacity of the aerobic treatment unit (COD 好氧去除 )

[0187] Using the COD concentration values ​​[COD] of the second anoxic sample and the second aerobic sample, the actual COD removal of the aerobic unit is calculated according to formula (11).

[0188] COD 好氧去除 =COD 第二缺氧 —COD 第二好氧 (11)

[0189] In equation (11), COD 好氧去除 COD removal rate of the aerobic treatment unit, mg; COD 第二缺氧The COD in the effluent from the anoxic unit, in mg, is calculated by multiplying the COD concentration of the second anoxic sample by (Q). 进水 +Q 污泥回流 +Q 混合液回流 = [COD] 第二缺氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 COD 第二好氧氧 The COD in the effluent from the aerobic treatment unit, in mg, is calculated by multiplying the COD concentration of the second aerobic sample by (Q). 进水 +Q 污泥回流 +Q 混合液回流 = [COD] 第二好氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ).

[0190] XIV. Calculate the total COD removal of the biological treatment system (COD 总去除 )

[0191] Calculate A using formula (12) 2 The total COD removal capacity of the / O biological treatment system (COD 总去除 ),

[0192] COD 总去除 =COD 厌氧去除 +COD 缺氧去除 +COD 好氧去除 (12)

[0193] In formula (12) COD 总去除 For A 2 Total COD removal rate of the / O wastewater biological treatment system, mg; COD 厌氧去除 The total COD removal of the anaerobic unit, in mg, where COD 厌氧去除 =COD 厌氧反硝化 +COD 厌氧释磷 COD 缺氧去除 This refers to the total COD removal in the anoxic unit, i.e., the amount of COD consumed by denitrification in the anoxic unit (COD). 缺氧反硝化 ), mg; COD 好氧去除 This refers to the total COD removal amount of the aerobic unit, i.e., the COD removal value of the aerobic unit (COD). 好氧去除 ), mg.

[0194] XV. Determining the Operating Status of Each Processing Unit in the Biological Treatment System

[0195] 15-1. If COD 厌氧去除 Actual occurrence and greater than COD 好氧去除 If the anaerobic unit is in good condition, then the COD level is within the range of anaerobic units.厌氧去除 Actual occurrence refers to COD 厌氧去除 The quantity being calculated is >0;

[0196] 15-2. If COD 厌氧去除 It did not occur or actually occurred, but was less than COD. 好氧去除 If the COD is low, the anaerobic unit will be in poor condition; 厌氧去除 No COD occurred 厌氧去除 The quantity to be calculated is ≤0

[0197] 15-3. If COD 缺氧去除 Actual occurrence and greater than COD 好氧去除 If the oxygen-deficient unit is in good condition, then the COD level is within the unit. 缺氧去除 Actual occurrence refers to COD 缺氧去除 The calculated quantity is >0, i.e., COD 缺氧反硝化 The quantity being calculated is >0;

[0198] 15-4. If COD 缺氧去除 It did not occur or actually occurred, but was less than COD. 好氧去除 If the oxygen-deficient unit is in poor condition, then the COD level is low. 缺氧去除 No COD occurred 缺氧去除 The calculated quantity is ≤0, i.e., COD 缺氧反硝化 The quantity being calculated is ≤0.

[0199] 15-5. Determination of the non-aeration removal rate R of COD 非曝气率 , where R 非曝气率 According to formula (13),

[0200] R 非曝气率 =(COD) 厌氧去除 +COD 缺氧去除 COD 总去除 ×100%

[0201] =(COD) 厌氧去除 +COD 缺氧去除 ) / (COD 厌氧去除 +COD 缺氧去除 +COD 好氧去除 )×100% (13)

[0202] If R 非曝气率 >80% indicates that a large amount of organic matter (COD) is removed through a low-energy, non-aeration method, which is indicative of the performance of the plug-flow A... 2 The / O wastewater biological treatment system is operating well;

[0203] If R 非曝气率 <50% indicates that a large amount of organic matter (COD) is removed in the aerobic unit through high-energy-consuming aeration, which is indicative of the plug-flow A... 2The non-aeration anaerobic and anoxic units of the / O wastewater biological treatment system are experiencing operational problems and require adjustment.

[0204] 50%≤R 非曝气率 ≤80% indicates that some pollutants are removed through low-energy, non-aeration methods, but there is still room for optimization. Further observation can be conducted while maintaining the current operating conditions.

[0205] Example 1

[0206] This embodiment uses a large-scale plug-flow A-type wastewater treatment plant as an example. 2 / Taking the O process as an example, the daily designed treatment capacity of this biological treatment system is 150,000 tons / day; the anaerobic treatment unit is 50 meters long (i.e., the length of the anaerobic tank along the sewage flow direction, the length along the anaerobic treatment path); the anoxic treatment unit is 100 meters long (i.e., the length of the anoxic tank along the sewage flow direction, the length along the anoxic treatment path); the aerobic treatment unit is 150 meters long (i.e., the length of the aerobic tank along the sewage flow direction, the length along the aerobic treatment path); the average operating water depth is 4.5 meters; a sludge return corridor is set between the sedimentation tank and the anaerobic tank, and the sludge in the sedimentation tank is returned to the anaerobic tank; a mixed liquor return pipe is set between the aerobic tank and the anoxic tank, and the mixed liquor at the end of the aerobic tank (i.e., the rear 1 / 3 volume of the aerobic treatment unit and before the effluent from the aerobic unit) is returned to the anoxic tank.

[0207] According to the wastewater treatment plant design manual, based on the average operating power of the equipment pumps (i.e., influent pump and sludge return pump), the flow rate of the sludge pump is twice that of the influent pump, and the valve opening of the sludge return pump is 40%; the flow rate of the mixed liquor return pump is three times that of the influent pump, and the valve opening of the mixed liquor return pump is 2 / 3.

[0208] 1. Flow-type A 2 / O system sets up sample monitoring points

[0209] According to the flow-type A 2 The process diagram shows that, starting from the influent, 20 wastewater sample monitoring points are set up, including one on the influent pipe and one on the sludge return corridor. Sample monitoring points are also set up along the flow direction of the wastewater treatment within the anaerobic, anoxic, and aerobic treatment units, with 3 points in the anaerobic tank, 6 in the anoxic tank, and 9 in the aerobic tank. Figure 2 ,in:

[0210] An inlet monitoring point (i.e., inlet point) 11 is arranged inside the inlet pipe. The inlet point is located in the inlet pipe of the raw sewage, at the front end of the inlet of the raw water into the anaerobic tank, that is, close to the front end of the anaerobic tank; 50cm away from the sewage inlet of the anaerobic tank (usually 20-100cm); the sample collected at the inlet point is the inlet water sample.

[0211] Sludge monitoring points (i.e. sludge points) 51 are arranged in the sludge return corridor. The sludge points are set in the sludge return pipe and close to the sludge return inlet of the anaerobic tank. The distance from the sludge return inlet is 200cm (usually 150-250cm). The samples collected from the sludge points are sludge samples.

[0212] Three anaerobic monitoring points (i.e., anaerobic points) are arranged within the anaerobic tank. The first anaerobic point 21 is located at the front end of the anaerobic treatment unit after the influent and returned sludge are mixed. The first anaerobic point is 5m away from the front wall of the anaerobic tank (i.e., at the first 1 / 10 of the distance). The first anaerobic point is typically located within the first 1 / 3 of the distance along the anaerobic tank, preferably 1 / 100-1 / 3, and more preferably 1 / 50- The second anaerobic point 22 is located at the rear end of the anaerobic treatment unit and before the anaerobic tank outlet, 5m away from the anaerobic tank outlet (i.e., 5m from the rear wall of the anaerobic tank, at the last 1 / 10 of the distance). The second anaerobic point is usually within the last 1 / 3 of the distance along the anaerobic tank, preferably 1 / 100-1 / 3, preferably 1 / 50-1 / 3). The third anaerobic monitoring point 23 is located in the middle of the anaerobic treatment unit, 25m away from the front wall of the anaerobic tank (i.e., the center of the anaerobic tank along its length, located between the first and second anaerobic points). The samples collected from the first, second, and third anaerobic points are the first, second, and third anaerobic samples, respectively; the sampling depth is 15-20cm.

[0213] Six anoxic monitoring points (i.e., anoxic points) are arranged in the anoxic tank. The first anoxic point 31 is located at the front end of the anoxic tank (i.e., the starting point of the anoxic tank), 5m away from the inlet of the anoxic tank after the mixed liquor reflux and the anoxic influent have been fully mixed (i.e., the first 1 / 20 of the distance along the tank). The first anoxic point is usually located within the first 1 / 3 of the distance along the anoxic tank, preferably 1 / 100-1 / 3, preferably 1 / 50-1 / 3. The second anoxic point 32 is located at the rear end of the anoxic tank and before the outlet of the anoxic tank, 5m away from the outlet of the anoxic tank (5m from the rear wall of the anoxic tank, i.e., the last 1 / 20 of the distance along the tank). The second anoxic point is usually located within the last 1 / 3 of the distance along the anoxic tank, preferably 1 / 100-1 / 3, preferably 1 / 50-1 / 3. The third, fourth, fifth, and sixth anoxic points 33, 34, and 35 are also located in the anoxic tank. 36 is located in the middle of the anoxic treatment unit. Based on an even distribution, the third to sixth anoxic points are evenly distributed along the water flow direction between the first and second anoxic points, with a distance of 18m between adjacent monitoring points. Samples collected from the first to sixth anoxic points are respectively the first, second, third, fourth, fifth, and sixth anoxic samples; the sampling depth is 15-20cm.

[0214] Nine aerobic monitoring points (i.e., aerobic points) are arranged in the aerobic tank. The first aerobic point 41 is located at the front end of the aerobic tank (i.e., the starting point of the aerobic treatment unit), 5m away from the inlet of the aerobic tank (5m from the front wall of the aerobic tank, i.e., the first 1 / 30 of the distance). The first aerobic point is usually located within the first 1 / 3 of the distance of the aerobic tank, preferably 1 / 100-1 / 3, and more preferably 1 / 50-1 / 3. The second aerobic point 42 is located at the rear end of the aerobic treatment unit and before the outlet of the aerobic tank, 5m away from the outlet of the aerobic tank (5m from the rear wall of the aerobic tank, i.e., the last 1 / 30 of the distance). The second aerobic point is typically located within the latter 1 / 3 of the aerobic tank, preferably 1 / 100-1 / 3, and more preferably 1 / 50-1 / 3. The third, fourth, fifth, sixth, seventh, eighth, and ninth aerobic monitoring points (43, 44, 45, 46, 47, 48, and 49) are positioned between the first and second aerobic points in the aerobic treatment unit. These points are evenly distributed along the water flow direction between the first and second aerobic points. Based on the flow sequence of wastewater within the aerobic treatment unit, they are evenly distributed proportionally from front to back, with each monitoring point spaced 17.5m apart. Samples collected from the first to ninth aerobic monitoring points are the first, second, third, fourth, fifth, sixth, seventh, eighth, and ninth aerobic samples, respectively; the sampling depth is 15-20cm.

