Sewage treatment process design method, sewage treatment system and control method

Abstract

The invention provides a sewage treatment process design method, a sewage treatment system and a control method.The sewage treatment process design method is used for calculating the use number of sludge screeners in a sewage treatment process and comprises the steps that the current organic matter proportion and the current treated water amount of sludge of a sewage treatment main route are obtained; determining a performance improvement target based on the current organic matter proportion and the current water treatment amount; and calculating the use number of the sludge screener based on the calculation step corresponding to the performance improvement target. According to the sewage treatment process design method, the sewage treatment system and the control method, a reasonable and effective calculation method is provided for the use number of the sludge screener in the sewage treatment process, the determined use number can meet the actual requirement of a sewage treatment main route, and the cost input can be effectively controlled.

Description

Technical Field

[0001] The present application relates to the technical field of sewage treatment, and in particular to a sewage treatment process design method, a sewage treatment system and a control method. Background Art

[0002] In sewage treatment processes, sludge screeners are used for solid-liquid separation and sludge separation, which can improve sewage treatment efficiency. However, in existing technologies, when sludge screeners are required in sewage treatment processes, the number of sludge screeners is typically determined solely through technical expertise, without an effective calculation method. A mismatch between the processing capacity of the sludge screeners and the sewage treatment capacity can easily lead to problems such as excessive energy consumption, increased costs, and low treatment efficiency. Summary of the Invention

[0003] In view of this, the purpose of this application is to propose a sewage treatment process design method, a sewage treatment system and a control method to solve the above technical problems.

[0004] In the first aspect of the present application, a sewage treatment process design method is provided for calculating the number of sludge screeners used in the sewage treatment process, including: obtaining the current organic matter proportion and the current treated water volume of the sludge in the main sewage treatment route; determining a performance improvement target based on the current organic matter proportion and the current treated water volume; and calculating the number of sludge screeners used based on the calculation steps corresponding to the performance improvement target.

[0005] Furthermore, the performance improvement target includes a first target, and the calculation steps corresponding to the first target include: based on the first target, determining the selection of the sludge screener, and obtaining the first specification parameters and initial underflow ratio of the corresponding selected sludge screener; obtaining the sewage treatment scale of the sewage treatment main route and the first target value corresponding to the first target, and determining the target operating cycle required to increase to the first target value; calculating the first target coefficient based on the initial underflow ratio, the target operating cycle and the first target value; determining the number of sludge screeners to be used according to the sewage treatment scale, the first target coefficient and the first specification parameters.

[0006] Furthermore, the first target coefficient is calculated by the following formula:

[0007]

[0008] w2=X0·(1-n)·l·a·Q

[0009] w′2=X0·n·l·a·Q

[0010] Wherein, G1 is the first target value, T is the target operation cycle, a is the first target coefficient, w0 is the current organic sludge mass of the sewage treatment main route, w1 is the organic sludge mass increased daily in the sewage treatment main route, w2 is the organic sludge mass discharged daily in the sewage treatment main route, w′0 is the current inorganic sludge mass of the sewage treatment main route, w′1 is the inorganic sludge mass increased daily in the sewage treatment main route, w′2 is the inorganic sludge mass discharged daily in the sewage treatment main route; X0 is the return sludge concentration outside the sewage treatment main route, n is the inorganic sludge proportion constant in the sludge screen sludge, l is the initial underflow ratio, and Q is the sewage treatment scale;

[0011] And / or, the daily increase in the mass of organic sludge in the main sewage treatment route is calculated by the following formula:

[0012] w1=YQ0(S o -S e )-k d VfX

[0013] The daily increase in the mass of inorganic sludge in the main sewage treatment route is calculated by the following formula:

[0014] w′1=Q0(T ss -T s )×50%

[0015] Among them, Y is the sludge yield coefficient, Q0 is the design scale of the main sewage treatment line, S o BOD5, S e BOD5,k is the effluent from the main sewage treatment line d is the endogenous metabolic coefficient, V is the biochemical pool capacity of the main sewage treatment route, f is the current organic sludge ratio of the main sewage treatment route, X is the current sludge concentration of the main sewage treatment route, T ss is the ss concentration of the influent of the main sewage treatment route, T s It is the ss concentration of the effluent from the main sewage treatment route.

[0016] Furthermore, determining the number of sludge screeners to be used according to the sewage treatment scale, the first target coefficient, and the first specification parameter includes: calculating an initial number of sludge screeners according to the sewage treatment scale, the first target coefficient, and the first specification parameter; in response to the calculated initial number being an integer, determining the initial number as the final number of sludge screeners to be used; in response to the calculated initial number being a non-integer, determining a minimum integer greater than the initial number as the final number of sludge screeners to be used;

[0017] The initial number of sludge screeners is calculated using the following formula:

[0018]

[0019] S1 is the initial quantity, a is the first target coefficient, Q is the sewage treatment scale, and M1 is the first specification parameter.

[0020] Furthermore, the performance improvement target includes a second target, and the calculation steps corresponding to the second target include: based on the second target, determining the selection of the sludge screener, and obtaining the second specification parameters and initial overflow ratio of the corresponding selected sludge screener; obtaining the second target value corresponding to the second target and the sludge discharge constant of the main sewage treatment route; determining the second target coefficient based on the sludge discharge constant and the initial overflow ratio; and determining the number of sludge screeners to be used based on the second target coefficient, the second target value and the second specification parameters.

[0021] Furthermore, the sludge screener may be selected from one or more types for the same performance improvement target.

[0022] According to a second aspect of the present application, a sewage treatment system is provided, comprising a main sewage treatment route and a target number of sludge screeners; each of the sludge screeners comprises an inlet provided on a side wall, an underflow outlet provided at the bottom, and an overflow outlet provided at the top; the main sewage treatment route comprises a biochemical tank and a sedimentation tank, one side of the biochemical tank being connected to a water inlet pipeline and the other side being connected to the sedimentation tank; the upper portion of the sedimentation tank being connected to a drainage pipeline for discharging treated sewage to the next stage, and the bottom portion being connected to the biochemical tank via a sludge return pipeline; the target number of sludge screeners are arranged in parallel, and the inlet of each sludge screener is connected to the bottom of the sedimentation tank via a first sludge discharge pipeline, the overflow outlet is connected to the biochemical tank via an overflow pipeline, and the underflow outlet is connected to an external sludge storage device via a second sludge discharge pipeline; the sludge screeners are used to screen sludge discharged from the sedimentation tank and return the screened sludge to the biochemical tank via an overflow pipeline; wherein the target number is calculated according to the sewage treatment process design method described in the first aspect.

[0023] A third aspect of the present application provides another sewage treatment system, comprising a sewage treatment main route and a target number of sludge screeners; each of the sludge screeners comprises an inlet disposed on a side wall, an underflow outlet disposed at the bottom, and an overflow outlet disposed at the top;

[0024] The main sewage treatment route includes a biochemical pool and a sedimentation pool, one side of the biochemical pool is connected to a water inlet pipeline, and the other side is connected to the sedimentation pool;

[0025] The upper part of the sedimentation tank is connected to a drainage pipeline for discharging the treated sewage to the next stage, and the bottom is connected to the biochemical tank through a sludge return pipeline;

[0026] The target number of sludge screeners are arranged in parallel, and the inlet of each sludge screener is connected to the bottom of the sedimentation tank through a first sludge discharge pipeline, the overflow port is connected to an external sludge storage device through an overflow pipeline, and the underflow port is connected to the biochemical tank through a second sludge discharge pipeline. The sludge screener is used to screen the sludge discharged from the sedimentation tank and return the screened sludge to the biochemical tank through the second sludge discharge pipeline;

[0027] The target quantity is calculated according to the sewage treatment process design method described in the first aspect.

[0028] A fourth aspect of the present application provides a control method for a sewage treatment system, which is applied to the sewage treatment system described in the second aspect. The performance improvement target includes a first target. The control method includes:

[0029] Monitoring the real-time organic sludge ratio in the biochemical pool;

[0030] In response to the real-time organic sludge ratio being less than a first threshold, closing the sludge return pipeline and controlling all the target number of sludge screeners to be opened;

[0031] In response to the real-time organic sludge proportion being greater than or equal to the first threshold value and less than a first target value corresponding to the first target, closing the sludge return pipeline and controlling a preset number of the sludge screeners to be opened;

[0032] In response to the real-time organic sludge proportion being greater than or equal to the first target value, the sludge return pipeline is controlled to be opened, and all the target number of sludge screeners are closed.

[0033] In a fifth aspect of the present application, a control method for a sewage treatment system is provided, which is applied to the sewage treatment system described in the third aspect, wherein the performance improvement target includes the second target, and the control method includes:

[0034] determining a target sludge volume index according to a second target value corresponding to the second target;

[0035] Monitoring the real-time sludge volume index in the biochemical pool;

[0036] In response to the real-time sludge volume index being greater than a second threshold, closing the sludge return line and controlling all the target number of sludge screeners to operate at a first overflow ratio;

[0037] In response to the real-time sludge volume index being less than or equal to the second threshold and greater than the target sludge volume index, closing the sludge return line and controlling all the target number of sludge screeners to operate at a second overflow ratio;

[0038] In response to the actual sludge volume index being less than or equal to the target sludge volume index, controlling the sludge return line to be opened and closing all the target number of sludge screeners;

[0039] Wherein, the first overflow ratio is greater than the second overflow ratio.

[0040] As can be seen from the above, the present application provides a sewage treatment process design method, a sewage treatment system and a control method. First, the performance improvement target is determined based on the current organic matter ratio of the sludge in the main sewage treatment route and the current treated water volume. Then, the number of sludge filters used is calculated according to the calculation steps corresponding to the performance improvement target, so that the number of sludge filters used can meet the actual needs of the main sewage treatment route and effectively control the cost investment; at the same time, the main sewage treatment route is the mainstream route of the sewage to be treated. Whether it is designing a new sewage treatment process for a sewage treatment plant or performing in-situ transformation of an existing sewage treatment process, the performance improvement target is determined based on the current organic matter ratio of the sludge in the main sewage treatment route and the current treated water volume, so that the determination of the performance improvement target can meet the actual needs of the sewage treatment plant and is more reasonable; when adding a sludge filter to the sewage treatment process, there may be multiple different purposes, such as improving treatment capacity, improving treatment quality, etc. When the purposes are different, it will have a certain impact on the number of sludge filters set. In this application, different calculation steps are designed for different performance improvement targets, so that the number of sludge filters can be determined according to different performance improvement targets, and the calculation is more reasonable. BRIEF DESCRIPTION OF THE DRAWINGS

[0041] In order to more clearly illustrate the technical solutions in this application or related technologies, the following briefly introduces the drawings required for use in the embodiments or related technical descriptions. Obviously, the drawings described below are merely embodiments of this application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without any creative work.

