Water source well group joint scheduling control method

Abstract

The invention relates to the technical field of hydraulic engineering and automatic control, in particular to a water source well group joint scheduling control method. The method comprises the following steps: acquiring state information of a water source well, performing availability judgment and stability screening, executing state jitter suppression processing, and generating a dynamic available well queue; based on historical operation data of the water source wells in the dynamic available well queue, an effective operation period is identified, and a single well calibration flow value is calculated; obtaining a target total flow and a current actual total incoming water amount, calculating a difference value, judging whether the difference value exceeds the insensitive area, and determining a scheduling flow gap; and a multi-dimensional evaluation index system is constructed according to the scheduling flow gap, the water source well is evaluated, the hydraulic coupling relation is considered, and a well starting and stopping list is generated and optimized. Through the water conservancy project and the automatic control technology, the automation level of water supply, the operation stability and the energy utilization efficiency are greatly improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of hydraulic engineering and automatic control technology, and particularly relates to a water source well group joint scheduling control method. BACKGROUND

[0002] Traditional water source well group scheduling still mainly relies on the experience of operators to make decisions, lacking a systematic intelligent joint scheduling mechanism. Operators need to manually select which water source wells to start and stop according to experience, and it is difficult to find the optimal scheduling scheme under multi-objective constraints (such as balanced use, lowest energy consumption, stable water supply, etc.). At the same time, each well operates independently and does not form a coordinated linkage with the water supply pump station, resulting in low control accuracy of the front pool water level, frequent need for manual intervention, low water supply efficiency, and lack of scientificity. The existing scheduling method ignores the complex hydraulic coupling relationship between the water source wells and does not consider the integrity of the groundwater system. When a well is started or stopped, it will affect the water level and water yield of the surrounding wells, especially in areas with similar geological conditions and close well spacing, the hydraulic interaction is more significant. The traditional technology cannot quantitatively evaluate this influence, which may cause a chain reaction in the scheduling process, causing local water level fluctuations and affecting the stability of the overall system and the service life of the well pump equipment. The existing technology lacks an effective processing mechanism for water source well state fluctuations. Due to communication interference, equipment fluctuations, and other reasons, the state of the water source well may change frequently (state jitter), and if the scheduling system directly responds to these changes, it will cause the well pump to start and stop frequently, not only increasing equipment wear and tear, but also causing hydraulic impact. At the same time, in the event of equipment failure or abnormal conditions, there is a lack of real-time verification and emergency response mechanism, which cannot adjust the scheduling strategy in time, resulting in large fluctuations in the front pool water level and even affecting the overall water supply safety.

[0003] In summary, the existing technology has problems such as lack of intelligent scheduling decision, lack of consideration of well group hydraulic coupling influence, lack of state jitter suppression and abnormal response mechanism, and the like, which need to be solved. SUMMARY

[0004] Therefore, it is necessary to provide a water source well group joint scheduling control method to solve at least one of the above technical problems.

[0005] To achieve the above-mentioned purpose, a water source well group joint scheduling control method comprises the following steps: Step S1: Obtain the state information of the water source well, perform availability determination and stability screening, execute state jitter suppression processing, and generate a dynamic available well queue; Step S2: Based on the historical operation data of the water source well in the dynamic available well queue, identify the effective operation period, and calculate the single-well calibrated flow value; Step S3: Obtain the target total flow and the current actual total inflow, calculate the difference and determine whether it exceeds the insensitive zone, and determine the scheduling flow gap; Step S4: According to the scheduling flow gap, a multi-dimensional evaluation index system is constructed, the water source well is evaluated, the hydraulic coupling relationship is considered, and the start-stop well list is generated and optimized; Step S5: The preferred start-stop well list is converted into control instructions by using a preset intelligent scheduling algorithm module, the state verification before control instruction execution is performed, and the start-stop operation is performed at intervals; Step S6: The deviation of the front pool liquid level from the target value is monitored by the water supply pump station PLC, the pump group frequency is adjusted through PID control, and the liquid level is maintained within the target range.