[0215] 2. Sample Collection

[0216] Samples were collected at all monitoring points at a depth of 17cm (usually 15-20cm) and a volume of 75ml (usually 50-100ml) for later use.

[0217] Samples are taken at each monitoring point to obtain one set of samples. Three sets of samples are taken in parallel at the sample monitoring points set up in the system to obtain three sets of parallel samples. Usually, at least three sets of samples are taken in parallel at the sample monitoring points set up in the system to obtain at least three sets of parallel samples. The water quality of each set of samples is measured separately to obtain at least three sets of sample water quality data for later use.

[0218] 3. Water quality testing

[0219] The water quality or pollutant concentration parameters of all samples collected from monitoring points were determined according to the relevant methods in "Methods for Monitoring and Analysis of Water and Wastewater" (Fourth Edition), namely, Chemical Oxygen Demand (COD), mg / L; and Ammonia Nitrogen Concentration (NH4+). + -N], mg / L; Nitrite nitrogen concentration [NO2] - -N], mg / L; nitrate nitrogen concentration [NO3] - -N], mg / L; Total nitrogen concentration [TN], mg / L; Orthophosphate concentration [PO4] 3-[-P], mg / L; simultaneously measured the MLSS concentration of the influent sample; the first and second anaerobic samples; the first and second anoxic samples; and the first to ninth aerobic samples, mg / L.

[0220] At least three parallel samples were collected at each monitoring point, and the water quality or pollutants (i.e., COD, NH4) of each sample were measured separately. + -N, NO2 - -N, NO3 - -N, TN, PO4 3- -P) concentration parameter.

[0221] In this embodiment of the invention, three parallel samples were collected to obtain three sets of parallel test samples, and the water quality parameters of the three sets of samples were measured and recorded for future reference.

[0222] 4. Determine the sludge return ratio (Q) 污泥回流 / Q 进水 ), R 污回比

[0223] A. Calculate the sludge return ratio (R) according to formula (1). 污回比 ),

[0224]

[0225] In equation (1): MLSS 污泥回流 Q represents the suspended solids concentration of the returned sludge sample, in mg / L. 进水 Q represents the influent flow rate of raw wastewater, in L / h; 污泥回流 The return sludge flow rate is in L / h; MLSS 第一厌氧 The concentration of suspended solids in the first anaerobic sample is mg / L.

[0226] B. Substitute the MLSS concentrations of the corresponding sludge samples and the first anaerobic sample in each group of samples into formula (1) to calculate the sludge return ratio for each group of samples. Then, sum the calculated sludge return ratios and take the average value to obtain the plug flow A. 2 The sludge return ratio of the / O biological treatment system process.

[0227] For example: the MLSS concentrations of the sludge sample and the first anaerobic sample in the first group of samples are as follows: MLSS 污泥回流 =6099gm / L; MLSS 第一厌氧 =3400mg / L; the sludge return ratio calculated according to formula (1) is 126%; the MLSS concentrations of the corresponding sludge samples and the first anaerobic samples in the second group of samples are respectively: MLSS 污泥回流 =6115gm / L; MLSS 第一厌氧=3422mg / L; the sludge return ratio calculated according to formula (1) is 127%; the MLSS concentrations of the corresponding sludge samples and the first anaerobic samples in the third group of samples are respectively: MLSS 污泥回流 =5935gm / L; MLSS 第一厌氧 =3312mg / L; the sludge return ratio calculated according to formula (1) is 126%; the average sludge return ratio of the three groups of samples is the sludge return ratio in this embodiment: (12% + 127% + 126%) / 3 = 126%, that is, R 污回比 If it is 126%, then the sludge return flow rate Q 污泥回流 =1.26Q 进水 .

[0228] In the actual operation and management of wastewater treatment plants, for ease of operation and management, the flow rate of the influent pump and the flow rate of the sludge return pump are generally in a simple proportional relationship. The sludge return flow rate is directly estimated by the valve opening of the sludge return pump. The sludge return ratio is obtained by the ratio of the opening of the sludge return pump to the flow rate of the influent pump and the sludge return pump.

[0229] In this embodiment, the flow rate of the sludge pump is twice the flow rate of the influent pump (i.e., the influent pump flow rate is 100%, and the sludge pump flow rate is 200%). According to the design manual of the wastewater treatment plant, the average operating power of the equipment pumps (i.e., the influent pump and the sludge return pump), the valve opening of the sludge return pump is 40%, and the sludge return ratio of the wastewater treatment plant is (200% * 40%) ÷ 100% = 80%. This differs from the sludge return ratio calculated according to formula (1) by 46%. Therefore, this invention provides a more accurate sludge return ratio in process operation management and control through a series of methods and calculations. The sludge return ratio calculated according to this method should be used as the standard in the future.

[0230] 5. Determine the reflux ratio of the mixture (Q) 混合液回流 / Q 进水 ), R 混回比

[0231] A. Calculate the reflux ratio of the mixture according to formula (2):

[0232]

[0233] In equation (2), MLSS 第二好氧 Q represents the suspended solids concentration of the second aerobic sample, in mg / L. 进水 Q represents the influent flow rate of raw wastewater, in L / h; 混合液回流 MLSS is the flow rate of the reflux mixture, in L / h. 第二厌氧 The sludge concentration value of the second anaerobic sample is mg / L; MLSS 第一缺氧 The value is the sludge concentration of the first anoxic sample, in mg / L.

[0234] B: Substitute the MLSS concentrations of the second aerobic, second anaerobic, and first anoxic samples in each group into formula (2) to calculate the reflux ratio of the mixed liquid for each group. Then, sum the calculated reflux ratios and take the average value to obtain the plug flow A. 2 Verification of the mixed liquor reflux ratio for the / O biological treatment system process.

[0235] For example: the MLSS concentrations of the second aerobic, second anaerobic, and first hypoxic samples in the first group of samples are respectively: MLSS 第二好氧 =2982mg / L, MLSS 第二厌氧 =3400mg / L, MLSS 第一缺氧 = 3165 mg / L; the reflux ratio of the mixed liquor calculated according to formula (2) is 290%; the MLSS concentrations of the second aerobic, second anaerobic, and first anoxic samples in the second group of samples are respectively: MLSS 第二好氧 =2998mg / L, MLSS 第二厌氧 =3425mg / L, MLSS 第一缺氧 =3185mg / L; the reflux ratio of the mixed liquor calculated according to formula (2) is 290%; the MLSS concentrations of the corresponding second aerobic, second anaerobic, and first anoxic samples in the third group of samples are respectively: MLSS 第二好氧 =2979mg / L, MLSS 第二厌氧 =3402mg / L, MLSS 第一缺氧 =3164mg / L; the reflux ratio of the mixture calculated according to formula (2) is 291%; the average reflux ratio of the mixture of the three groups of samples is the reflux ratio of the mixture in this embodiment: (290%+290%+291%) / 3=290%, that is, the reflux ratio of the mixture is 290%, then the reflux flow rate of the mixture Q 混合液回流 =2.90Q 进水 .

[0236] In the actual operation and management of wastewater treatment plants, the flow rates of the influent pump and the mixed liquor return pump are usually in a simple ratio. Therefore, the mixed liquor return flow rate is directly estimated by the valve opening of the mixed liquor return pump. The mixed liquor return ratio is obtained by the ratio of the opening of the mixed liquor return pump to the flow rates of the influent pump and the mixed liquor return pump.

[0237] In this embodiment, the flow rate of the mixed liquor return pump is three times the flow rate of the inlet pump, i.e., the inlet pump flow rate is 100% and the mixed liquor return pump flow rate is 300%. Based on the average operating power of the equipment pumps (i.e., the inlet pump and the mixed liquor return pump), the valve opening of the mixed liquor return pump is 2 / 3. Therefore, the mixed liquor return flow rate of the wastewater treatment plant = (300% × 2 / 3) ÷ 100% = 200%, i.e., the mixed liquor return flow rate is 200% of the inlet flow rate, and the mixed liquor return ratio is 200%. This differs by 90% from the mixed liquor return ratio calculated according to formula (2). Therefore, this invention provides a more accurate mixed liquor return ratio in process operation management and control through a series of methods and calculations. The mixed liquor return ratio calculated according to this method should be used as the standard in the future.

[0238] 6. Determine the pollutant removal capacity of anaerobic, anoxic, and aerobic treatment units.

[0239] Based on obtaining accurate process reflux parameter values ​​(sludge reflux ratio, mixed liquor reflux ratio), pollutants (COD, NH4) at 20 monitoring points were analyzed. + -N, NO3 - -N,PO4 3- -P) concentration was measured and related calculations were performed.

[0240] The pollutant removal capacity of the anaerobic, anoxic, and aerobic treatment units of this invention is measured per unit time (hour or day), that is, the NO3 removal capacity of the anaerobic unit per unit time. - -N denitrification amount, COD removed by denitrification, PO4 3- -P release amount, COD consumed by phosphorus release; NO3- in the anoxic unit per unit time - -N denitrification rate, COD removal rate by denitrification; COD removal rate and NH4+ removal rate per unit time of aerobic unit. + -N nitrification capacity (i.e., NH4) + -N 好氧污泥氮负荷 ).

[0241] In the specific embodiments of this invention, the pollutant removal capacity is measured in hours. The wastewater influent flow rate, sludge return flow rate, and mixed liquor return flow rate are measured in L / h.

[0242] 6-1. Determine the pollutant removal capacity of the anaerobic treatment unit.