[0042] Figure 1 A schematic diagram of a sewage treatment process design method in an embodiment of the present application;

[0043] Figure 2 A schematic diagram of a sewage treatment system according to an embodiment of the present application;

[0044] Figure 3is a schematic diagram of another sewage treatment system in an embodiment of the present application;

[0045] Figure 4 This is a flow chart of a control method for a sewage treatment system in an embodiment of the present application;

[0046] Figure 5 This is a flow chart of another method for controlling a sewage treatment system in an embodiment of the present application;

[0047] Figure 6 A schematic diagram of an electronic device according to an embodiment of the present application. DETAILED DESCRIPTION

[0048] In order to make the objectives, technical solutions and advantages of this application more clear, this application is further described in detail below in combination with specific embodiments and with reference to the accompanying drawings.

[0049] It should be noted that, unless otherwise defined, the technical terms or scientific terms used in the embodiments of the present application should have the usual meanings understood by people with ordinary skills in the field to which this application belongs. The "first", "second" and similar words used in the embodiments of the present application do not indicate any order, quantity or importance, but are only used to distinguish different components. "Include" or "comprise" and similar words mean that the elements or objects appearing before the word cover the elements or objects listed after the word and their equivalents, without excluding other elements or objects. "Connect" or "connected" and similar words are not limited to physical or mechanical connections, but may include electrical connections, whether direct or indirect. "Up", "down", "left", "right" and the like are only used to indicate relative positional relationships. When the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0050] The sludge screener 200 is a highly efficient separation device that utilizes the principle of centrifugal force for solid-liquid separation, particle classification, and impurity removal. Its working principle is to generate a strong centrifugal force by rotating the liquid at high speed, causing particles with higher density to be thrown toward the outer wall and settle to the bottom flow outlet, while liquids or particles with lower density are directed to the overflow outlet for discharge. The sludge screener 200 is primarily used for processes such as solid-liquid separation, particle classification, desludging and dehydration, concentration, and oil-water separation. It can also be used for liquid-liquid separation and gas-liquid separation. It has a simple structure, no moving parts, can efficiently process large liquid flows, has low operating costs, and is easy to maintain. Through reasonable adjustment of operating parameters, the sludge screener 200 can provide a stable separation effect, greatly improving separation efficiency and process accuracy, and has a wide range of applications in industry.

[0051] In sewage treatment, the sludge screener 200 can be used for solid-liquid separation after the primary sedimentation tank, mud-water separation after the secondary sedimentation tank, and sludge sorting, improving treatment efficiency. It can be used not only in municipal sewage and industrial wastewater, but also in oilfield wastewater for oil-water separation. The sludge screener 200 has advantages such as simple structure, small footprint, low operating costs, and easy maintenance. However, it has poor separation effect on fine particles, limited processing accuracy, and requires regular maintenance to avoid clogging. By optimizing operating parameters, it can significantly improve sewage treatment efficiency and promote resource reuse.

[0052] However, in the prior art, when it is necessary to set up sludge screeners 200 in a sewage treatment process, the number of sludge screeners 200 can usually only be determined by relying on the experience of technicians, and there is no effective calculation method. When too many or too few sludge screeners 200 are installed, it will have an adverse effect on the sewage treatment process. When the number of sludge screeners 200 is set too many, the equipment investment and operating costs will increase, energy consumption will increase, and maintenance and operating costs will also increase accordingly. At the same time, the space occupied will increase, affecting the specific layout of the sewage treatment plant. When the number of sludge screeners 200 is set too few, the processing capacity is insufficient, especially when the concentration of suspended matter in the water is high, the separation efficiency will be greatly reduced, resulting in unsatisfactory sewage treatment effect, causing the system to be overloaded, increasing the risk of failure, and reducing operational stability. Only when a reasonable number of sludge screeners 200 is used can the best treatment effect and cost-effectiveness be achieved.

[0053] In addition, in the actual operation of sewage treatment plants, with the continuous expansion of population and cities, there is often a lack of treatment capacity and efficiency. The construction of new sewage treatment plants is costly, difficult, and time-consuming, and cannot effectively solve the current problems. Therefore, the in-situ transformation of sewage treatment plants has become a common method. However, the in-situ transformation of sewage treatment plants needs to consider many aspects, such as limited land space, stability with the original system, investment and time costs, etc. Using sludge screeners 200 to transform existing sewage treatment plants is an economically feasible way. The sludge screener 200 has a low land cost, simple operation, low cost, and low transformation difficulty, and can quickly improve the treatment capacity and efficiency of the sewage treatment plant. However, the number of sludge screeners 200 required for the in-situ transformation is only determined based on the experience of technicians, and there is no effective and feasible calculation method.

[0054] In view of this, this application provides a sewage treatment process design method, such as Figure 1 As shown, the number of sludge screeners 200 used in the sewage treatment process is calculated, including:

[0055] S101. Obtain the current organic matter ratio and current treated water volume of the sludge in the main sewage treatment route 100;

[0056] S102, determining a performance improvement target based on the current organic matter ratio and the current treated water volume;

[0057] S103 , calculating the number of sludge screeners 200 in use based on the calculation steps corresponding to the performance improvement target.

[0058] In wastewater treatment processes, the organic matter content of sludge and the amount of water to be treated are key factors influencing treatment efficiency, capacity, and effluent quality. The organic matter content of sludge refers to the ratio of the organic sludge mass to the total sludge mass, and has a direct impact on the metabolic processes of microorganisms in the bioreactor, the sludge's settling properties, and the sludge's treatment methods. In the activated sludge process, organic matter is the main energy source for microbial growth and metabolism. When the organic matter content in the sludge is high, the microorganisms in the bioreactor can obtain more energy to decompose organic pollutants, and the treatment efficiency will be improved to a certain extent. When the organic matter content in the sludge is too low, it means that the activity and number of microorganisms in the bioreactor are insufficient, resulting in reduced treatment capacity efficiency. At the same time, too low an organic matter content may cause an unbalanced load on the sewage treatment system, leading to system instability and even the death or decline of some microorganisms, further reducing treatment efficiency. Due to the reduced activity of microorganisms, pollutants in the sewage are difficult to be completely degraded, resulting in substandard effluent water quality. In addition, too low an organic matter content in the sludge may lead to an insufficient number of nitrifying bacteria, affecting the conversion of ammonia nitrogen, resulting in poor ammonia nitrogen removal effect, thereby increasing the ammonia nitrogen concentration in the effluent. When the amount of water treated by the sewage treatment plant increases, the hydraulic retention time in the reactor has to be shortened, which reduces the degradation time of microorganisms and may lead to incomplete degradation of organic matter, thereby reducing treatment efficiency. At the same time, the increased load on treatment plant equipment can lead to a decrease in dissolved oxygen concentration, which in turn affects the degradation efficiency of microorganisms. To ensure effluent quality, sewage treatment plants need to expand capacity or add treatment equipment to ensure that treatment capacity is not overloaded. At the same time, as the total water volume increases, the treatment system may face greater processing demands. Failure to adapt to this growth may affect effluent quality, leading to increased BOD, COD, or suspended solids content in the effluent, and even affecting the removal of nitrogen and phosphorus in the effluent. Therefore, as the amount of water treated increases, it will lead to problems such as low treatment efficiency, overload of the water treatment system, and reduced effluent quality.

[0059] In this application, the performance improvement target is first determined based on the current organic matter ratio of the sludge in the main sewage treatment route 100 and the current treated water volume, and then the number of sludge filters 200 used is calculated according to the calculation steps corresponding to the performance improvement target, so that the number of sludge filters 200 used can meet the actual needs while effectively controlling the cost investment; at the same time, the main sewage treatment route 100 is the mainstream route of the sewage to be treated. Whether it is designing a new sewage treatment process for a sewage treatment plant or performing in-situ transformation of an existing sewage treatment process, the performance improvement target is determined based on the current organic matter ratio of the sludge in the main sewage treatment route 100 and the current treated water volume, so that the determination of the performance improvement target can meet the actual needs of the sewage treatment plant and is more reasonable. When adding a sludge filter 200 to the sewage treatment process, there may be multiple different purposes, such as improving treatment capacity, improving treatment quality, etc. When the purposes are different, the number of sludge filters 200 set will have a certain impact. In this application, different calculation steps are designed for different performance improvement targets, so that the number of sludge filters 200 can be determined according to different performance improvement targets, and the calculation is more reasonable.

[0060] For example, when the sewage treatment main route 100 is modified in situ, the current organic matter proportion of the sludge and the current treated water volume can be determined by the actual average value over a period of time; when a new sewage treatment process is designed for a sewage treatment plant, the organic matter proportion of the sludge and the treated water volume under stable operation of the sewage treatment main route 100 can be simulated based on the influent water quality and water volume to be treated by the sewage treatment plant, and used as the current organic matter proportion and current treated water volume.

[0061] In some embodiments, the main sewage treatment route 100 includes a biochemical tank 110 and a sedimentation tank 120. One side of the biochemical tank 110 is connected to a water inlet pipeline 130, and the other side is connected to the sedimentation tank 120; the upper part of the sedimentation tank 120 is connected to a drainage pipeline 140 for discharging the treated sewage to the next stage, and the bottom is connected to the biochemical tank 110 through a sludge return pipeline 150.

[0062] The wastewater to be treated is introduced into biochemical tank 110 via inlet line 130. After pollutants are decomposed in biochemical tank 110, it is then introduced into sedimentation tank 120 for sludge-water separation. The treated wastewater in the upper portion of sedimentation tank 120 is discharged to the next stage via drain line 140. The sludge at the bottom of the sedimentation tank is connected to biochemical tank 110 via sludge return line 150 for sludge return. Biochemical tank 110 utilizes an AO-based biochemical treatment process, specifically employing AAO (anaerobic-anoxic-aerobic), AO (anoxic-aerobic), or AOA (anoxic-aerobic-anoxic) processes. When the biochemical pool 110 is an AAO process, the biochemical pool 110 includes an anaerobic pool, an anoxic pool, and an aerobic pool in sequence, achieving simultaneous treatment of nitrogen and phosphorus removal, and is suitable for strict sewage discharge requirements; in the anaerobic pool, polyphosphate bacteria release phosphorus and absorb soluble organic matter at the same time, storing it as an internal carbon source; in the anoxic pool, denitrifying bacteria reduce nitrate to nitrogen gas; in the aerobic pool, polyphosphate bacteria absorb phosphorus and generate nitrate through nitrification, providing a nitrogen source for subsequent denitrification in the anoxic zone. When the biochemical pool 110 is an AO process, the biochemical pool 110 includes an anoxic pool and an aerobic pool. In the anoxic pool, denitrifying bacteria use nitrate or nitrite as an electron acceptor to reduce it to nitrogen gas, achieving denitrification and denitrification; in the aerobic pool, aerobic microorganisms oxidize ammonia nitrogen in the sewage into nitrate (nitrification), providing nitrate nitrogen for denitrification. When the biochemical pool 110 adopts the AOA process, the biochemical pool 110 includes an anoxic pool, an aerobic pool and an anoxic pool in sequence. The anoxic pool located in the front position performs preliminary denitrification to convert part of the nitrate into nitrogen gas. The aerobic pool generates more nitrate through nitrification. The anoxic pool located in the rear position further denitrifies to reduce the remaining nitrate concentration.