[0243] 6-1A) Determination of NO3 in anaerobic treatment unit - -N denitrification amount (NO3) - -N 厌氧反硝化 )

[0244] Calculate NO3 in the anaerobic treatment unit according to formula (3). - -N denitrification amount:

[0245] NO3 - -N 厌氧反硝化 =NO3 - -N 进水 +NO3 - -N 污泥回流 -NO3 - -N 第二厌氧 (3)

[0246] In formula (3): NO3 - -N 厌氧反硝化 NO3 in the anaerobic treatment unit - -N denitrification amount, i.e., the amount of nitrate nitrogen removed by denitrification in the anaerobic treatment unit, mg; NO3 - -N 进水 NO3 in the influent - The amount of -N, in mg, is the NO3 content in the influent sample. - -N concentration × Q 进水 =[NO3] - -N] 进水 ×Q 进水 NO3 - -N 污泥回流 NO3 in the sludge return liquid to the anaerobic treatment unit - The amount of -N, in mg, is the NO3 content of the sludge sample. - -N concentration × Q 污泥回流 =[NO3] - -N] 污泥 ×Q 污泥回流 NO3 - -N 第二厌氧 NO3 in the effluent from the anaerobic unit - The amount of -N, in mg, is the NO3 content at the second anaerobic site. - -N concentration × (Q 进水 +Q 污泥回流 ) = [NO3 - -N] 第二厌氧 ×(Q 进水 +Q 污泥回流 ).

[0247] For example: NO3 in sludge samples, secondary anaerobic samples, and influent samples. - -N concentrations were [NO3] - -N] 污泥 =5mg / L, [NO3] - -N] 第二厌氧 =0.48 mg / L, [NO3] - -N] 进水 =0 mg / L; Calculated according to formula (3): NO3 - -N 厌氧反硝化=5 × 1.26Q 进水 +0×Q 进水 -0.48×2.26Q 进水 =5.22Q 进水 (mg), while based on the original estimate of 80% for sludge return, i.e., Q 污泥回流 =0.8 Q 进水 The calculated value is 3.14Q. 进水 (mg), the theoretical anaerobic denitrification rate differs from the actual anaerobic denitrification rate by 2.08Q. 进水 (mg), with an error of nearly 40%. The results demonstrate the accuracy of this method.

[0248] 6-1B) Determine the amount of COD removed by denitrification in the anaerobic treatment unit (COD). 厌氧反硝化 )

[0249] Calculate the amount of COD consumed or removed during denitrification in the anaerobic tank according to formula (4):

[0250] COD 厌氧反硝化 =6.8×NO3 - -N 厌氧反硝化 (4)

[0251] In formula (4), COD 厌氧反硝化 The amount of COD consumed by denitrification in the anaerobic treatment unit, in mg; NO3 - -N 厌氧反硝化 To obtain the nitrate nitrogen (NO3) removed by denitrification in the anaerobic unit according to formula (3) - The amount of -N), mg;

[0252] Calculate the COD of the anaerobic unit according to formula (4). 厌氧反硝化 35.5Q 进水 (mg).

[0253] 6-1C) Determination of PO4 in anaerobic treatment unit 3- -P release (PO4) 3- -P 厌氧释放 )

[0254] Calculate the PO4 in the anaerobic tank according to formula (5). 3- -P release (PO4) 3- -P 厌氧释放 ):

[0255] PO4 3- -P 厌氧释放 =PO4 3- -P 第二厌氧 -PO4 3- -P 污泥回流 -PO4 3- -P进水 (5);

[0256] In equation (5), PO4 3- -P 厌氧释放 The amount of phosphorus phosphate released in the anaerobic treatment unit, in mg; PO4 3- -P 污泥回流 , where is the amount of phosphorus phosphate in the returned sludge, in mg; and is the PO4 content in the returned sludge sample. 3- -P concentration × Q 污泥回流 =[PO4 3- -P] 污泥 ×Q 污泥回流 ;PO4 3- -P 第二厌氧 The amount of phosphorus phosphate in the second anaerobic sample is , in mg, and the amount of PO4 in the second anaerobic sample is , in mg. 3- -P concentration × (Q 进水 +Q 污泥回流 ) = [PO4 3- -P] 第二厌氧 ×(Q 进水 +Q 污泥回流 ); PO4 3— P 进水 The amount of phosphorus phosphate in the influent, expressed in mg, represents the PO4 content of the wastewater influent sample. 3- -P concentration × Q 进水 =[PO4 3- -P] 进水 ×Q 进水 ;

[0257] 6-1D) Determination of the amount of COD consumed for phosphorus release in the anaerobic unit (COD) 厌氧释磷 )

[0258] Calculate the amount of COD consumed by phosphorus release in the anaerobic tank according to formula (6).

[0259] COD 厌氧释磷 =2.84×PO4 3- -P 厌氧释放 (6)

[0260] In formula (6), COD 厌氧释磷 The amount of COD consumed for phosphorus release in the anaerobic treatment unit, in mg; PO4 -3- -P 厌氧释放 The amount of phosphorus phosphate released in the anaerobic treatment unit is calculated according to formula (5), in mg.

[0261] For example: PO4 in sludge samples, secondary anaerobic samples, and influent samples. 3- -P concentrations were [PO4] 3- -P] 污泥回流=0.3mg / L, [PO4] 3- -P] 第二厌氧 =12mg / L, [PO4] 3- -P] 进水 =5mg / L;

[0262] The sludge return ratio is 1.26. PO4 is calculated according to formula (5). 3- -P 厌氧释放 =12 × 2.26Q 进水 -5×Q 进水 -0.3×1.26Q 进水 =21.74Q 进水 (mg), while based on the original estimate of 80% for sludge return, i.e., Q 污泥回流 =0.8Q 进水 The calculated value is 16.36Q. 进水 (mg), the estimated amount of phosphorus released differed from the calculated amount by 5.38Q. 进水 mg, the error reached 25%.

[0263] The sludge return ratio is 1.26. The amount of COD consumed by phosphorus release is calculated according to formula (6). 厌氧释磷 )=2.84×21.74Q 进水 mg = 61.74Q 进水 (mg); the original estimated sludge return ratio was 0.8Q. 进水 At that time, the amount of COD consumed by phosphorus release (COD) 厌氧释磷 )=2.84×16.36Q 进水 mg = 46.46Q 进水 (mg), with an error rate of 25%.

[0264] Therefore, the results demonstrate the accuracy of this method.

[0265] 6-2. Determine the pollutant removal capacity of the anoxic treatment unit.

[0266] 6-2A) Measurement of NO3 in the hypoxia treatment unit - -N denitrification amount (NO3) - -N 缺氧反硝化 )

[0267] Calculate NO3 in the anoxic treatment unit according to formula (7). - The amount of -N denitrification;

[0268] NO3 - -N 缺氧反硝化 =NO3 - -N 第二厌氧 +NO3 - -N 混合液回流 -NO3- -N 第二缺氧 (7);

[0269] In formula (7): NO3 - -N 缺氧反硝化 NO3 in the anoxic treatment unit - -N denitrification amount, i.e., the amount of nitrate nitrogen removed by denitrification in anoxic units, mg; NO3 - -N 第二厌氧 , where is the amount of nitrate nitrogen in the effluent of the anaerobic unit, in mg; and is the NO3 content in the second anaerobic sample. - -N concentration × (Q 进水 +Q 污泥回流 )=[NO3 - -N] 第二厌氧 ×(Q 进水 +Q 污泥回流 This also refers to the amount of nitrate nitrogen flowing from the anaerobic tank into the anoxic tank; NO3 - -N 混合液回流 The amount of nitrate nitrogen in the mixed solution returned from the aerobic tank to the anoxic tank, in mg, is given by [value missing], and the NO3 content in the second aerobic sample is given by [value missing]. - -N concentration × Q 混合液回流 =[NO3] - -N] 第二好氧 ×Q 混合液回流 NO3 - -N 第二缺氧 Nitrate nitrogen (NO3) in the effluent of the anoxic treatment unit - The amount of NO3- (-N), in mg, is the NO3- in the second hypoxic sample. - -N concentration × (Q 进水 +Q 污泥回流 +Q 混合液回流 )=[NO3 - -N] 第二缺氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ).

[0270] For example: NO3 in the second aerobic, second anaerobic, and second hypoxic samples. - -N concentrations were [NO3] — N] 第二好氧 =15mg / L, [NO3] - -N] 第二厌氧 =0.48 mg / L, [NO3] - -N] 第二缺氧 =0.15mg / L; calculated according to formula (7): NO3 - -N 缺氧反硝化 = 0.48 × 2.26Q 进水 +15×2.9Q进水 -0.15×5.16Q 进水 =43.8Q 进水 mg, while based on the original estimate of 80% for sludge return, i.e. Q 污泥回流 =0.8Q 进水 The reflux ratio of the mixed liquid is 200% higher than the original estimate, i.e., Q 混合液回流 =2Q 进水 The calculated value is 30.2Q. 进水 (mg), the estimated amount of anoxic denitrification differed from the actual calculated amount by 13.6Q. 进水 (mg), with an error rate of nearly 33%.

[0271] 6-2B) Determine the amount of COD consumed by denitrification in the anoxic treatment unit (COD). 缺氧反硝化 )

[0272] COD and NO3 in the mathematical model of activated sludge - -N stoichiometric conversion value, calculate the amount of COD consumed by denitrification in the anoxic unit according to formula (8),

[0273] COD 缺氧反硝化 =6.8×NO3 - -N 缺氧反硝化 (8)

[0274] COD in formula (8) 缺氧反硝化 The amount of COD consumed by denitrification in the anoxic treatment unit, in mg; NO3 - -N 缺氧反硝化 Nitrate nitrogen (NO3) removed by denitrification in the anoxic treatment unit - The amount of -N), mg.

[0275] According to formula (8), COD 缺氧反硝化 =6.8 × 43.8Q 进水 =298Q 进水 (mg). Based on the original estimate of 80% sludge return, the COD consumed by anoxic denitrification would be 205Q. 进水 (mg), with an error rate of 31%.

[0276] 6-3. Determine the pollutant removal capacity of the aerobic treatment unit.