[0063] In some embodiments, the performance improvement target includes a first target, and the calculation steps corresponding to the first target include: based on the first target, determining the selection of the sludge screener 200, and obtaining the first specification parameters and initial underflow ratio of the corresponding selected sludge screener 200; obtaining the sewage treatment scale of the sewage treatment main route 100 and the first target value corresponding to the first target, and determining the target operating cycle required to increase to the first target value; calculating the first target coefficient based on the initial underflow ratio, the target operating cycle and the first target value; determining the number of sludge screeners 200 to be used according to the sewage treatment scale, the first target coefficient and the first specification parameters.

[0064] Specifically, the first goal is to increase the proportion of organic matter in the sludge. As mentioned above, when the organic matter sludge in the sludge is too low, it can lead to insufficient microbial activity, low water treatment efficiency, substandard effluent quality, etc., and may even cause stagnation or death of microorganisms, thereby causing stagnation or failure of the water treatment system. Therefore, when the proportion of organic matter sludge in the main sewage treatment route 100 is too low, it can be determined that the performance improvement target is to increase the proportion of organic matter in the sludge, that is, the first goal. Specifically, the proportion of organic matter = MLVSS / MLSS, where MLVSS (Mixed Liquor Volatile Suspended Solids) represents the mass concentration of volatile suspended solids in the mixed liquor, which is mainly composed of organic matter (including active microorganisms and other organic matter); MLSS represents the mass concentration of total suspended solids in the mixed liquor, including organic parts (such as microorganisms, organic matter) and inorganic parts (such as sediment, mineral particles).

[0065] After determining that the performance improvement target is to increase the proportion of organic matter in the sludge (i.e., the first target), the selection of the sludge screener 200 is determined according to the target, and the first specification parameter and the initial underflow ratio corresponding to the selected sludge screener 200 are determined. Specifically, the sludge screener 200 includes a hydrocyclone, which is a device with an overflow port, an underflow port, and an inlet. The sewage enters the hydrocyclone through the inlet and rotates at high speed inside the hydrocyclone. The heavy substances sink and flow out through the underflow port, and the light substances float and flow out through the overflow port. The first specification parameter is the designed processing capacity of the sludge screener 200. The underflow ratio of the sludge screener 200 = underflow flow / total feed flow. There are certain differences in the treatment characteristics of sludge screeners 200 of different selections. The appropriate sludge screener 200 selection is determined based on the first target, the characteristics of the sewage treated by the main sewage treatment route 100, etc. Under the first target, the optional specification parameter range of the sludge screener 200 can be 30m 3 / h~200m 3 / h, specifically, 30m 3 / h、40m 3 / h、50m 3 / h、60m 3 / h、70m 3 / h、80m 3 / h、90m 3 / h、100m 3 / h、110m 3 / h、120m 3 / h、130m 3 / h、140m 3 / h、150m 3 / h、160m 3 / h、170m3 / h、180m 3 / h、190m 3 / h、200m 3 / h and other specifications of the sludge filter 200, you can also choose other specifications of the sludge filter 200, specifically not limited. For example, if you choose 50m 3 / h sludge screener 200, the first specification parameter is 50m 3 / h.

[0066] Obtain the sewage treatment scale of the sewage treatment main route 100 (i.e., the sewage treatment process that requires the installation of the sludge screener 200). Whether it is a new sewage treatment route or an in-situ transformation of an existing sewage treatment process, after the design of the sewage treatment main route 100 is completed, its sewage treatment scale can be calculated. The sewage treatment scale represents the sewage treatment volume or load capacity of the sewage treatment main route 100. When an existing process is transformed in situ, the sewage treatment scale can be the design scale of the sewage treatment main route 100, or it can be the actual treatment scale determined based on historical treatment data, without specific restrictions. In a new sewage treatment process, the design scale usually has a certain margin, that is, it is slightly higher than the actual treatment scale required by the sewage treatment plant to ensure that efficient treatment can be maintained even when water quality and water quantity fluctuate. Therefore, when a new sewage treatment process is built, the sewage treatment scale can be the design scale calculated based on the completed sewage treatment main route 100, or it can be the actual treatment scale required by the sewage treatment plant, without specific restrictions.

[0067] According to the first target, the corresponding first target value and the target operating cycle required to increase to the first target value are obtained. The first target value is the organic matter ratio after the increase, and the target operating cycle is the operating cycle required to increase the organic matter ratio in the existing sludge to the first target value. The optimal organic matter ratio of sludge in different sewage treatment systems is usually different. For example, in the conventional activated sludge method, microorganisms are mainly used to degrade and purify organic matter in sewage. Organic matter is the main nutrient source for microorganisms, so the optimal organic matter ratio of sludge is usually higher; in anaerobic treatment systems, anaerobic microorganisms are more dependent on the degradation of organic matter, so the optimal organic matter ratio of sludge is usually higher; in the biofilm method, microorganisms attach to the surface of the filler. When the organic matter is too high, it may cause the biofilm to be too thick, thereby increasing the risk of shedding and clogging. Therefore, the optimal organic matter ratio of sludge is slightly lower. Therefore, the first target value can be determined according to the actual situation of the sewage treatment main route 100. For example, when the current organic matter proportion of the sludge in the sewage treatment main route 100 is 0.4, the first target value can be determined to be 0.5, 0.6 or 0.7 according to its actual situation, that is, the organic matter proportion in the sludge is increased from 0.4 to 0.5, 0.6 or 0.7, etc. Specifically, the first target value can be set to other values ​​according to actual conditions, and there is no specific limitation.

[0068] The first target coefficient is determined based on the first target value, the target operating cycle, and the initial underflow ratio. Finally, the number of sludge screeners 200 to be used is determined based on the sewage treatment scale, the first target coefficient, and the first specification parameter. The number of sludge screeners 200 to be used is calculated based on the first target value and the target operating cycle. The calculation process fully considers the characteristics of the sludge screeners 200 under different selections and the actual conditions of the main sewage treatment route 100 (such as the sewage treatment scale). This ensures that the ultimately calculated number of sludge screeners 200 to be used fully meets the requirements of the first target value, providing a specific and feasible calculation method for the number of sludge screeners 200 to be used.

[0069] In some embodiments, the first target coefficient is calculated by the following formula:

[0070]

[0071] w2=X0·(1-n)·l·a·Q

[0072] w′2=X0·n·l·a·Q

[0073] Where G1 is the first target value, T is the target operation period, a is the first target coefficient, w0 is the current organic sludge mass of the main sewage treatment route 100, w1 is the daily increase in organic sludge mass in the main sewage treatment route 100, w2 is the daily discharge mass of organic sludge in the main sewage treatment route 100, w0′ is the current inorganic sludge mass of the main sewage treatment route 100, w1′ is the daily increase in inorganic sludge mass in the main sewage treatment route 100, and w2′ is the daily discharge mass of inorganic sludge in the main sewage treatment route 100; X0 is the return sludge concentration outside the main sewage treatment route 100, n is the constant ratio of inorganic sludge in the sludge discharged from the sludge screener 200, l is the initial underflow ratio, and Q is the sewage treatment scale. The first target coefficient is the ratio of the total feed flow of the sludge screener 200 to the sewage treatment scale, that is, first target coefficient = total feed flow of the sludge screener 200 / sewage treatment scale. Thus, after calculating the first target coefficient, the total feed flow rate of the sludge screener 200 can be obtained. Furthermore, based on the total feed flow rate of the sludge screener 200, the number of sludge screeners 200 to be used can be calculated based on the sewage treatment scale and the first specification parameter. The ratio of G1 to 1-G1 is the ratio of the proportion of organic matter to the proportion of inorganic matter in the sludge after performance improvement. This ratio can be further converted into the ratio of the total mass of the organic sludge after performance improvement to the total mass of the inorganic sludge.

[0074] When the proportion of organic matter reaches the first target value, the total mass of organic sludge = the current mass of organic sludge in the main sewage treatment route 100 + the mass of organic sludge increased daily X target operation cycle - the mass of organic sludge discharged daily X (target operation cycle - 1), the total mass of inorganic sludge = the current mass of inorganic sludge in the main sewage treatment route 100 + the mass of inorganic sludge increased daily X target operation cycle - the mass of inorganic sludge discharged daily X (target operation cycle - 1), and the formula G1 / (1-G1) can be derived.

[0075] After deriving the formula of G1 / (1-G1), it is necessary to further calculate the mass of inorganic sludge discharged daily from the main sewage treatment route 100 and the mass of organic sludge discharged daily. The mass of organic sludge and the mass of inorganic sludge discharged daily from the main sewage treatment route 100 may vary depending on the water quality, quantity, total sludge mass, etc., but can be estimated based on the scale of sewage treatment, the constant proportion of inorganic sludge in the sludge discharged from the sludge screener 200, the initial underflow ratio and the first target coefficient. Taking the mass of inorganic sludge as an example, after the sludge screener 200 is installed, the sludge is discharged through the sludge screener 200. After the initial underflow ratio is determined, the proportion of inorganic sludge in the underflow sludge discharged from the sludge screener 200 is usually a fixed coefficient, which can be determined through a limited number of experiments.

[0076] From this, we can further deduce that: the mass of inorganic sludge discharged daily = the concentration of return sludge outside the main sewage treatment route 100 × the constant proportion of inorganic sludge in the sludge discharged from the sludge screen 200 × the initial underflow ratio × the total feed flow of the sludge screen 200. At the same time, according to the following: the first target coefficient = the total feed flow of the sludge screen 200 / the sewage treatment scale, we can further deduce that: the total feed flow of the sludge screen 200 = the first target coefficient × the sewage treatment scale, and further deduce that: the mass of inorganic sludge discharged daily = the concentration of return sludge outside the main sewage treatment route 100 × the constant proportion of inorganic sludge in the sludge discharged from the sludge screen 200 × the initial underflow ratio × the first target coefficient × the sewage treatment scale; thus, the mass of inorganic sludge discharged daily from the main sewage treatment route 100 can be calculated. Similarly, the daily organic sludge mass discharged from the main sewage treatment route 100 can be deduced as follows: = sludge concentration in the return flow from the main sewage treatment route 100 x (1 - constant constant for the proportion of inorganic sludge in the sludge discharged from the sludge screener 200) x initial underflow ratio x first target coefficient x sewage treatment scale. This allows the final first target coefficient to be calculated.

[0077] The external return sludge concentration of the sewage treatment main route 100 refers to the concentration of the sludge returned from the sedimentation tank 120 (or secondary sedimentation tank) to the biological treatment unit (such as the biochemical tank 110, etc.), that is, the sludge concentration in the sludge return pipeline 150. During the in-situ transformation process, the current organic sludge mass, the current inorganic sludge mass, the daily increase in organic sludge mass, the daily increase in inorganic sludge mass, and the external return sludge concentration of the sewage treatment main route 100 can all be calculated or directly obtained based on the actual situation of the sewage treatment main route 100. Optionally, it can be an average value within a certain period of time, and there is no specific limitation. When designing a new sewage treatment process for a sewage treatment plant, after the design of the sewage treatment main route 100 is completed, the current organic sludge mass, the current inorganic sludge mass, the daily increase in organic sludge mass, the daily increase in inorganic sludge mass, and the external return sludge concentration can be calculated based on the actual situation of the sewage treated by the sewage treatment plant, etc., and can also be simulated using a sewage treatment simulator. A sewage treatment simulator is a computer software tool used to simulate and optimize sewage treatment processes. By simulating different sewage treatment processes, operating conditions, and equipment performance, it helps engineers, operators, and researchers improve the efficiency, stability, and sustainability of sewage treatment systems. It can also provide a scientific basis and optimization solutions for the design, operation, renovation, and maintenance of sewage treatment plants. Therefore, after determining the main sewage treatment route 100, the sewage treatment simulator can be used to simulate the conditions of the main sewage treatment route 100 during normal operation. The simulator can also simulate the current organic sludge mass, current inorganic sludge mass, daily increase in organic sludge mass, daily increase in inorganic sludge mass, and external return sludge concentration of the main sewage treatment route 100 during normal operation.

[0078] Specifically, the target operation cycle can be 20 days, or 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 21, 22, 23, 24, 25, 26, 28, 30 days, etc., or other days. It can be set to other days according to the actual situation of the sewage treatment plant, and there is no specific restriction; the initial underflow ratio is 5%, or it can be 1%, 2%, 3%, 4%, 6%, 7%, 8%, 9%, 10%, 11%, 12%, 15 %, 16%, 18%, 20%, etc., or other ratios, which can be determined in combination with the specific conditions of the sludge screener 200 and the sewage treatment plant, without specific restrictions; the constant proportion of inorganic sludge in the sludge discharged from the sludge screener 200 is 0.4-0.8, which can be specifically 0.45, 0.5, 0.55, 0.6, 0.65, 0.7, 0.75, etc., or other values ​​less than 0.4 or greater than 0.8, which can be further determined in combination with the scale and specific parameters of the sludge screener 200, without specific restrictions.

[0079] In some embodiments, the daily increase in the mass of organic sludge in the main sewage treatment route 100 is calculated by the following formula: w1=YQ0(S o -S e )-k d VfX.

[0080] Wherein, Y is the sludge yield coefficient, Q0 is the design scale of the sewage treatment main route 100, S o BOD5, S e is the BOD5 of the effluent from the main sewage treatment line 100, k d is the endogenous metabolic coefficient, V is the biochemical pool capacity of the sewage treatment main route 100, f is the current organic sludge ratio of the sewage treatment main route 100, and X is the current sludge concentration of the sewage treatment main route 100.

[0081] Inorganic sludge contributes to the SS (suspended solids) of the influent. In some embodiments, the daily increase in the inorganic sludge mass in the sewage treatment main route 100 is calculated by the following formula:

[0082] w1′=Q0(T ss -T s )×50%

[0083] Among them, T ss is the ss concentration of the influent of the main sewage treatment line 100, T s is the effluent SS concentration of the main sewage treatment route 100.

[0084] Biochemical tank capacity refers to the effective volume in a biological treatment unit (such as an activated sludge tank, anaerobic tank, aerobic tank, etc.) that can accommodate sewage and provide microorganisms for the degradation of organic matter and removal of pollutants. The design of this volume is closely related to factors such as treatment capacity, sewage water quality, water quantity, and microbial growth. The sludge yield coefficient (Sludge Yield Coefficient) is an important parameter that measures the efficiency of converting organic matter in sewage into sludge during the sewage treatment process. It usually represents the amount of sludge produced per unit of organic matter degradation, with units of g / Mg BOD5 or g / COD, that is, the mass of sludge produced when a certain amount of chemical oxygen demand (COD) or biochemical oxygen demand (BOD) is degraded. The value of the sludge yield coefficient may vary depending on the sewage treatment process and under different conditions. For example, for aerobic treatment (such as the activated sludge process), the sludge yield coefficient is typically 0.3-0.8g sludge / g BOD5; for anaerobic treatment, the sludge yield coefficient is usually lower, typically 0.1-0.4g sludge / g COD. The value of the sludge yield coefficient can be determined based on actual conditions and is not limited. BOD5 (Biochemical Oxygen Demand over 5 days) is the five-day biochemical oxygen demand, which refers to the amount of oxygen required by microorganisms in a water sample to decompose organic matter within 5 days at a temperature of 25°C. It is an important indicator of the amount of oxygen consumed by microorganisms in water when decomposing organic matter. It is commonly used to measure the concentration of organic pollutants in water and their biodegradation potential.

[0085] The endogenous metabolic coefficient (EMC) represents the amount of organic matter consumed by a unit mass of activated sludge (or microorganisms) through endogenous metabolism per unit time. Simply put, endogenous metabolism is the process by which microorganisms, in the absence of exogenous organic matter, consume organic matter in sludge through their own metabolic activities. The EMC primarily describes the rate at which microorganisms consume organic matter in sludge through endogenous metabolism in the absence of exogenous organic matter during wastewater treatment. It reflects the ability of microorganisms to sustain growth and metabolism solely through their own metabolic activities in the absence of external organic matter sources (such as pollutants in the influent). The specific range of the EMC is influenced by multiple factors, including microbial species, wastewater quality, operating conditions (such as temperature, pH, dissolved oxygen), and sludge age. It typically ranges from 0.02 to 0.10 g sludge / g·d. Under certain circumstances, the EMC may be higher, particularly in operations with high sludge ages, potentially ranging from 0.1 to 0.3 g sludge / g·d. The specific value of the EMC can be determined based on actual conditions and is not a specific limitation.

[0086] X is the current sludge concentration of the sewage treatment main route 100, specifically, it can be the sludge concentration of the aerobic tank. The growth and reproduction of the microbial community in the aerobic tank directly determines the sludge concentration, so the sludge concentration of the aerobic tank can be used as the current sludge concentration of the sewage treatment main route 100.

[0087] In some embodiments, determining the number of sludge screeners 200 to be used according to the sewage treatment scale, the first target coefficient, and the first specification parameter includes:

[0088] The initial number of the sludge screeners 200 is calculated based on the sewage treatment scale, the first target coefficient and the first specification parameter; in response to the calculated initial number being an integer, the initial number is determined as the final number of the sludge screeners 200 in use; in response to the calculated initial number being a non-integer, the smallest integer greater than the initial number is determined as the final number of the sludge screeners 200 in use.

[0089] The initial number calculated based on the sewage treatment scale, the first target coefficient, and the first specification parameter may be an integer or a non-integer. When the initial number is an integer, the initial number is determined to be the final number of sludge screeners 200 to be used. When the initial number is a non-integer, the smallest integer greater than the initial number is determined to be the final number of sludge screeners 200 to be used. For example, if the calculated initial number is 1.8, the final number of sludge screeners 200 to be used is determined to be 2. If the calculated initial number is 3, the final number of sludge screeners 200 to be used is determined to be 3.

[0090] In some embodiments, the initial number of the sludge screeners 200 is calculated using the following formula:

[0091]

[0092] S1 is the initial quantity, a is the first target coefficient, Q is the sewage treatment scale, and M1 is the first specification parameter. When the selected sludge screeners 200 are all of the same model, the formula can be used to calculate the number of sludge screeners 200 to be used. When multiple models of sludge screeners 200 are selected, the total feed flow rate that the sludge screeners 200 need to process can be calculated first, and then the specific number of sludge screeners 200 to be used can be determined based on the model of the sludge screener 200. For example, if a is 20% and Q is 416.7 3 / h as an example, the total feed flow that needs to be processed by the sludge filter 200 is calculated to be 83.34 3 / h, choose 20m 3 / h and 30m 3 / h sludge filter 200, it can be determined that the number of use is 3 20m 3 / h sludge filter 200 and one 30m 3 / h sludge filter 200, or two 20m 3 / h sludge screen 200 and two 30m 3 / h sludge filter 200, or one 20m 3 / h sludge screen 200 and three 30m 3 / h sludge screener 200, or all 20m 3 / h sludge screener 200, that is, 5 20m 3 / h sludge screener 200, or all 30m 3 / h sludge screener 200, that is, three 30m 3 / h sludge screener 200, no specific limitation.

[0093] In some embodiments, the performance improvement target includes a second target, and the calculation steps corresponding to the second target include: based on the second target, determining the selection of the sludge screener 200, and obtaining the second specification parameters and initial overflow ratio of the corresponding selected sludge screener 200; obtaining the second target value corresponding to the second target and the sludge discharge constant of the sewage treatment main route 100; determining the second target coefficient based on the sludge discharge constant and the initial overflow ratio; determining the number of sludge screeners 200 to be used according to the second target coefficient, the second target value and the second specification parameters.

[0094] Specifically, the second goal is to increase the total amount of sewage treated, and the second target value is the total amount of sewage treated after the increase. At the beginning of the design of the sewage treatment plant, the design treatment capacity of the sewage treatment process will be determined based on comprehensive factors such as the expected sewage flow, expected sewage water quality, regulations and emission requirements, future growth and expansion needs, treatment process, and economic costs. However, in the actual operation of the sewage treatment plant, the development of urbanization and industrialization, fluctuations in water quality and water quantity, etc. may not be consistent with the initial estimate, resulting in the design treatment capacity not being able to meet actual needs. Therefore, it is necessary to carry out in-situ transformation of the sewage treatment plant to increase the treatment capacity of the original sewage treatment process. In the design process of the sewage treatment plant, since the area occupied by the sewage treatment plant is usually limited, on the basis of ensuring the installation site of the equipment specifications, it is also necessary to reserve operating space for workers, transportation equipment, etc. In addition, considering economic investment, cost and other issues, the sewage treatment capacity of the overall process can be increased by installing a sludge screener 200. That is, after the design of the main sewage treatment route 100 is completed, the number of sludge screeners 200 to be used is determined through further calculations, and then the corresponding number of sludge screeners 200 are installed to increase the total amount of sewage treatment without extending the processing time and process of the main route, which can effectively reduce the floor space and economic investment.