[0277] 6-3A) Determine the sludge ammonia nitrogen removal load (NH4) of the aerobic unit. + -N 好氧污泥氨氮去除负荷 or NH4 + -N 好氧硝化能力

[0278] 6-3A-1: Overall ammonia nitrogen removal load of aerobic unit sludge (NH4+)+ -N 好氧污泥整体氨氮去除负荷 or NH4 + -N 好氧整体硝化能力 )

[0279] Using NH4 from the first and second aerobic samples + -N concentration value [NH4] + -N], calculate the overall sludge ammonia nitrogen removal load (NH4) of the aerobic treatment unit according to formula (9). + -N 好氧污泥整体氨氮去除负荷 ),

[0280] NH4 + -N 好氧整体硝化能力 =(NH4) + -N 第一好氧 -NH4 + -N 第二好氧 ) / (MLSS 第二好氧 ×V 好氧 ×HRT 好氧 (9)

[0281] In equation (9), NH4 + -N 第一好氧 NH4 + -N 第二好氧 NH4 entering the aerobic unit + The amount of -N, NH4+ in the effluent of the aerobic unit + The amount of -N, in mg, is determined by the NH4+ content of the first and second aerobic samples. + -N concentration × (Q 进水 +Q 污泥回流 +Q 混合液回流 ) = [NH4 + -N] 第一 / 或第二好氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ); MLSS 第二好氧 V represents the MLSS concentration of the second aerobic sample, in mg / L. 好氧 The volume of the aerobic unit is obtained from the wastewater treatment plant design data; L; HRT 好氧 This is the hydraulic retention time (HRT) of the aerobic unit, calculated according to formula (9a): HRT 好氧 =V 好氧 / (Q 进水 +Q 污泥回流 +Q 混合液回流 (9a).

[0282] 6-3A-2: Actual ammonia nitrogen removal load of aerobic unit sludge (NH4+) + -N 好氧污泥实际氨氮去除负荷 or NH4+ -N 好氧实际硝化能力 )

[0283] Using NH4 from the first and nth aerobic samples + -N concentration value [NH4] + -N], calculate the actual sludge ammonia nitrogen removal load (NH4) at different locations within the aerobic treatment unit according to formula (10). + -N 好氧污泥实际氨氮去除负荷 or NH4 + -N 好氧实际硝化能力 ), where n is an integer from 3, 4, 5, ..., for example, the 3rd, 4th, 5th aerobic samples, ...; Based on the calculation results, the actual nitrification capacity of the aerobic unit is diagnosed, the location where ammonia nitrogen is completely consumed within the aerobic unit is determined, and the consumption efficiency or rate of ammonia nitrogen within the aerobic unit is determined. By determining the actual efficiency of ammonia nitrogen removal within the aerobic unit, and the consumption rate or efficiency of ammonia nitrogen along the treatment space of the aerobic unit, the space utilization efficiency of the aerobic unit is clarified, providing a basis for subsequent optimization and adjustment of aerobic aeration. If the ammonia nitrogen removal efficiency is found to be at its highest at the nth aerobic point, then the subsequent aerobic space basically does not play a pollutant removal role. Measures such as reducing aeration in the subsequent space (the subsequent parts along the aerobic unit) are considered to achieve the purpose of saving energy consumption.

[0284] NH4 + -N 好氧实际硝化能力 =(NH4) + -N 第一好氧 -NH4 + -N 第n好氧 ) / (MLSS 第n好氧 ×V 好氧实际 ×HRT 好氧实际 (10)

[0285] In equation (10), NH4 + -N 第n好氧 This refers to the NH4+ at the nth aerobic monitoring point when the wastewater flows. + The amount of -N, mg, is determined by the NH4+ content of the nth aerobic sample. + -N concentration × (Q 进水 +Q 污泥回流 +Q 混合液回流 )=[NH4 + -N] 第 n 好氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ); MLSS 第N好氧 V represents the MLSS concentration of the nth aerobic sample, in mg / L. 好氧实际The actual volume of the aerobic unit when the wastewater flows to the nth aerobic monitoring point within the aerobic unit can be calculated by multiplying the proportion of the nth aerobic monitoring point to the total length of the aerobic unit by V. 好氧 That is, the friction length of the aerobic unit is l, and the friction length from the inlet of the aerobic unit to the nth aerobic monitoring point is k, then V 好氧实际 k / l×V 好氧 L; HRT 好氧实际 This represents the actual hydraulic retention time (HRT) within the aerobic treatment unit at the nth aerobic monitoring point. 好氧实际 =V 好氧实际 / (Q 进水 +Q 污泥回流 +Q 混合液回流 n = 3, 4, 5..., integers, where the maximum value of n is the number of sample monitoring points set within the aerobic unit.

[0286] For example, taking the third aerobic monitoring point as an example, then NH4 + -N 第n好氧 NH4 + -N 第三好氧 When the wastewater flows to the third aerobic monitoring point, the NH4 content in the volume of this aerobic unit is... + The amount of -N is determined by the NH4+ of the third aerobic sample. + -N concentration × (Q 进水 +Q 污泥回流 +Q 混合液回流 )=[NH4 + -N] 第 3 好氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ), mg; MLSS 第三好氧 V represents the MLSS concentration of the third aerobic sample, in mg / L. 好氧实际 The actual volume of the aerobic unit at the third aerobic monitoring point can be calculated by multiplying the proportion of the third aerobic monitoring point to the total length of the aerobic unit by V. 好氧 L; HRT 好氧实际 This refers to the actual hydraulic retention time (HRT) within the aerobic treatment unit at the third aerobic monitoring point. 好氧 =V 好氧实际 / (Q 进水 +Q 污泥回流 +Q 混合液回流 ).

[0287] For example: NH4 from the first aerobic, second aerobic, and third aerobic samples. + -N concentrations were [NH4] + -N] 第一好氧 =15.5mg / L, [NH4] + -N]第二好氧 =0.5mg / L, [NH4] + -N] 第三好氧 =0.65mg / L; MLSS 第二好氧 =2998mg / L, MLSS 第三好氧 =3010mg / L.

[0288] When the second aerobic point is taken as the endpoint, then NH4 + -N 好氧整体硝化能力 = (15.5 - 0.5) × 5.16Q 进水 / 2998×V 2 好氧 =2.6 × 10 -2 Q 进水 / V 2 好氧 (mg / mgMLSS.h); while according to the estimated value, NH4 + -N 硝化能力 =1.9×10 -2 Q 进水 / V 2 好氧 (mg / mgMLSS.h), with an error of approximately 27%.

[0289] When calculating the third aerobic point, the [NH4+] of the third aerobic point + -N] 第三好氧 =0.65mg / L, which is basically the same as the ammonia nitrogen concentration at the second aerobic point at the outlet of the aerobic tank, indicating that nitrification is close to complete. Calculate NH4 according to formula (10). + -N 硝化能力实际 = (NH4) + -N 第一好氧 -NH4 + -N 第三好氧 ) / (MLSS 第三好氧 ×V 好氧实际 ×HRT 好氧实际 The length of the third aerobic point is 15% of the total aerobic length [i.e., (5+17.5) / 150×100%], which is V 好氧实际 =0.15V 好氧 HRT 好氧实际 =0.15V 好氧 / (Q 进水 +Q 污泥回流 +Q 混合液回流 Therefore, NH4 ultimately + -N 硝化能力实际 =11×10 -2 Q 进水 / V 2 好氧The mg / mgMLSS.h clearly shows that the actual nitrification capacity is 4 times the calculated value of the second aerobic point and 5.8 times the estimated value of the second aerobic point; if calculated under the same conditions as the third aerobic point, it is also 1.36 times the original estimated value.

[0290] The conventional method for urban wastewater treatment plants is to characterize the NH4 content of the aerobic unit by monitoring the effluent values. + -N (nitrification) removal capacity. However, in the actual operation of biological wastewater treatment, pollutants C, N, and P are treated synergistically, i.e., the aerobic unit NH4+ is involved. + The removal status of nitrogen (N) is affected by changes in the quality and quantity of influent and the actual pollutant removal status of anaerobic and anoxic units. Meanwhile, the aerobic unit is the longest treatment unit in a wastewater treatment plant (generally 50m or more in length), and it cannot be assumed that the endpoint of complete nitrification occurs in the effluent of the aerobic unit.

[0291] According to the determination of step "6-3A-2): Actual ammonia nitrogen removal load of aerobic unit sludge", it can be seen that by sampling and monitoring along the treatment unit using the method of the present invention, nitrification can be found to occur completely at the precise location of the aerobic unit; at the same time, according to the calculation of formula (10), the actual accurate nitrification capacity of the aerobic unit can be obtained, that is, the NH4 of the aerobic unit. + -N removal rate; when the influent flow rate and water quality change, the NH4+ obtained can be used to determine the removal rate. + The -N removal rate can quickly calculate the approximate location where nitrification will eventually occur, eliminating the need for additional monitoring points. Subsequent aeration can be reduced and saved based on this data, providing an accurate basis for optimizing and controlling process energy consumption.

[0292] 6-3B) Determine the COD removal rate (COD) of the aerobic treatment unit. 好氧去除 )

[0293] Based on the COD concentration values ​​of the second anoxic and second aerobic samples, the COD removal amount of the aerobic unit is calculated according to formula (11).

[0294] COD 好氧去除 =COD 第二缺氧 —COD 第二好氧 (11)

[0295] In equation (11), COD 好氧去除 COD removal rate of the aerobic treatment unit, mg; COD 第二缺氧 The COD in the effluent from the anoxic unit, in mg, is calculated by multiplying the COD concentration of the second anoxic sample by (Q). 进水 +Q 污泥回流 +Q 混合液回流 = [COD] 第二缺氧 × (Q进水 +Q 污泥回流 +Q 混合液回流 COD 第二好氧 The COD in the effluent from the aerobic treatment unit, in mg, is calculated by multiplying the COD concentration of the second aerobic sample by (Q). 进水 +Q 污泥回流 +Q 混合液回流 = [COD] 第二好氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ).

[0296] COD concentrations in the second aerobic and second hypoxic samples: [COD] 第二好氧 =30mg / L, [COD] 第二缺氧 =35mg / L; COD 好氧去除 = (35-30)×(Q) 进水 +Q 污泥回流 +Q 混合液回流 )=5×(Q 进水 +1.26Q 进水 +2.90Q 进水 ) = 25.8Q 进水 (mg). However, based on the original estimate, COD... 好氧去除 = (35-30)×(Q) 进水 +0.8Q 进水 +2Q 进水 ) = 19Q 进水 (mg), with an error margin of up to 26%.