[0095] When the proportion of organic matter in activated sludge is too high, microorganisms cannot degrade all organic matter in time, the treatment efficiency is reduced, and more time is needed to decompose the organic matter. The hydraulic retention time has to be increased, which significantly reduces the amount of sewage treated per unit time and cannot meet the actual needs of the sewage treatment plant. At the same time, excessive organic matter content will lead to excessive growth of microorganisms, resulting in sludge bulking and reduced treatment efficiency. In addition, microorganisms decompose organic matter to produce more cells and metabolites, which will increase sludge production and increase sludge disposal costs and operating burdens. Excessive organic matter content will also cause microbial overload, resulting in the inability to completely degrade organic matter in the water, which in turn leads to substandard effluent quality.

[0096] Therefore, when the current treated water volume of the sewage treatment main route 100 is too high or the current organic matter proportion in the sludge is too high, the performance improvement target can be determined to be to increase the total amount of sewage treatment, that is, the first target, by installing the sludge filter 200 to increase the load capacity of the sewage treatment main route 100.

[0097] When the second goal is to increase the total amount of sewage treatment, the selection of the appropriate sludge screener 200 is determined according to the second goal, and the second specification parameter and initial overflow ratio of the corresponding selection are obtained. Specifically, the second specification parameter is the designed processing capacity of the sludge screener 200, and the overflow ratio of the sludge screener 200 = overflow flow / total feed flow. Under the second goal, the optional specification parameter range of the sludge screener 200 can be 2.5m 3 / h~50m 3 / h, specifically 2.5m 3 / h、3m 3 / h、3.5m 3 / h、4m 3 / h、4.5m 3 / h、5m 3 / h、7m 3 / h、10m 3 / h、15m 3 / h、18m 3 / h、20m 3 / h、22m 3 / h、25m 3 / h、26m 3 / h、28m 3 / h、29m 3 / h、30m 3 / h、32m 3 / h、35m 3 / h、38m 3 / h、40m 3 / h、42m 3 / h、45m 3 / h、48m 3 / h、50m 3 / h and other specifications of the sludge filter 200, you can also choose other specifications of the sludge filter 200, specifically not limited. For example, the specification is 7.5m 3 / h sludge screener 200, the corresponding second specification parameter is 7.5m 3 / h. A second target value is then determined based on the second target, which is the total amount of sewage treated after the increase. The second target value can be determined based on the design scale of the main sewage treatment route 100, for example, 1.5, 1.8, 2, 2.1, 2.2, 2.5, or 3 times the design scale. Other values ​​are also possible and can be determined based on the specific conditions of the sewage treatment plant. This is not a specific limitation.

[0098] The sludge discharge constant for the main sewage treatment route 100 is further obtained. The sludge discharge constant = discharged sludge flow rate / total sewage treatment volume, which can be obtained through a limited number of experiments. During the sewage treatment process, if microorganisms remain in the system for too long, their activity will decrease. If they are not discharged from the system in a timely manner, problems such as a decrease in the ability to decompose organic matter will occur, thereby reducing treatment efficiency. At the same time, if excessive sludge accumulates in the system, it may cause sludge bulking, that is, changes in the sludge settling properties, affecting the solid-liquid separation efficiency. Therefore, after a period of operation, the sewage treatment system needs to be drained to maintain microbial activity, prevent sludge aging, maintain a reasonable sludge concentration and sludge age, avoid sludge bulking, and improve effluent water quality. There is usually a slight correlation between the sludge flow rate discharged by the sewage treatment system and the total sewage treatment volume of the system. For example, in the activated sludge process, regular sludge discharge is required to maintain appropriate sludge concentration and sludge age. According to estimates, the amount of absolute dry sludge produced in a 10,000-ton water plant is approximately 0.01-0.05%. When the sewage treatment process is relatively fixed, the discharged sludge concentration is relatively within a certain range. The residual sludge concentration in the activated sludge process is stable at approximately 10,000 mg / L (99% water content), so the sludge discharge constant can be determined to be 1%-5%. There are certain differences in the sludge discharge constants of different biochemical treatment processes. In addition, the sludge discharge constant is also related to the influent water quality. When the organic matter concentration is high, microorganisms reproduce quickly, and the sludge discharge constant can be appropriately increased to control the sludge concentration. When the suspended solids content increases, the sludge volume increases, and the sludge discharge constant can also be appropriately increased to prevent sludge accumulation. Therefore, the sludge discharge constant can be determined according to the specific conditions such as the process type and influent water quality of the main sewage treatment route 100. For example, it can be 1% to 5%. Specifically, it can be 0.5%, 1%, 1.2%, 1.5%, 1.8%, 2%, 2.2%, 2.5%, 2.8%, 3%, 3.2%, 3.5%, 3.6%, 3.8%, 4%, 4.2%, 4.5%, 4.6%, 4.8%, 5%, etc. It can also be other values ​​within 1%-5%, or other values ​​less than 1% or greater than 5%, and there is no specific limitation.

[0099] The second target coefficient can be determined based on the mud discharge constant and the initial overflow ratio. Specifically, the second target coefficient can be calculated using the following formula: second target coefficient = mud discharge constant / initial overflow ratio.

[0100] Under the second objective, after the sludge screener 200 is installed in the main sewage treatment line 100, sludge discharge is carried out by overflow from the sludge screener 200, that is, the mass of discharged sludge = the discharge volume from the overflow port. The discharge volume from the overflow port = the initial overflow ratio × the total feed flow rate of the sludge screener 200 = the sludge discharge constant × the total sewage treatment volume. Furthermore, the total feed flow rate of the sludge screener 200 = (sludge discharge constant × total sewage treatment volume) / initial overflow ratio = the second objective coefficient × the total sewage treatment volume. Specifically, the initial overflow ratio can be 10%, or 5%, 6%, 7%, 8%, 9%, 11%, 12%, 15%, 16%, 18%, 20%, 22%, 25%, 26%, 30%, etc., or other ratios. This can be determined based on the specific conditions of the sludge screener 200 and the sewage treatment plant, and is not limited to this.

[0101] After determining the second target coefficient, the number of sludge screeners 200 to be used can be calculated based on the second target coefficient, the second target value, and the second specification parameter. This determines the number of sludge screeners 200 required to be installed in the main sewage treatment line 100 when the performance improvement goal is to increase the total amount of sewage treated.

[0102] In some embodiments, the sludge screeners 200 may be of one or more types for the same performance improvement goal. Depending on the treatment characteristics of the main sewage treatment route 100 and the characteristics of the different types of sludge screeners 200, various types of sludge screeners 200 may be used in combination. That is, for the first or second goal, all sludge screeners 200 may be of the same model, or may be of multiple models, such as 2, 3, or 4 models, without limitation.

[0103] In some embodiments, determining the usage quantity of the sludge screener 200 based on the second target coefficient, the second target value and the second specification parameter includes: calculating the initial quantity of the sludge screener 200 based on the second target coefficient, the second target value and the second specification parameter; in response to the calculated initial quantity being an integer, determining the initial quantity as the final usage quantity of the sludge screener 200; in response to the calculated initial quantity being a non-integer, determining the smallest integer greater than the initial quantity as the final usage quantity of the sludge screener 200.

[0104] The initial number calculated based on the second target coefficient, the second target value, and the second specification parameter may be an integer or a non-integer. When the initial number is an integer, the initial number is determined to be the final number of sludge screeners 200 to be used. When the initial number is a non-integer, the smallest integer greater than the initial number is determined to be the final number of sludge screeners 200 to be used. For example, if the calculated initial number is 5.5, the final number of sludge screeners 200 to be used is determined to be 6. If the calculated initial number is 6, the final number of sludge screeners 200 to be used is determined to be 6.

[0105] In some embodiments, the initial number of the sludge screeners 200 is calculated according to the following formula:

[0106]

[0107] S1 is the initial quantity, b is the second target coefficient, G2 is the second target value, and M2 is the second specification parameter.

[0108] In some embodiments, the method further includes: calculating the operating time of the sludge screener 200 based on the number of times the sludge screener 200 is used.

[0109] When the performance improvement target is the first target, the daily operation time of the sludge screener 200 is calculated based on the initial underflow ratio, the first specification parameter, the number of sludge screeners 200 in use, and the daily sludge discharge volume of the sewage treatment main route 100. Specifically, the daily operation time of the sludge screener 200 = the daily sludge discharge volume of the sewage treatment main route 100 / (the number of sludge screeners 200 in use x the initial underflow ratio x the first specification parameter). For example, the daily sludge discharge volume of the sewage treatment main route 100 is 74.666m 3 (wet sludge with a moisture content of 98.5% and a density of 1), the first specification parameter is 50m 3 / h, the number of sludge screeners used is 2, the initial underflow ratio is 5%, and the daily operating time of the sludge screener 200 = 74.666 / (50×5%×2) = 14.9h, that is, the two sludge screeners 200 need to run for 14.9h every day to meet the corresponding sludge discharge requirements.

[0110] When the performance improvement target is the second target, the daily operation time of the sludge screener 200 is calculated based on the initial overflow ratio, the first specification parameter, the number of sludge screeners 200 in use, and the daily sludge discharge volume of the sewage treatment main route 100. The daily operation time of the sludge screener 200 is calculated based on the initial overflow ratio and the daily sludge discharge volume of the sewage treatment main route 100. Specifically, the daily operation time of the sludge screener 200 = the daily sludge discharge volume of the sewage treatment main route 100 / (the number of sludge screeners 200 in use X the initial overflow ratio X the first specification parameter). For example, the daily sludge discharge volume of the sewage treatment main route 100 is 74.666m 3 (wet sludge with a moisture content of 98.5% and a density of 1), the second specification parameter is 7.5m 3 / h, the number of sludge screeners used is 6, the initial overflow ratio is 20%, and the daily operating time of the sludge screener 200 = 74.666 / (7.5×20%×6) = 8.3h, that is, 6 sludge screeners 200 need to run for 8.3h every day to meet the corresponding sludge discharge requirements.

[0111] The technical solution of the present application is further explained below through specific embodiments.

[0112] (1) Example 1

[0113] Route A of a certain sewage treatment plant, an AAO process, was experiencing multiple issues, including unstable effluent quality and low treatment efficiency, necessitating in-situ retrofitting. Route A was selected as the primary sewage treatment route 100 for in-situ retrofitting. The plant collected data on the organic matter content of the sludge and the treated water volume over the past month. It was determined that the primary issue with Route A was a low organic matter content in the sludge, which in turn resulted in low microbial activity, leading to unstable effluent quality and low treatment efficiency. Therefore, the goal of the retrofit, and therefore the performance improvement objective, was to increase the organic matter content in the sludge.

[0114] According to the characteristics of the sewage to be treated by Route A and the performance improvement goals, the first specification parameter is determined to be 50m 3 / h of the sludge screener 200, and determine the initial underflow ratio of the sludge screener 200 to be 5%; the current organic matter proportion of route A is 0.4, the first target value is determined to be 0.6, and the target operation cycle is 20 days, that is, the target operation cycle T required to increase the organic matter proportion from 0.4 to 0.6 is 20 days.

[0115] The current organic sludge mass, current inorganic sludge mass, daily increase in organic sludge mass, daily increase in inorganic sludge mass and external return sludge concentration data of the main sewage treatment route 100 are determined based on the historical treatment data of route A, which are: 6400kg, 9600kg, 520kg, 600kg and 10kg / m3 respectively. The sewage treatment scale of route A can be the design scale of route A or the actual scale determined based on the historical treatment data. In this embodiment, the design scale of route A is used as the sewage treatment scale, i.e., 10000m 3 According to the first specification parameter of the sludge screener 200, the initial underflow ratio, the characteristics of the sewage, etc., the inorganic sludge ratio constant in the sludge discharged from the sludge screener 200 is determined to be 0.7.

[0116] After the installation of the sludge screener 200, the sludge discharge of route A is completed through the sludge screener 200. The mass of organic sludge discharged every day in the main sewage treatment route 100 (i.e. the mass of organic sludge that needs to be discharged by the sludge screener 200 every day) is calculated as follows: 10 kg / m 3 ×(1-0.7)×5%×a×10000m 3 / d=1500a.

[0117] The calculated mass of inorganic sludge discharged daily from the main sewage treatment route 100 (i.e. the mass of inorganic sludge that needs to be discharged by the sludge screener 200 every day) is: 10 kg / m 3 ×0.7×5%×a×10000m 3 / d=3500a.

[0118] Calculate the first target coefficient a: 0.6 / 0.4=(6400+520X20-1500aX(20-1)) / (9600+600X20-3500aX(20-1))=(16800-28500a) / (21600-66500a), and calculate a=21.89%.

[0119] The sewage treatment scale is 10,000m 3 / d, converted to m 3 / h unit, which is 416.7m 3 / h; Calculate the initial number of sludge screeners 200: 21.89% × 416.7m 3 / h÷50m 3 / h=1.8. The final number of sludge screeners 200 used is determined to be two. After connecting two sludge screeners 200 to Route A, sludge is discharged from the system through the underflow port. Sludge is screened by the sludge screeners 200, and more inorganic sludge is discharged from the underflow port to the outside of the system. This significantly increases the proportion of organic sludge in Route A.

[0120] When other data remain unchanged, when T is 10 days, the corresponding first target coefficient a is 46.22%, the initial number of sludge screeners 200 is 3.85, and the final number of sludge screeners used is 4; when T is 30 days, the corresponding first target coefficient a is 14.34%, the initial number of sludge screeners 200 is 1.2, and the final number of sludge screeners used is 2.

[0121] (2) Example 2

[0122] Route B of a certain sewage treatment plant, an AO process, was currently experiencing multiple issues, including low treatment efficiency and poor effluent quality. This required in-situ modification. Route B was used as the primary sewage treatment route 100 for in-situ modification. The organic matter content of the sludge and treated water volume from Route B over the past month were measured. It was determined that the primary issue with Route B was that the actual treated water volume far exceeded the initial design capacity, resulting in unstable effluent quality and low treatment efficiency. Therefore, the modification objective, and therefore the performance improvement goal, was to increase the total sewage treatment volume.

[0123] According to historical data, the design scale of Route B is 10,000m 3 / d, which is 416.7m 3 / h; According to the actual demand of Route B, it is necessary to exceed the design scale by 50% to meet the actual demand, and the second target value is determined to be: 50% × 416.7m 3 / h+416.7m 3 / h=625.05m 3 / h.

[0124] According to the characteristics of the sewage to be treated by route B and the performance improvement goals, the second specification parameter of 7.5m 3 / h sludge screener 200, and determine the initial overflow ratio of the sludge screener 200 to be 10%. According to the historical data of route B, the sludge discharge constant of this route is 2%.

[0125] Calculate the second target coefficient b: 2% ÷ 10% = 20%.

[0126] Calculate the initial number S1 of sludge screeners 200: 20% × 625.05m 3 / h÷7.5m 3 / h=16.7.

[0127] It is determined that the final number of sludge screeners 200 used is 17.

[0128] After the 17 sludge screeners 200 are connected to route B for operation, the sludge is discharged from the system through the overflow port, and the sludge is screened by the sludge screener 200. More flocculants with poor sedimentation performance and low density are discharged from the overflow port to the outside of the system, and sludge with good sedimentation performance and high density returns to the system to participate in the reaction. The water quality and water volume of the effluent from route B are stable, which effectively increases the total amount of sewage treated by route B and improves the sewage loading capacity of this route.

[0129] Based on the same inventive concept, the present application also provides a sewage treatment system, such as Figure 2 As shown, it includes a sewage treatment main route 100 and a target number of sludge screeners 200; each of the sludge screeners 200 includes an inlet provided on a side wall, an underflow port provided at the bottom, and an overflow port provided at the top;

[0130] The main sewage treatment line 100 includes a biochemical pool 110 and a sedimentation pool 120. One side of the biochemical pool 110 is connected to a water inlet pipeline 130, and the other side is connected to the sedimentation pool 120.

[0131] The upper part of the sedimentation tank 120 is connected to a drainage pipeline 140 for discharging the treated sewage to the next stage, and the bottom is connected to the biochemical tank 110 through a sludge return pipeline 150;

[0132] The target number of sludge screeners 200 are arranged in parallel, and the inlet of each sludge screener 200 is connected to the bottom of the sedimentation tank 120 through a first sludge discharge pipeline 300, the overflow port is connected to the biochemical tank 110 through an overflow pipeline 400, and the underflow port is connected to an external sludge storage device through a second sludge discharge pipeline 500. The sludge screener 200 is used to screen the sludge discharged from the sedimentation tank 120 and return the screened sludge to the biochemical tank 110 through the overflow pipeline 400;

[0133] The target quantity is calculated according to a sewage treatment process design method described in any of the aforementioned embodiments.

[0134] When it is necessary to install sludge screeners 200 on an existing or preliminarily designed sewage treatment main route 100, the number of sludge screeners 200 to be used, i.e., the target number, is first calculated using the aforementioned sewage treatment process design method. Then, the target number of sludge screeners 200 are installed in parallel on the side streams of the sewage treatment main route 100 to obtain the final sewage treatment system. When the performance improvement target of the sewage treatment main route 100 is the first target, sludge is discharged through the underflow port of the sludge screener 200, and backflow is achieved through the overflow port, that is, the overflow port is connected to the biochemical pool 110 through the overflow pipeline 400, and the underflow port is connected to the external sludge storage device through the second sludge discharge pipeline 500. The sludge in the sedimentation tank 120 enters the sludge screener 200 through the first sludge discharge pipeline 300 and the inlet, rotates at high speed in the sludge screener 200, and then, under the action of centrifugal force, the heavier inorganic matter sinks, moves toward the underflow port, and is finally discharged to the outside of the system; the lighter organic matter rises, moves toward the overflow port, and finally flows back to the biochemical pool 110 through the overflow port and the overflow pipeline 400 to continue to participate in sewage treatment, thereby increasing the proportion of organic matter in the sludge in the biochemical pool 110. In this sewage treatment system, the sludge screener 200 is installed on the side stream of the main sewage treatment route 100, and the sludge screener 200 occupies a small area, so the area of ​​the sewage treatment plant can be effectively utilized; at the same time, the target quantity is calculated based on the performance improvement target to be improved in the main sewage treatment route 100, so that after the sludge screener 200 is installed, the corresponding performance improvement target can be effectively achieved, that is, the proportion of organic matter in the sludge of the main sewage treatment route 100 can be effectively increased, thereby effectively improving the treatment capacity, treatment efficiency and effluent water quality of the sewage treatment plant.

[0135] Based on the same inventive concept, this application also provides another sewage treatment system, such as Figure 3 As shown, it includes a sewage treatment main route 100 and a target number of sludge screeners 200; each of the sludge screeners 200 includes an inlet provided on a side wall, an underflow port provided at the bottom, and an overflow port provided at the top;

[0136] The main sewage treatment line 100 includes a biochemical pool 110 and a sedimentation pool 120. One side of the biochemical pool 110 is connected to a water inlet pipeline 130, and the other side is connected to the sedimentation pool 120.

[0137] The upper part of the sedimentation tank 120 is connected to a drainage pipeline 140 for discharging the treated sewage to the next stage, and the bottom is connected to the biochemical tank 110 through a sludge return pipeline 150;

[0138] The target number of sludge screeners 200 are arranged in parallel, and the inlet of each sludge screener 200 is connected to the bottom of the sedimentation tank 120 through a first sludge discharge pipeline 300, the overflow port is connected to an external sludge storage device through an overflow pipeline 400, and the underflow port is connected to the biochemical tank 110 through a second sludge discharge pipeline 500. The sludge screener 200 is used to screen the sludge discharged from the sedimentation tank 120 and return the screened sludge to the biochemical tank 110 through the second sludge discharge pipeline 500;

[0139] The target quantity is calculated according to a sewage treatment process design method described in any of the aforementioned embodiments.

[0140] When the performance improvement target of the sewage treatment main route 100 is the second target, the sludge is discharged through the overflow port of the sludge screener 200, and the underflow port is used for reflux, that is, the overflow port is connected to the external sludge storage device through the overflow pipeline 400, and the underflow port is connected to the biochemical pool 110 through the second sludge discharge pipeline 500. The sludge in the sedimentation tank 120 enters the sludge screener 200 through the first sludge discharge pipeline 300 and the inlet, and rotates at high speed in the sludge screener 200, and then under the action of centrifugal force, the sludge is discharged. Flocculent sludge with poor settling performance rises and moves toward the overflow port, eventually being discharged from the system through the overflow port and overflow pipeline 400. Sludge with better settling performance is heavier and moves toward the underflow port. Finally, it flows back to the biochemical tank 110 through the underflow port and the second sludge discharge pipeline 500 to continue participating in the reaction, thereby improving the sludge settling performance of the biochemical tank 110. When the sludge settling performance is good, the mud-water separation time is effectively shortened, and more sewage can be treated per unit time, thereby increasing the total amount of sewage treated. In this sewage treatment system, the sludge screener 200 is installed on the side stream of the main sewage treatment line 100. The sludge screener 200 occupies a small area, thus effectively utilizing the area of ​​the sewage treatment plant. At the same time, the target number is calculated based on the performance improvement target to be improved in the main sewage treatment line 100. After the sludge screener 200 is installed, the corresponding performance improvement target can be effectively achieved, that is, the total amount of sewage treated can be effectively increased, thereby effectively improving the treatment capacity, treatment efficiency and effluent quality of the sewage treatment plant.