[0297] 7. Calculate the total COD removal of the biological treatment system (COD 总去除 )

[0298] Calculate A using formula (12) 2 The total COD removal capacity of the / O biological treatment system (COD 总去除 ),

[0299] COD 总去除 =COD 厌氧去除 +COD 缺氧去除 +COD 好氧去除 (12)

[0300] In formula (12) COD 总去除 For A 2 Total COD removal rate of the / O wastewater biological treatment system, mg; COD 厌氧去除 The total COD removal of the anaerobic unit, in mg, is given by COD. 厌氧去除 =COD 厌氧反硝化 +COD 厌氧释磷 COD 缺氧去除This refers to the total COD removal in the anoxic unit, i.e., the amount of COD consumed by denitrification in the anoxic treatment unit (COD). 缺氧反硝化 ), mg; COD 好氧去除 This refers to the total COD removal of the aerobic unit, i.e., the actual COD removal value of the aerobic unit (COD). 好氧去除 ), mg.

[0301] COD 总去除 =35.5Q 进水 +61.74Q 进水 +298Q 进水 +25.8Q 进水 =421.04Q 进水 (mg)

[0302] According to conventional estimates, the COD in this embodiment 总去除 =21.35Q 进水 +46.46Q 进水 +205Q 进水 +19Q 进水 =291.81Q 进水 (mg), the total difference is 129.23Q 进水 (mg), with an error rate of up to 31%.

[0303] 8. Flow-type A 2 Determining the operating status of each processing unit in the / O biological treatment system:

[0304] Determine the actual operating status of the anaerobic and anoxic units:

[0305] 8-1. COD in this embodiment 厌氧去除 =97.24Q 进水 (mg), value >0; COD 好氧去除 =25.8Q 进水 (mg); and COD 厌氧去除 COD 好氧去除 The anaerobic unit is in good condition;

[0306] 8-2. COD in this embodiment 缺氧去除 =298Q 进水 (mg), value >0; COD 好氧去除 =25.8Q 进水 (mg); and COD 缺氧去除 COD 好氧去除 The hypoxic unit is in good condition;

[0307] 8-3, COD non-aeration removal (i.e., anoxic removal + anaerobic removal) ratio = (COD... 厌氧去除 +COD 缺氧去除 COD 总去除×100%=94%. Since the proportion of non-aeration removal is >80%, it indicates that a large amount of organic matter (COD) is removed through a low-energy-consumption method (non-aeration), proving that the process is operating well.

[0308] Determination of COD non-aeration removal rate (R 非曝气率 That is, R is determined according to formula (13). 非曝气率

[0309] R 非曝气率 =(COD) 厌氧去除 +COD 缺氧去除 COD 总去除 ×100%

[0310] =(COD) 厌氧去除 +COD 缺氧去除 ) / (COD 厌氧去除 +COD 缺氧去除 +COD 好氧去除 )×100% (13)

[0311] R 非曝气率 >80% indicates that a large amount of organic matter (COD) is removed through a low-energy-consumption method (non-aeration), proving that the process is operating well.

[0312] Traditional wastewater treatment plant management and monitoring methods only measure the total influent and effluent of the biological treatment unit, i.e., the influent point and the sedimentation tank point. This only indicates the overall pollutant removal capacity of the biological treatment unit, but not the actual capacity of each individual unit, nor allows for corresponding adjustments to each unit. The method of this invention achieves two key improvements: first, it accurately verified key process parameters, revealing significant numerical differences in each parameter; second, it provided precise quantitative and qualitative assessments of the pollutant removal capacity of each process unit. In particular, because this method involved sampling and monitoring along the aerobic unit, it was found that the actual nitrification capacity of the aerobic unit was 5.8 times that under the original estimated sludge recirculation and mixed liquor recirculation conditions, and 4 times the nitrification capacity calculated based on the overall aerobic volume under the correctly calculated sludge recirculation and mixed liquor recirculation conditions. Therefore, the anaerobic and anoxic units of this process exhibit excellent pollutant removal capabilities, especially with COD non-aeration removal exceeding 94%. The existing two recirculation ratio process parameters can be maintained unchanged to ensure good operation; simultaneously, the aeration intensity after the third monitoring point of the aerobic unit can be reduced to further save process energy. When the quality or quantity of incoming water changes in the future, the aerobic ammonia nitrogen removal load accurately obtained by this method will not require re-distribution of monitoring points. Instead, the location where complete nitrification of the aerobic unit occurs will be directly calculated based on the determined ammonia nitrogen removal rate (or efficiency), guiding the energy-saving and consumption-reducing aeration of subsequent aerobic units.

[0313] Example 2

[0314] This embodiment uses a medium-sized plug-flow A-type wastewater treatment plant as an example. 2 / Taking the O process as an example, the daily designed treatment capacity of this biological treatment system is 15,000 tons / day; among which: the anaerobic treatment unit is 15 meters long; the anoxic treatment unit is 30 meters long; the aerobic treatment unit is 55 meters long; the average operating water depth is 4 meters; a sludge return corridor is set between the sedimentation tank and the anaerobic tank, and the sludge in the sedimentation tank is returned to the anaerobic tank; a mixed liquor return pipe is set between the aerobic tank and the anoxic tank, and the mixed liquor at the end of the aerobic tank (i.e., the rear 1 / 3 volume of the aerobic treatment unit and before the effluent from the aerobic unit) is returned to the anoxic tank.

[0315] According to the wastewater treatment plant design manual, based on the average operating power of the equipment pumps (i.e., influent pump and sludge return pump), the flow rate of the sludge pump is twice that of the influent pump, and the valve opening of the sludge return pump is 37.5%; the flow rate of the mixed liquor return pump is three times that of the influent pump, and the valve opening of the mixed liquor return pump is 2 / 3.

[0316] 1. Flow-type A 2 / O system sets up sample monitoring points

[0317] According to the flow-type A 2 The / O process diagram shows that, starting from the influent, nine wastewater sample collection and monitoring points are set up: one on the influent pipe, one on the sludge return corridor, and monitoring points along the flow direction of wastewater treatment (i.e., along the treatment path) within the anaerobic, anoxic, and aerobic treatment units, with two points in the anaerobic treatment unit, two in the anoxic treatment unit, and three in the aerobic treatment unit. Figure 1A ,in:

[0318] An inlet monitoring point (i.e., inlet point) 11 is arranged inside the inlet pipe. The sample collected at the inlet point is the inlet water sample. The setting of the inlet point is the same as in Example 1.

[0319] Sludge monitoring points (i.e., sludge points) 51 are arranged in the sludge return corridor. The samples collected from the sludge points are sludge samples. The arrangement of the sludge points is the same as in Example 1.

[0320] Two anaerobic monitoring points (i.e., anaerobic points) are arranged in the anaerobic tank. The first anaerobic point 21 is located at the front end of the anaerobic treatment unit after the influent and returned sludge are mixed. The first anaerobic point is 1.5m away from the front wall of the anaerobic tank (i.e., at the first 1 / 10 of the distance along the tank). The first anaerobic point is usually within the first 1 / 3 of the distance along the anaerobic tank, preferably 1 / 100-1 / 3, and more preferably 1 / 50-1 / 3. The second anaerobic point 22 is located at the rear end of the anaerobic treatment unit and before the anaerobic tank outlet, 1.5m away from the anaerobic tank outlet (i.e., 1.5m away from the rear wall of the anaerobic tank, at the last 1 / 10 of the distance along the tank). The second anaerobic point is usually within the last 1 / 3 of the distance along the anaerobic tank, preferably 1 / 100-1 / 3, and more preferably 1 / 50-1 / 3. The samples collected from the first and second anaerobic points are the first and second anaerobic samples, respectively; the sampling depth is 15-20cm.

[0321] Two anoxic monitoring points (i.e., anoxic points) are arranged in the anoxic pool. The first anoxic point 31 is located at the front end of the anoxic pool (i.e., the starting point of the anoxic pool), 3m away from the inlet of the anoxic pool (i.e., the first 1 / 10 of the distance along the flow path), after the mixed liquor reflux and the anoxic influent are fully mixed. The first anoxic point is usually located within the first 1 / 3 of the flow path of the anoxic pool, preferably 1 / 100-1 / 3, preferably 1 / 50-1 / 3. The second anoxic point 32 is located at the rear end of the anoxic pool and before the outlet of the anoxic pool, 3m away from the outlet of the anoxic pool (3m from the rear wall of the anoxic pool, i.e., the last 1 / 10 of the flow path). The second anoxic point is usually located within the last 1 / 3 of the flow path of the anoxic pool, preferably 1 / 100-1 / 3, preferably 1 / 50-1 / 3. The samples collected from the first and second anoxic points are respectively the first and second anoxic samples; the sampling depth is 15-20cm.

[0322] Three aerobic monitoring points (i.e., aerobic points) are arranged in the aerobic tank. The first aerobic point 41 is set at the front end of the aerobic tank (i.e., the starting point of the aerobic treatment unit), 5.5m away from the inlet of the aerobic tank (5.5m from the front wall of the aerobic tank, i.e., the first 1 / 10 of the distance). The first aerobic point is usually located within the first 1 / 3 of the distance of the aerobic tank, preferably 1 / 100-1 / 3, and more preferably 1 / 50-1 / 3. The second aerobic point 42 is set at the rear end of the aerobic treatment unit and before the outlet of the aerobic tank, 5m away from the outlet of the aerobic tank. At a distance of 5m (5.5m from the rear wall of the aerobic tank, i.e., the last 1 / 10 of the length), the second aerobic monitoring point is typically located within the last 1 / 3 of the aerobic tank's length, preferably 1 / 100-1 / 3, and more preferably 1 / 50-1 / 3. The third aerobic monitoring point 43 is set between the first and second aerobic monitoring points in the aerobic treatment unit, and is evenly distributed along the water flow direction between the first and second aerobic monitoring points. Based on the flow sequence of wastewater within the aerobic treatment unit, the points are evenly distributed proportionally from front to back, with a distance of 22m between adjacent aerobic monitoring points. Samples collected from the first, second, and third aerobic monitoring points are respectively the first, second, and third aerobic samples; the sampling depth is 15-20cm.

[0323] 2. Sample Collection

[0324] Samples were collected at all monitoring points at a depth of 15cm and a volume of 100ml for later use.

[0325] Samples were collected at each monitoring point to obtain one set of samples. Three sets of samples were collected in parallel at the sample monitoring points set in the system to obtain three sets of parallel samples.

[0326] Typically, at least three sets of samples are taken in parallel at the sample monitoring points set up within the system to obtain at least three sets of parallel samples. The water quality of each set of samples is measured separately to obtain at least three sets of sample water quality data for later use.