[0141] Based on the same inventive concept, the present application also provides a control method for a sewage treatment system, such as Figure 4 As shown, in the sewage treatment system described in the above embodiment, the performance improvement target includes a first target, and the control method includes:

[0142] Monitor the real-time proportion of organic sludge in the biochemical pool 110; in response to the real-time proportion of organic sludge being less than a first threshold value, close the sludge return pipeline 150, and control all the target number of sludge filters 200 to be opened; in response to the real-time proportion of organic sludge being greater than or equal to the first threshold value and less than the first target value corresponding to the first target, close the sludge return pipeline 150, and control a preset number of sludge filters 200 to be opened; in response to the real-time proportion of organic sludge being greater than or equal to the first target value, control the sludge return pipeline 150 to be opened, and close all the target number of sludge filters 200.

[0143] When the performance improvement goal is the first goal, that is, to increase the proportion of organic matter in the sludge, the operation of the sludge screener 200 is regulated by monitoring the real-time organic sludge proportion in the biochemical tank 110. When the biochemical tank 110 includes an aerobic tank, the real-time organic sludge proportion in the aerobic tank can be detected to regulate the operation of the sludge screener 200. When the real-time organic sludge proportion in the biochemical tank 110 is less than the first threshold, it indicates that the organic matter proportion of the sludge in the sewage treatment system is significantly too low. Therefore, the sludge return line 150 is closed, and the target number of sludge screeners 200 are opened. The sludge from the sedimentation tank 120 enters the sludge screener 200 for screening. The inorganic sludge is discharged to the external sludge storage device through the underflow port of the sludge screener 200 and the second sludge discharge pipeline 500, while the organic sludge is returned to the biochemical tank 110 through the overflow port and overflow pipeline 400 to continue participating in the reaction, thereby increasing the organic matter proportion of the sludge in the system.

[0144] When the real-time organic sludge proportion in the biochemical pool 110 is greater than or equal to the first threshold value and less than the first target value, it means that although the organic matter proportion of the sludge in the sewage treatment system is low, it is not significantly lower than the first target value. Therefore, the sludge return pipeline 150 is closed and a preset number of sludge screeners 200 are controlled to be turned on. While increasing the organic matter proportion, it can save energy consumption and reduce system operating costs.

[0145] When the ratio of inorganic sludge to organic sludge in the biochemical pool 110 is greater than or equal to the first target value, it means that the organic matter ratio of the sludge in the sewage treatment system has reached the first target value, that is, the current organic matter ratio has met the requirements for efficient operation of the system. At this time, all target number of sludge screeners 200 are closed, and there is no need to screen the sludge in the system anymore. The sludge is only returned through the sludge return line 150. Specifically, the first threshold value can be determined according to the first target value, and can be 1 / 2 of the first target value, or 1 / 3, 2 / 3, 1 / 4, 3 / 4, etc. of the target value. It can also be set to other values ​​according to actual conditions, without specific restrictions. Specifically, the preset number can be calculated based on the target number, and can be half of the target number, or 1 / 4, 3 / 4 / , 2 / 5, 3 / 5, 4 / 5, etc. of the target number. It can also be determined according to the specific value of the target number and the specific conditions of the sewage treatment system, without specific restrictions.

[0146] Based on the same inventive concept, the present application also provides a control method for a sewage treatment system, such as Figure 5 As shown, in the sewage treatment system described in the above embodiment, the performance improvement target includes a second target, and the control method includes:

[0147] Determine a target sludge volume index according to a second target value corresponding to the second target; monitor the real-time sludge volume index in the biochemical tank 110; in response to the real-time sludge volume index being greater than a second threshold, close the sludge return pipeline 150, and control all the target number of sludge screeners 200 to operate at a first overflow ratio; in response to the real-time sludge volume index being less than or equal to the second threshold and greater than the target sludge volume index, close the sludge return pipeline 150, and control all the target number of sludge screeners 200 to operate at a second overflow ratio; in response to the actual sludge volume index being less than or equal to the target sludge volume index, control the sludge return pipeline 150 to be open, and close all the target number of sludge screeners 200; wherein, the first overflow ratio is greater than the second overflow ratio.

[0148] When the sludge settling performance of the biochemical tank 110 is improved, the sludge entering the sedimentation tank 120 is easier to settle and easier to return to the aerobic tank, effectively shortening the mud-water separation and return time, thereby speeding up the circulation of the entire treatment system, thereby increasing the flow rate of each batch of sewage treatment and increasing the treatment volume per unit time. The sludge volume index (SVI) is one of the important indicators for measuring the sludge settling performance in the sewage treatment process. It indicates the volume occupied by a unit weight of sludge after settling within a certain period of time, reflecting the sedimentation performance and concentration characteristics of the sludge. When the performance improvement target is the second target, that is, to increase the total amount of sewage treatment, the operation of the sludge filter 200 can be regulated by monitoring the real-time sludge volume index in the biochemical tank 110. Specifically, when the biochemical tank 110 includes an aerobic tank, the operation of the sludge filter 200 can be regulated by detecting the real-time sludge volume index in the aerobic tank.

[0149] The second target value represents the total sewage treatment capacity after the increase. Therefore, the sludge volume index required to achieve this total treatment capacity is calculated based on this value, i.e., the target sludge volume index. Specifically, the target sludge volume index can be determined based on the operating conditions of the main sewage treatment route 100 before the sludge screen 200 is installed. For example, using in-situ reconstruction as an example, if the second target value is 1.5 times the original design capacity, the target sludge volume index can be the sludge volume index of the main sewage treatment route 100 before the reconstruction / 1.5, i.e., 2 / 3 of the sludge volume index before the reconstruction.

[0150] When the real-time sludge volume index of the biochemical tank 110 is greater than the second threshold, it indicates that the volume occupied by a unit mass of sludge is large, reflecting poor sludge settling performance. There are many sludge flocs with poor settling performance in the sewage treatment system, and the sludge volume index needs to be quickly reduced. At this time, the sludge return line 150 is closed, and all the target number of sludge screeners 200 are controlled to operate at a higher first overflow ratio. More sludge with poor settling performance is discharged to the outside of the system through the overflow port through the sludge screeners 200. Sludge with good settling performance moves downward to the underflow port and returns to the biochemical tank 110 through the underflow port. Simultaneously, the high-speed rotation of the fluid inside the sludge screener 200 generates strong turbulence and shear force, which can increase the frequency of collisions between sludge particles, promote the re-agglomeration of flocs into denser particles, and further improve sludge settling. In addition, at the first overflow ratio, the overflow port has a higher flow rate, which can discharge more sludge with poor settling performance, thereby more quickly improving the sludge settling performance of the system.

[0151] When the real-time sludge volume index of the biochemical tank 110 is less than or equal to the second threshold value and greater than the target sludge volume index, it indicates that although the current sedimentation performance is poor, it is relatively close to the target sludge volume index. Therefore, the sludge return line 150 is closed, and all the target number of sludge screeners 200 are controlled to operate at a lower second overflow ratio. While improving the sludge sedimentation performance and the total amount of sewage treatment, it can save energy and reduce system operating costs. When the real-time sludge volume index of the biochemical tank 110 is less than the target sludge volume index, it indicates that the performance of the sludge in the sewage treatment system can handle the total amount of sewage treatment corresponding to the second target (i.e., the second target value). At this time, all the target number of sludge screeners 200 are closed, and there is no need to screen the sludge in the system. The sludge is only returned through the sludge return line 150.

[0152] Specifically, the second threshold value can be determined based on the target sludge volume index (SVI), and can be 1.5 times the SVI, i.e., 1.5SVI, or 1.2, 1.3, 1.4, 1.6, 1.7, 1.8, or 2 times the target sludge volume index, i.e., 1.2SVI, 1.3SVI, 1.4SVI, 1.6SVI, 1.7SVI, 1.8SVI, 2SVI, etc., or can be set to other values ​​based on actual conditions, without specific limitations. The first overflow ratio can be 20%, or 25%, 22%, 21%, 19%, 18%, 17%, 16%, 15%, etc., or can be set to other values ​​based on actual conditions, without specific limitations. The second overflow ratio can be 10%, or 15%, 12%, 11%, 9%, 8%, 7%, 6%, 5%, etc., or can be set to other values ​​based on actual conditions, without specific limitations.

[0153] Based on the same inventive concept, corresponding to any of the above-mentioned embodiments and methods, the present application also provides an electronic device, including a memory, a processor, and a computer program stored in the memory and runnable on the processor, wherein when the processor executes the program, a sewage treatment process design method described in any of the above embodiments is implemented.

[0154] Figure 6 10 is a schematic diagram showing a more specific hardware structure of an electronic device provided in this embodiment. The device may include: a processor 1010, a memory 1020, an input / output interface 1030, a communication interface 1040, and a bus 1050. The processor 1010, the memory 1020, the input / output interface 1030, and the communication interface 1040 are communicatively connected to each other within the device via the bus 1050.

[0155] The processor 1010 can be implemented using a general-purpose CPU (Central Processing Unit), a microprocessor, an application-specific integrated circuit (ASIC), or one or more integrated circuits, and is used to execute relevant programs to implement the technical solutions provided in the embodiments of this specification.

[0156] The memory 1020 can be implemented in the form of ROM (Read Only Memory), RAM (Random Access Memory), static storage devices, dynamic storage devices, etc. The memory 1020 can store an operating system and other application programs. When the technical solutions provided in the embodiments of this specification are implemented through software or firmware, the relevant program code is stored in the memory 1020 and is called and executed by the processor 1010.

[0157] The input / output interface 1030 is used to connect input / output modules to implement information input and output. The input / output modules can be configured as components within the device (not shown in the figure) or can be externally connected to the device to provide corresponding functions. Input devices may include a keyboard, mouse, touch screen, microphone, various sensors, etc., and output devices may include a display, speaker, vibrator, indicator light, etc.

[0158] The communication interface 1040 is used to connect to a communication module (not shown) to enable communication between the device and other devices. The communication module can communicate via a wired method (such as USB, network cable, etc.) or a wireless method (such as mobile network, WiFi, Bluetooth, etc.).

[0159] The bus 1050 comprises a path for transmitting information between the various components of the device (eg, the processor 1010 , the memory 1020 , the input / output interface 1030 , and the communication interface 1040 ).

[0160] It should be noted that although the above device only shows the processor 1010, the memory 1020, the input / output interface 1030, the communication interface 1040, and the bus 1050, in a specific implementation, the device may also include other components necessary for normal operation. In addition, it will be understood by those skilled in the art that the above device may only include the components necessary to implement the embodiments of this specification, and does not necessarily include all the components shown in the figure.