[0327] 3. Water quality testing

[0328] The water quality determination of the samples at the sample monitoring point is the same as "Step 3, Water Quality Determination" in Example 1.

[0329] At least three sets of samples were collected in parallel at each monitoring point. The water quality and pollutant concentration of each set of samples were measured to obtain the water quality parameters of at least three sets of samples. The parameters were recorded and kept for future reference.

[0330] In this embodiment, three parallel samples were collected to obtain three sets of parallel test samples. The corresponding water quality or pollutant concentration parameters of the three sets of samples were measured and recorded for future reference.

[0331] 4. Determine the sludge return ratio (Q) 污泥回流 / Q 进水 R 污回比 )

[0332] A. Calculate the sludge return ratio (R) according to formula (1). 污回比 ),

[0333]

[0334] B. Substitute the MLSS concentrations of the corresponding sludge sample and the first anaerobic sample in each sample group into formula (1) to calculate the sludge return ratio for each sample group. Then, sum the calculated sludge return ratios and take the average value to obtain the plug flow A. 2 The sludge return ratio of the / O biological treatment system process.

[0335] For example: the MLSS concentrations of the sludge sample and the first anaerobic sample in the first group of samples are: MLSS 污泥回流 =6201gm / L; MLSS 第一厌氧 =3562mg / L; R 污回比 The MLSS concentration was 135%; the corresponding sludge samples and the first anaerobic sample in the second group of samples had the following MLSS concentrations: 污泥回流 =6335gm / L; MLSS 第一厌氧 =3643mg / L; R 污回比 The MLSS concentration was 135%; the corresponding sludge samples and the first anaerobic sample in the third group of samples had the following MLSS concentrations: 污泥回流 =6887gm / L; MLSS 第一厌氧 =3951mg / L; R 污回比 The sludge return ratio is 134.6%; the average of the sludge return ratios of the three groups of samples is the sludge return ratio in this embodiment: (135% + 135% + 134.6%) / 3 = 135%, that is, the sludge return ratio is 135%, then the sludge return flow rate Q 污泥回流 =1.35Q 进水 .

[0336] In this embodiment, the flow rate of the sludge pump is twice the flow rate of the influent pump (i.e., the flow rate of the influent pump is 100% and the flow rate of the sludge pump is 200%). Based on the average operating power of the equipment pumps (i.e., the influent pump and the sludge return pump) and the valve opening of the sludge return pump (37.5%), the sludge return ratio of the wastewater treatment plant is 75%, which is 60% different from the sludge return ratio calculated according to formula (1). The subsequent process operation management and control of this invention shall be based on the sludge return ratio calculated and verified according to this method.

[0337] 5. Determine the reflux ratio of the mixture (Q) 混合液回流 / Q 进水 R 混回比 )

[0338] A: Calculate the reflux ratio of the mixture according to formula (2):

[0339]

[0340] B: Substitute the MLSS concentrations of the second aerobic, second anaerobic, and first hypoxic samples in each group into formula (2) to calculate the R for each group of samples. 混回比 Then, the calculated R 混回比 Summing and then averaging yields the flow formula A. 2 / O biological treatment system process sludge return ratio (R 混回比 ).

[0341] For example: the MLSS concentrations of the second aerobic, second anaerobic, and first hypoxic samples in the first group of samples are respectively: MLSS 第二好氧 4119 mg / L, MLSS 第二厌氧 3400mg / L, MLSS 第一缺氧 3650mg / L, R 混回比 The concentration was 120%; the corresponding MLSS concentrations of the second aerobic, second anaerobic, and first hypoxic samples in the second group of samples were: MLSS 第二好氧 =4182mg / L, MLSS 第二厌氧 =3521mg / L, MLSS 第一缺氧 =3750mg / L, R 混回比 The concentration of MLSS in the third group of samples was 120%; the corresponding MLSS concentrations in the second aerobic, second anaerobic, and first hypoxic samples were as follows: MLSS 第二好氧 =4130mg / L, MLSS 第二厌氧 =3468mg / L, MLSS 第一缺氧 =3698mg / L, R 混回比 The average reflux ratio of the mixture in the three groups of samples is (120% + 120% + 120%) / 3 = 120%, which is R. 混回比 It is 120%. That is, the influent flow rate is Q. 进水 Then the reflux flow rate of the mixture Q 污泥回流 =1.2Q 进水 .

[0342] In this embodiment, the flow rate of the mixed liquor pump is 3 times that of the inlet pump. Based on the average operating power of the equipment pumps (i.e., the inlet pump and the mixed liquor return pump), the valve opening of the mixed liquor return pump is 2 / 3. Therefore, the mixed liquor return ratio of the sewage treatment plant is 200%, which is 80% different from the mixed liquor return ratio calculated according to formula (2). In the process operation management and control of this invention, the mixed liquor return ratio calculated and verified according to this method shall be the standard.

[0343] 6. Determine the pollutant removal capacity of anaerobic, anoxic, and aerobic treatment units.

[0344] Based on the sludge return ratio and mixed liquor return ratio determined in steps 4) and 5), and the pollutants (COD, NH4) measured in the samples from the 9 monitoring points, + -N, NO2 - -N, NO3 - -N, TN, PO4 3- -P) concentration, and perform relevant calculations.

[0345] The pollutant removal capacity of the anaerobic, anoxic, and aerobic treatment units of this invention is measured per unit time (hour or day), that is, the NO3 removal capacity of the anaerobic unit per unit time. - -N denitrification amount, COD removed by denitrification, PO4 3- -P release amount, COD consumed by phosphorus release; NO3- in the anoxic unit per unit time - -N denitrification rate, COD removal rate by denitrification; COD removal rate and NH4+ removal rate per unit time of aerobic unit. + -N nitrification capacity (i.e., NH4) + -N 好氧污泥氮负荷 ).

[0346] In the specific embodiments of this invention, the pollutant removal capacity is measured in hours. The wastewater influent flow rate, sludge return flow rate, and mixed liquor return flow rate are measured in L / h.

[0347] 6-1) Determine the pollutant removal capacity of the anaerobic treatment unit.

[0348] 6-1A) Determination of NO3 in anaerobic treatment unit - -N denitrification amount (NO3) - -N 厌氧反硝化 )

[0349] Calculate NO3 in the anaerobic treatment unit according to formula (3). - -N denitrification amount:

[0350] For example: NO3 in sludge samples, secondary anaerobic samples, and influent samples. - -N concentrations were [NO3] - -N] 污泥 =15mg / L, [NO3] - -N] 第二厌氧 =10mg / L, [NO3] - -N] 进水 =6mg / L; calculated according to formula (3): NO3 - -N 厌氧反硝化 =15 × 1.35Q 进水 +6×Q进水 -10×2.35Q 进水 =2.9Q 进水 (mg), while according to the original estimate of sludge return in the system design manual, it is 75%, i.e., Q 污泥回流 =0.75Q 进水 The calculated value is 9.75Q. 进水 (mg), the theoretical anaerobic denitrification rate differs from the actual anaerobic denitrification rate by 6.85Q. 进水 The error rate was nearly 70% (mg). This demonstrates the accuracy of the method, but also indicates that the actual amount of denitrification occurring in the anaerobic treatment unit was relatively small.

[0351] 6-1B) Determine the amount of COD removed by denitrification in the anaerobic treatment unit (COD). 厌氧反硝化 )

[0352] Calculate the amount of COD consumed or removed by denitrification in the anaerobic tank according to formula (4): COD of the anaerobic unit 厌氧反硝化 19.72Q 进水 (mg). Based on the sludge return ratio of 75% as specified in the equipment design manual, the COD... 厌氧反硝化 66.3Q 进水 (mg)g, with an error of 70%. More importantly, existing methods show that the actual COD consumption of anaerobic treatment units is relatively low.

[0353] 6-1C) Determination of PO4 in anaerobic treatment unit 3- -P release (PO4) 3- -P 厌氧释放 )

[0354] Calculate the PO4 in the anaerobic tank according to formula (5). 3- -P release (PO4) 3- -P 厌氧释放 ).

[0355] 6-1D) Determination of the amount of COD consumed for phosphorus release in the anaerobic unit (COD) 厌氧释磷 )

[0356] Calculate the COD consumed by phosphorus release in the anaerobic tank according to formula (6), for example: PO4 in sludge samples, secondary anaerobic samples, and influent samples. 3- -P concentrations were [PO4] 3- -P] 污泥回流 =7mg / L, [PO4] 3- -P] 第二厌氧 =15mg / L, [PO4] 3- -P] 进水 =20mg / L;

[0357] The sludge return ratio is 1.35, calculated according to formula (5): PO4 3- -P 厌氧释放 =15 × 2.35Q 进水 -20×Q 进水 -7×1.35Q 进水 =5.8Q 进水 mg. The original estimated sludge return rate based on the system design was 75% (Q). 污泥回流 =0.75Q 进水 If ), then the calculated value is 1Q. 进水 mg, the estimated amount of phosphorus released differed from the calculated amount by 4.8Q. 进水 mg, with an error rate of 83%.

[0358] Calculate the amount of COD consumed by phosphorus release according to formula (6). 厌氧释磷 =2.84 × 5.8Q 进水 mg = 16.472Q 进水 (mg); while the original design estimate for sludge return ratio was 0.75Q. 进水 At that time, the amount of COD consumed by phosphorus release (COD) 厌氧释磷 ) = 2.84 × 1Q 进水 mg = 2.84Q 进水 (mg), with an error of 83%. Therefore, the results demonstrate the accuracy of this method.

[0359] 6-2. Determine the pollutant removal capacity of the anoxic treatment unit.

[0360] 6-2A) Measurement of NO3 in the hypoxia treatment unit - -N denitrification amount (NO3) - -N 缺氧反硝化 )

[0361] Calculate NO3 in the anoxic treatment unit according to formula (7). - The amount of -N denitrification;

[0362] In this embodiment: NO3 in the second aerobic, second anaerobic, and second hypoxic samples - -N concentrations were: [NO3] — N] 第二好氧 =35mg / L, [NO3] - -N] 第二厌氧 =10mg / L, [NO3] - -N] 第二缺氧 =18mg / L;

[0363] Calculate according to formula (7): NO3 - -N 缺氧反硝化 =10 × 2.35Q 进水+35×1.2Q 进水 -18×3.55Q 进水 =1.6Q 进水 mg, while the original estimated sludge return rate according to the system design was 75% (Q 污泥回流 =0.75Q 进水 The reflux ratio of the mixed liquid is 200% higher than the original estimate, i.e., Q 混合液回流 =2Q 进水 The calculated value is 20Q. 进水 mg, the estimated amount of anoxic denitrification differs from the actual calculated amount by 18.4Q. 进水 mg, with an error rate of nearly 92%.