[0161] The electronic device of the above embodiment is used to implement a corresponding sewage treatment process design method in any of the above embodiments, and has the beneficial effects of the corresponding method embodiment, which will not be repeated here.

[0162] Based on the same inventive concept, corresponding to any of the above-mentioned embodiment methods, the present application also provides a non-transitory computer-readable storage medium, which stores computer instructions, and the computer instructions are used to enable the computer to execute a sewage treatment process design method as described in any of the above embodiments.

[0163] The computer-readable media of this embodiment include permanent and non-permanent, removable and non-removable media that can be used to store information by any method or technology. The information can be computer-readable instructions, data structures, program modules or other data. Examples of computer storage media include, but are not limited to, phase change memory (PRAM), static random access memory (SRAM), dynamic random access memory (DRAM), other types of random access memory (RAM), read-only memory (ROM), electrically erasable programmable read-only memory (EEPROM), flash memory or other memory technology, read-only compact disc read-only memory (CD-ROM), digital versatile disc (DVD) or other optical storage, magnetic cassettes, tape disk storage or other magnetic storage devices or any other non-transmission media that can be used to store information that can be accessed by a computing device.

[0164] The computer instructions stored in the storage medium of the above embodiment are used to enable the computer to execute a sewage treatment process design method as described in any of the above embodiments, and have the beneficial effects of the corresponding method embodiments, which will not be repeated here.

[0165] It should be understood by those skilled in the art that the discussion of any of the above embodiments is merely exemplary and is not intended to imply that the scope of the present application (including the claims) is limited to these examples; within the context of the present application, the technical features in the above embodiments or different embodiments may also be combined, the steps may be implemented in any order, and there are many other variations of the different aspects of the embodiments of the present application as described above, which are not provided in detail for the sake of clarity. In addition, while details are set forth to describe exemplary embodiments of the present application, it will be apparent to those skilled in the art that the embodiments of the present application may be implemented without these details or with variations in these details. Therefore, these descriptions should be considered illustrative rather than restrictive.

[0166] For simplicity of description and discussion, and in order not to make the embodiment of the application difficult to understand, the known power supply / ground connection with other components may or may not be shown in the accompanying drawings provided. In addition, the device can be shown in the form of a block diagram to avoid making the embodiment of the application difficult to understand, and this also takes into account the following fact, that is, the details of the implementation method of these block diagram devices are highly dependent on the platform to be implemented in the embodiment of the application (that is, these details should be fully within the scope of understanding of those skilled in the art). When specific details are set forth to describe the exemplary embodiments of the application, it is obvious to those skilled in the art that the embodiment of the application can be implemented in the absence of these specific details or when these specific details are changed. Therefore, these descriptions should be considered to be illustrative rather than restrictive. Although the application has been described in conjunction with the specific embodiments of the application, many replacements, modifications and variations of these embodiments will be obvious to those of ordinary skill in the art according to the above description. For example, other memory architectures (for example, dynamic RAM (DRAM)) can use the embodiments discussed.

[0167] The embodiments of the present application are intended to cover all such substitutions, modifications, and variations that fall within the broad scope of the appended claims. Therefore, any omissions, modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the embodiments of the present application should be included in the scope of protection of this application.

Claims

1. A sewage treatment process design method, characterized in that: Used to calculate the number of sludge screens used in wastewater treatment processes, including: Obtain the current organic matter content and current treated water volume of the sludge in the main sewage treatment route; Determining a performance improvement target based on the current organic matter ratio and the current treated water volume; The usage quantity of the sludge screener is calculated based on the calculation steps corresponding to the performance improvement target.

2. A sewage treatment process design method according to claim 1, characterized in that: The performance improvement target includes a first target, and the calculation steps corresponding to the first target include: Based on the first objective, determining the type of the sludge screener, and obtaining first specification parameters and an initial underflow ratio of the corresponding selected sludge screener; Obtaining the sewage treatment scale of the main sewage treatment route and a first target value corresponding to the first target, and determining a target operation cycle required to increase the scale to the first target value; Calculating a first target coefficient based on the initial underflow ratio, the target operation cycle, and the first target value; The number of sludge screeners to be used is determined according to the sewage treatment scale, the first target coefficient and the first specification parameter.

3. A sewage treatment process design method according to claim 2, characterized in that: The first target coefficient is calculated by the following formula: w2=X0·(1-n)·l·a·Q w′2=X0·n·l·a·Q Wherein, G1 is the first target value, T is the target operation cycle, a is the first target coefficient, w0 is the current organic sludge mass of the sewage treatment main route, w1 is the organic sludge mass increased daily in the sewage treatment main route, w2 is the organic sludge mass discharged daily in the sewage treatment main route, w′0 is the current inorganic sludge mass of the sewage treatment main route, w′1 is the inorganic sludge mass increased daily in the sewage treatment main route, w′2 is the inorganic sludge mass discharged daily in the sewage treatment main route; X0 is the return sludge concentration outside the sewage treatment main route, n is the inorganic sludge proportion constant in the sludge screen sludge, l is the initial underflow ratio, and Q is the sewage treatment scale; And / or, the daily increase in the mass of organic sludge in the main sewage treatment route is calculated by the following formula: w1=YQ0(S o -S e )-k d VfX The daily increase in the mass of inorganic sludge in the main sewage treatment route is calculated by the following formula: w′1=Q0(T ss -T s )×50% Among them, Y is the sludge yield coefficient, Q0 is the design scale of the main sewage treatment line, S o BOD5, S e BOD5,k is the effluent from the main sewage treatment line d is the endogenous metabolic coefficient, V is the biochemical pool capacity of the main sewage treatment route, f is the current organic sludge ratio of the main sewage treatment route, X is the current sludge concentration of the main sewage treatment route, T ss is the ss concentration of the influent of the main sewage treatment route, T s It is the ss concentration of the effluent from the main sewage treatment route.

4. A sewage treatment process design method according to claim 1, characterized in that: The determining the number of sludge screeners to be used according to the sewage treatment scale, the first target coefficient, and the first specification parameter includes: Calculating an initial number of the sludge screeners according to the sewage treatment scale, the first target coefficient, and the first specification parameter; In response to the calculated initial number being an integer, determining the initial number as the final usage number of the sludge screener; In response to the calculated initial number being a non-integer, determining a minimum integer greater than the initial number as a final usage number of the sludge screener; The initial number of sludge screeners is calculated using the following formula: S1 is the initial quantity, a is the first target coefficient, Q is the sewage treatment scale, and M1 is the first specification parameter.

5. A sewage treatment process design method according to claim 1, characterized in that: The performance improvement target includes a second target, and the calculation steps corresponding to the second target include: Based on the second objective, determining the type of the sludge screener, and obtaining second specification parameters and an initial overflow ratio of the corresponding selected sludge screener; Obtaining a second target value corresponding to the second target and a sludge discharge constant of the main sewage treatment route; determining a second target coefficient based on the mud discharge constant and the initial overflow ratio; The number of sludge screeners to be used is determined according to the second target coefficient, the second target value, and the second specification parameter.

6. A sewage treatment process design method according to claim 2 or 5, characterized in that: The sludge screener may be selected from one or more types for the same performance improvement goal.

7. A sewage treatment system, characterized in that: It includes a main sewage treatment route and a target number of sludge screeners; each of the sludge screeners includes an inlet arranged on the side wall, an underflow port arranged at the bottom, and an overflow port arranged at the top; The main sewage treatment route includes a biochemical pool and a sedimentation pool, one side of the biochemical pool is connected to a water inlet pipeline, and the other side is connected to the sedimentation pool; The upper part of the sedimentation tank is connected to a drainage pipeline for discharging the treated sewage to the next stage, and the bottom is connected to the biochemical tank through a sludge return pipeline; The target number of sludge screeners are arranged in parallel, and the inlet of each sludge screener is connected to the bottom of the sedimentation tank through a first sludge discharge pipeline, the overflow port is connected to the biochemical tank through an overflow pipeline, and the underflow port is connected to an external sludge storage device through a second sludge discharge pipeline. The sludge screener is used to screen the sludge discharged from the sedimentation tank and return the screened sludge to the biochemical tank through the overflow pipeline; Wherein, the target quantity is calculated according to a sewage treatment process design method according to any one of claims 1 to 6.

8. A sewage treatment system, characterized in that: It includes a main sewage treatment route and a target number of sludge screeners; each of the sludge screeners includes an inlet arranged on the side wall, an underflow port arranged at the bottom, and an overflow port arranged at the top; The main sewage treatment route includes a biochemical pool and a sedimentation pool, one side of the biochemical pool is connected to a water inlet pipeline, and the other side is connected to the sedimentation pool; The upper part of the sedimentation tank is connected to a drainage pipeline for discharging the treated sewage to the next stage, and the bottom is connected to the biochemical tank through a sludge return pipeline; The target number of sludge screeners are arranged in parallel, and the inlet of each sludge screener is connected to the bottom of the sedimentation tank through a first sludge discharge pipeline, the overflow port is connected to an external sludge storage device through an overflow pipeline, and the underflow port is connected to the biochemical tank through a second sludge discharge pipeline. The sludge screener is used to screen the sludge discharged from the sedimentation tank and return the screened sludge to the biochemical tank through the second sludge discharge pipeline; Wherein, the target quantity is calculated according to a sewage treatment process design method according to any one of claims 1 to 6.

9. A method for controlling a sewage treatment system, characterized in that: Applied to the sewage treatment system of claim 7, the performance improvement target includes a first target, and the control method includes: Monitoring the real-time organic sludge ratio in the biochemical pool; In response to the real-time organic sludge ratio being less than a first threshold, closing the sludge return pipeline and controlling all the target number of sludge screeners to be opened; In response to the real-time organic sludge proportion being greater than or equal to the first threshold value and less than a first target value corresponding to the first target, closing the sludge return pipeline and controlling a preset number of the sludge screeners to be opened; In response to the real-time organic sludge proportion being greater than or equal to the first target value, the sludge return pipeline is controlled to be opened, and all the target number of sludge screeners are closed.

10. A method for controlling a sewage treatment system, characterized in that: Applied to the sewage treatment system of claim 8, the performance improvement target includes a second target, and the control method includes: determining a target sludge volume index according to a second target value corresponding to the second target; Monitoring the real-time sludge volume index in the biochemical pool; In response to the real-time sludge volume index being greater than a second threshold, closing the sludge return line and controlling all the target number of sludge screeners to operate at a first overflow ratio; In response to the real-time sludge volume index being less than or equal to the second threshold and greater than the target sludge volume index, closing the sludge return line and controlling all the target number of sludge screeners to operate at a second overflow ratio; In response to the actual sludge volume index being less than or equal to the target sludge volume index, controlling the sludge return line to be opened and closing all the target number of sludge screeners; Wherein, the first overflow ratio is greater than the second overflow ratio.

Images