[0364] 6-2B) Determine the amount of COD consumed by denitrification in the anoxic treatment unit (COD). 缺氧反硝化 )

[0365] Calculate the amount of COD consumed by denitrification in the anoxic unit according to formula (8).

[0366] In this embodiment, COD is calculated according to formula (8). 缺氧反硝化 =6.8 × 1.6Q 进水 =10.88Q 进水 mg. Based on system design values, the COD consumed by anoxic denitrification is 136Q. 进水 mg, with an error rate of 92%.

[0367] 6-3. Determine the pollutant removal capacity of the aerobic treatment unit.

[0368] 6-3A) Determine the sludge ammonia nitrogen removal load (NH4) of the aerobic unit. + -N 好氧污泥氨氮去除负荷 or NH4 + -N 好氧硝化能力

[0369] 6-3A-1: Overall ammonia nitrogen removal load of aerobic unit sludge (NH4+) + -N 好氧整体污泥氨氮去除负荷 or NH4 + -N 好氧整体硝化能力 )

[0370] Using NH4 from the first and second aerobic samples + -N concentration value [NH4] + -N], calculate the overall sludge ammonia nitrogen removal load (NH4) of the aerobic treatment unit according to formula (9). + -N 好氧整体污泥氨氮去除负荷 ),

[0371] NH4 + -N 好氧整体硝化能力 =(NH4) +-N 第一好氧 -NH4 + -N 第二好氧 ) / (MLSS 第二好氧 ×V 好氧 ×HRT 好氧 (9)

[0372] 6-3A-2: Actual ammonia nitrogen removal load of aerobic unit sludge (NH4+) + -N 好氧污泥实际氨氮去除负荷 or NH4 + -N 好氧实际硝化能力 )

[0373] Using NH4 from the first and nth aerobic samples + -N concentration value [NH4] + -N], calculate the actual sludge ammonia nitrogen removal load (NH4) at different locations within the aerobic treatment unit according to formula (10). + -N 好氧实际污泥氨氮去除负荷 or NH4 + -N 好氧实际硝化能力 ), where n is an integer from 3, 4, 5, ..., for example, the 3rd, 4th, 5th aerobic samples, ...; Based on the calculated results, the actual nitrification capacity of the aerobic treatment unit is diagnosed, the location where ammonia nitrogen is completely consumed within the aerobic unit is determined, and the consumption efficiency or rate of ammonia nitrogen within the aerobic unit is determined. By determining the actual efficiency of ammonia nitrogen removal within the aerobic unit, and the consumption rate or efficiency of ammonia nitrogen along the treatment space of the aerobic unit, the space utilization efficiency of the aerobic unit is clarified, providing a basis for subsequent optimization and adjustment of aerobic aeration. If the ammonia nitrogen removal efficiency is found to be at its highest at the nth monitoring point, then the subsequent aerobic space has essentially ceased to play a pollutant removal role, and measures such as reducing aeration in the subsequent space can be considered to achieve the purpose of saving energy consumption.

[0374] NH4 + -N 好氧实际硝化能力 =(NH4) + -N 第一好氧 -NH4 + -N 第n好氧 ) / (MLSS 第n好氧 ×V 好氧实际 ×HRT 好氧实际 (10)

[0375] In this embodiment, the third aerobic point is used as an example for explanation. When the sewage flows to the third aerobic point, NH4 + The amount of -N is determined by the NH4+ of the third aerobic sample. + -N (ammonia nitrogen) concentration × (Q) 进水 +Q 污泥回流 +Q 混合液回流 )=[NH4 +-N] 第3好氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ), mg; MLSS 第三好氧 V represents the MLSS concentration of the third aerobic sample, in mg / L. 好氧实际 The actual volume of the aerobic unit corresponding to the third aerobic point can be obtained by multiplying V by the proportion of the third aerobic monitoring point to the total length of the aerobic unit. 好氧 L; HRT 好氧实际 This refers to the actual hydraulic retention time (HRT) within the aerobic treatment unit at the third aerobic monitoring point. 好氧 =V 好氧实际 / (Q 进水 +Q 污泥回流 +Q 混合液回流 ).

[0376] NH4 in the first, second, and third aerobic samples + -N concentrations were [NH4] + -N] 第一好氧 =26mg / L, [NH4] + -N] 第二好氧 =3mg / L, [NH4] + -N] 第三好氧 =12mg / L; MLSS 第二好氧 =4085mg / L, MLSS 第三好氧 =4130mg / L.

[0377] When the second aerobic point is taken as the endpoint, then NH4 + -N 好氧整体硝化能力 = (26-3)×3.55Q 进水 / 1163×V 2 好氧 =7×10 -2 Q 进水 / V 2 好氧 (mg / mgMLSS.h); while according to the estimated value based on the system design, NH4 + -N 好氧整体硝化能力 =7.4×10 - 2 Q 进水 / V 2 好氧 (mg / mgMLSS.h), with an error of 6%.

[0378] When calculating the third aerobic point, it was found that the [NH4] at the third aerobic point + -N] 第三好氧 =12mg / L, and simultaneously calculate NH4 according to formula (10). + -N好氧实际硝化能力 =(NH4) + -N 第一好氧 -NH4 + -N 第三好氧 ) / (MLSS 第三好氧 ×V 好氧实际 ×HRT 好氧实际 The length of the third aerobic point is 50% of the total aerobic length, i.e., V. 好氧实际 =0.5V 好氧 HRT 好氧实际 =0.5V 好氧 / (Q 进水 +Q 污泥回流 +Q 混合液回流 Therefore, NH4 ultimately + -N 硝化能力实际 =7.3×10 -2 Q 进水 / V 2 好氧 The mg / mgMLSS.h value indicates that its actual nitrification capacity is basically the same as the calculated value at the second aerobic point.

[0379] In Example 2, it was found that the ammonia nitrogen nitrification capacity of the second and third aerobic points in the aerobic unit was basically the same, indicating that the ammonia nitrogen decreased at a uniform rate throughout the aerobic space. This is different from the ammonia nitrogen removal situation in Example 1.

[0380] 6-3B) Calculate the COD removal capacity of the aerobic treatment unit (COD 好氧去除 )

[0381] Using the COD concentration values ​​of the second anoxic and second aerobic samples, the COD removal amount of the aerobic unit is calculated according to formula (11).

[0382] In this embodiment, the COD concentrations of the second aerobic and second hypoxic samples were [COD], respectively. 第二好氧 =30mg / L, [COD] 第二缺氧 =60mg / L; then COD 好氧去除 = (60-30)×(Q) 进水 +Q 污泥回流 +Q 混合液回流 )=30×(Q 进水 +1.35Q 进水 +1.2Q 进水 ) = 106.5Q 进水 (mg). According to the original system design estimate, COD 好氧去除 = (60-30)×(Q) 进水 +0.75Q 进水 +2Q 进水 ) = 112.5Q 进水 mg, with an error of 5%.

[0383] 7. Calculate the total COD removal of the biological treatment system (COD 总去除 )

[0384] Calculate A using formula (12) 2 The total COD removal capacity of the / O biological treatment system (COD 总去除 ),

[0385] COD 总去除 =COD 厌氧去除 +COD 缺氧去除 +COD 好氧去除 (12)

[0386] In this embodiment, COD 总去除 =19.72Q 进水 +5.8Q 进水 +10.88Q 进水 +106.5Q 进水 =142.9Q 进水 (mg)

[0387] 8. Determining the operating status of each processing unit in the biological treatment system:

[0388] Determine the actual operating status of the anaerobic and anoxic units:

[0389] 8-1. COD in this embodiment 厌氧去除 =25.52Q 进水 (mg), value >0; COD 好氧去除 =106.5Q 进水 (mg); due to COD 厌氧去除 <COD 好氧去除 The anaerobic unit has certain problems.

[0390] 8-2. COD in this embodiment 缺氧去除 =10.88Q 进水 (mg), value >0; COD 好氧去除 =106.8Q 进水 (mg); COD 缺氧去除 <COD 好氧去除 The anoxic unit has certain problems; however, if calculated based on the estimated values ​​from the system design, the COD... 缺氧去除 =136Q 进水 (mg), value >0; COD 好氧去除 =106.8Q 进水 (mg); COD 缺氧去除 COD 好氧去除 This indicates that the anoxic unit is in good condition. Therefore, this demonstrates the accuracy of the method in confirming the unit's condition.

[0391] 8-3. Calculate R 非曝气率

[0392] R 非曝气率 =(COD) 厌氧去除 +COD 缺氧去除 COD 总去除 ×100%

[0393] =(COD) 厌氧去除 +COD 缺氧去除 ) / (COD 厌氧去除 +COD 缺氧去除 +COD 好氧去除 )×100% (13)

[0394] COD non-aeration removal ratio (i.e., anoxic removal + anaerobic removal) = (COD removal ratio) 厌氧去除 +COD 缺氧去除 COD 总去除 ×100%=25.6%. Since the proportion of non-aeration removal is <50%, this embodiment shows that 74.4% of organic matter (COD) is removed in the aerobic unit through high-energy consumption (aeration), proving that the non-aeration unit (anaerobic and anoxic unit) of the process has certain problems in its operation.

[0395] The above calculations and measurements revealed that denitrification in both anaerobic and anoxic units consumes virtually no COD. Analysis of the anaerobic unit showed that anaerobic phosphorus release accounts for 4% of the total COD removal, significantly lower than the 15% COD consumption in the same unit in Example 1. This is because the high nitrate levels in the anaerobic unit hinder timely denitrification and inhibit phosphorus release. The denitrification process in the anaerobic unit can be enhanced. On the one hand, denitrification consumes more COD, while on the other hand, it reduces nitrate concentration to facilitate phosphorus release, further enhancing non-aeration COD removal. Meanwhile, the mixed liquor reflux ratio is low, only 120%. Increasing the actual reflux ratio could be considered to guide more nitrate into the anoxic zone, thus strengthening the denitrification process in the anoxic zone.

Claims

1. A type of push-flow A 2 A diagnostic method for the operational status of / O wastewater biological treatment processes, characterized by: Includes the following steps: 1) In the push-flow type A 2 Within the / O wastewater biological treatment system, sample monitoring points are set up along the wastewater treatment process; 2) Measure the water quality parameters of the samples collected at the sample monitoring points; 3) Measure the water quality parameters of plug-flow type A respectively. 2 / O Wastewater biological treatment system sludge return ratio R 污回比 Mixture reflux ratio R 混回比 ,in: 3A) The R 污回比 Calculate according to formula (1): In equation (1): MLSS 污泥回流 Q represents the suspended solids concentration of the returned sludge sample. 进水 Q represents the influent flow rate of the raw wastewater. 污泥回流 MLSS is the flow rate of the returned sludge. 第一厌氧 The concentration of suspended solids in the first anaerobic sample; 3B) The R 混回比 Calculate according to formula (2): In equation (2), Q 混合液回流 Q is the flow rate of the reflux mixture; 进水 Wastewater influent flow rate; MLSS 第二厌氧 The sludge concentration of the second anaerobic sample; MLSS 第一缺氧 The sludge concentration value of the first anoxic sample; MLSS 第二好氧 The concentration of suspended solids in the second aerobic sample; 4) Based on the measured water quality parameters and the measured R... 污回比 R 混回比 Calculate the COD removal rate of the anaerobic unit separately. 厌氧去除 COD removal rate of the anoxic unit 缺氧去除 COD removal rate of aerobic unit 好氧去除 ; 5) Based on the calculated COD removal amount, compare the COD values. 厌氧去除 With COD 好氧去除 COD 缺氧去除 With COD 好氧去除 To determine the operating status of the anaerobic unit, anoxic unit, and aerobic unit, where: 5A) If COD 厌氧去除 Actual occurrence and greater than COD 好氧去除 If the anaerobic unit is in good condition, then the COD level is within the range of anaerobic units. 厌氧去除 Actual occurrence refers to COD 厌氧去除 The quantity being calculated is >0; 5B) If COD 厌氧去除 It did not occur or actually occurred but was less than COD 好氧去除 If the COD is low, the anaerobic unit will be in poor condition; 厌氧去除 No COD occurred 厌氧去除 The quantity being calculated is ≤0; 5C) If COD 缺氧去除 Actual occurrence and greater than COD 好氧去除 If the oxygen-deficient unit is in good condition, then the COD level is within the unit. 缺氧去除 Actual occurrence refers to COD 缺氧去除 The quantity being calculated is >0; 5D) If COD 缺氧去除 It did not occur or actually occurred but was less than COD 好氧去除 If the oxygen-deficient unit is in poor condition, then the COD level is low. 缺氧去除 No COD occurred 厌氧去除 The quantity being calculated is ≤0.

2. The method as described in claim 1, characterized in that, The sample monitoring points set along the flow path in step 1) are: in the plug-flow type A 2 In each treatment unit of the / O wastewater biological treatment system, at least two sample collection points are arranged along the wastewater flow direction to ensure that the influent and effluent water quality parameters of each treatment unit are obtained.

3. The method as described in claim 1 or 2, characterized in that, This also includes the process of raw wastewater entering the plug-flow type A. 2 An inlet monitoring point is installed in the sewage inlet pipe before the / O biological treatment system to measure the water quality of the raw sewage to be treated.

4. The method as described in claim 1 or 2, characterized in that, Step 4) COD of the anaerobic unit 厌氧去除 Determine according to the following steps: 4A-1) Calculate the NO3 in the anaerobic treatment unit according to formula (3). - -N denitrification amount: NO3 - -N 厌氧反硝化 NO3 - -N 进水 +NO3 - -N 污泥回流 NO3 - -N 第二厌氧 (3) In formula (3): NO3 - -N 厌氧反硝化 NO3 in the anaerobic treatment unit - -N denitrification amount; NO3 - -N 进水 NO3 in the influent - The amount of -N, NO3 - -N 进水 =[NO3] - -N] 进水 ×Q 进水 NO3 - -N 污泥回流 NO3 for the return sludge to the anaerobic treatment unit - The amount of -N, NO3 - -N 污泥回流 =[NO3] - -N] 污泥 ×Q 污泥回流 NO3 - -N 第二厌氧 NO3 in the effluent from the anaerobic unit - The amount of -N, NO3 - -N 第二厌氧 =[NO3] - -N] 第二厌氧 ×(Q 进水 +Q 污泥回流 ); 4A-2) Calculate the amount of COD removed by denitrification in the anaerobic treatment unit according to formula (4): CODE 厌氧反硝化 =6.8×NO3 - -N 厌氧反硝化 (4) COD in formula (4) 厌氧反硝化 This refers to the amount of COD consumed by denitrification in the anaerobic unit; NO3 - -N 厌氧反硝化 To obtain the nitrate nitrogen (NO3) removed by denitrification in the anaerobic unit according to formula (3) - The amount of -N); 4A-3) Calculate the PO4 of the anaerobic treatment unit according to formula (5). 3- -P release amount PO4 3- -P 厌氧释放 : PO4 3- -P 厌氧释放 = PO4 3- -P 第二厌氧 - PO4 3- -P 污泥回流 - PO4 3- -P 进水 (5); PO4 in formula (5) 3- -P 厌氧释放 Phosphate (PO4) in anaerobic units 3- -P) release amount; PO4 3- -P 污泥回流 For the return sludge containing phosphorus phosphate (PO4) 3- The amount of -P), PO4 3- -P 污泥回流 =[PO4 3- -P] 污泥 ×Q 污泥回流 ;PO4 3- -P 第二厌氧 Phosphate (PO4) in the second anaerobic sample 3- The amount of -P), PO4 3- -P 第二厌氧 =[PO4 3- -P] 第二厌氧 ×(Q 进水 +Q 污泥回流 ); PO4 3— P 进水 For influent phosphorus phosphate (PO4) 3- The amount of -P), PO4 3— P 进水 =[PO4 3- -P] 进水 ×Q 进水 ; 4A-4) Calculate the amount of COD consumed by phosphorus release in the anaerobic tank according to formula (6). CODE 厌氧释磷 =2.84×PO4 3- -P 厌氧释放 (6) COD in formula (6) 厌氧释磷 This refers to the amount of COD consumed in phosphorus release during the anaerobic treatment unit; PO4 -3- -P 厌氧释放 Phosphate (PO4) in the anaerobic treatment unit 3- The release amount of -P) is calculated according to formula (5); 4A-5) The COD removal capacity of the anaerobic unit is COD 厌氧反硝化 With COD 厌氧释磷 The sum of COD 厌氧去除 =COD 厌氧反硝化 +COD 厌氧释磷 .

5. The method as described in claim 1 or 2, characterized in that, Step 4) COD of the anoxic unit 厌氧去除 Determine according to the following steps: 4B-1) Determine NO3 in the hypoxic unit according to formula (7). - -N denitrification amount of NO3 - -N 缺氧反硝化 ; NO3 - -N 缺氧反硝化 NO3 - -N 第二厌氧 + NO3 - -N 混合液回流 -NO3 - -N 第二缺氧 (7) In formula (7): NO3 - -N 缺氧反硝化 NO3 in the anoxic treatment unit - The amount of -N denitrification, the amount of nitrate nitrogen (NO3) removed by denitrification in the anoxic unit. - The amount of -N); NO3 - -N 第二厌氧 Nitrate nitrogen (NO3) in the effluent of the anaerobic unit - The amount of -N), NO3 - -N 第二厌氧 =[NO3] - -N] 第二厌氧 ×(Q 进水 +Q 污泥回流 NO3 - -N 混合液回流 To remove nitrate nitrogen (NO3) from the mixed liquor returned from the aerobic tank to the anoxic tank. - The amount of -N), NO3 - -N 混合液回流 =[NO3] - -N] 第二好氧 ×Q 混合液回流 NO3 - -N 第二缺氧 Nitrate nitrogen (NO3) in the effluent of the anoxic treatment unit - The amount of -N), NO3 - -N 第二缺氧 =[NO3] - -N] 第二缺氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ); 4B-2) Calculate the amount of COD consumed by denitrification in the anoxic unit according to formula (8), which is as follows: CODE 缺氧反硝化 =6.8×NO3 - -N 缺氧反硝化 (8) COD in formula (8) 缺氧反硝化 The amount of COD consumed by denitrification in the anoxic treatment unit; NO3 - -N 缺氧反硝化 Nitrate nitrogen (NO3) removed by denitrification in the anoxic treatment unit - The amount of -N).

6. The method as described in claim 1 or 2, characterized in that, Step 4) COD of the aerobic unit 厌氧去除 The following steps were followed to determine the COD removal rate of the aerobic unit: The COD removal rate of the aerobic unit was calculated according to formula (11), which is as follows: CODE 好氧去除 =COD 第二缺氧 -CODE 第二好氧 (11) In formula (11), COD 好氧去除 COD removal rate of the aerobic treatment unit; COD 第二缺氧 The amount of COD in the effluent from the anoxic unit is calculated by multiplying the COD concentration of the second anoxic sample by (Q). 进水 +Q 污泥回流 +Q 混合液回流 = [COD] 第二缺氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 COD 第二好氧 The amount of COD in the effluent from the aerobic treatment unit is calculated by multiplying the COD concentration of the second aerobic sample by (Q). 进水 +Q 污泥回流 +Q 混合液回流 = [COD] 第二好氧 ×(Q 进水 +Q 污泥回流 +Q 混合液回流 ).

7. The method as described in claim 1 or 2, characterized in that, Step 5) also includes measuring the non-aeration removal rate R of COD. 非曝气率 , where R 非曝气率 According to formula (13), R 非曝气率 =(CODE 厌氧去除 +CODE 缺氧去除 ) / CODE 总去除 ×100% =(CODE 厌氧去除 +CODE 缺氧去除 ) / (CODE 厌氧去除 + CODE 缺氧去除 +CODE 好氧去除 )×100% (13) Among them, R 非曝气率 >80% indicates that a large amount of organic matter (COD) is removed through a low-energy, non-aeration method, which is indicative of the performance of the plug-flow A... 2 The / O wastewater biological treatment system is operating well; R 非曝气率 <50% indicates that a large amount of organic matter (COD) is removed in the aerobic unit through high-energy-consuming aeration, which is indicative of the plug-flow A... 2 The non-aeration and anoxic units of the / O wastewater biological treatment system are experiencing operational problems and require adjustment.

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