[0006] The present application realizes scientific, safe and multi-objective balanced optimization scheduling of well groups by constructing a multi-dimensional evaluation system integrated with hydraulic coupling analysis. To ensure the reliability and accuracy of the decision, the method designs a state jitter suppression mechanism to filter transient interference, and uses dynamic flow calibration to obtain accurate single well actual water capacity, providing a high-quality data basis for intelligent scheduling. By introducing the "non-sensitive area" and "state verification before execution" mechanism, the stability and safety are significantly improved, and the risk of excessive regulation and issuing instructions to faulty equipment is effectively avoided. Combined with the PID closed-loop control of the pump station side, the front pool liquid level is automatically and accurately constant. In summary, the present application changes the water source well group scheduling from the traditional experience-dependent type to the data-driven intelligent decision type, greatly improving the automation level, operation stability and energy utilization efficiency of water supply. BRIEF DESCRIPTION OF DRAWINGS

[0007] Fig. 1 It is a step flowchart of a water source well group joint scheduling control method. Fig. 2 It is a flowchart of the matching algorithm of the water source well group and the water supply pump station in the present application. Fig. 3 It is a physical diagram of the water collecting well and the water pump device of the water distribution station in the present application.

[0008] The purpose realization, functional characteristics and advantages of the present application will be further described with reference to the embodiments and the accompanying drawings. DETAILED DESCRIPTION

[0009] The technical method of the present application will be described clearly and completely below in combination with the drawings. Obviously, the described embodiments are part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor belong to the scope of protection of the present application.

[0010] In addition, the accompanying drawings are included to provide a further understanding of the present application, and are incorporated in and constitute a part of this specification. The drawings illustrate embodiments of the present application and, together with the description, serve to explain the principles of the present application. In the drawings:

[0011] It should be understood that, although the terms "first", "second" and the like can be used herein to describe various elements, these elements should not be limited by these terms. These terms are only used to distinguish one element from another. For example, a first element could be termed a second element, and, similarly, a second element could be termed a first element without departing from the scope of the example embodiments. The term "and / or" as used herein includes any and all combinations of one or more of the associated listed items.

[0012] To achieve the above object, there is provided Figs. 1 to 3 The present application provides a water source well group joint scheduling control method, comprising the following steps: Step S1: Obtain the state information of the water source well, perform availability determination and stability screening, execute state jitter suppression processing, and generate a dynamic available well queue. In the embodiment of the present application, the intelligent scheduling algorithm module first determines the scheduling permission, communication link, equipment health and water source safety of each well in four dimensions to obtain the basic available state. Then, under the premise of availability, the running stability is determined by analyzing the standard deviation of the flow data and the freezing phenomenon of the dynamic water level data. Based on the dual determination results, the availability level of the well is given, and the high-quality available well is screened out. Finally, through a state jitter suppression algorithm based on a 300-second time window and a 3-time change threshold, the well that is frequently started and stopped is temporarily isolated and observed to ensure that the finally generated dynamic available well queue has high stability and reliability.

[0013] Step S2: Based on the historical operation data of the water source well in the dynamic available well queue, identify the effective operation period, and calculate the single-well calibrated flow value. In the embodiment of the present application, the history records of each well in the dynamic available well queue in the past 72 hours are queried, and the segments with continuous fault-free operation time exceeding 1800 seconds are screened as effective operation periods. The stable operation stage (excluding data of 120 seconds of starting and 60 seconds of stopping) in each effective operation period is intercepted, and the flow data of the stage is arithmetically averaged. If a well has no recent effective operation data, the preset design reference flow of the well is called as a temporary calibration value. The calculation result is updated in real time to a key-value pair data structure with well number as the key, for subsequent scheduling.

[0014] Step S3: obtaining the target total flow and the current actual total inflow, calculating the difference and judging whether it exceeds the insensitive region, determining the scheduling flow gap; In the embodiment of the present application, the target total flow is obtained from SCADA, and the current actual total inflow is calculated by accumulating the single-well calibration flow values of all currently running wells. Then, the difference between the two is calculated to obtain the basic flow gap. In order to avoid invalid scheduling, a dynamic insensitive region based on 5% of the target total flow is set. Only when the absolute value of the basic flow gap exceeds the range of the insensitive region, the gap is confirmed as an effective scheduling flow gap; otherwise, the scheduling flow gap is set to zero, and the scheduling action is not triggered.

[0015] Step S4: constructing a multi-dimensional evaluation index system according to the scheduling flow gap, evaluating the water source well, considering the hydraulic coupling relationship, generating and optimizing the start-stop well list; In the embodiment of the present application, the opening or closing operation is determined according to the positive or negative of the scheduling flow gap. Subsequently, a three-dimensional evaluation index system including time, hydraulic, and equipment dimensions is used to evaluate the candidate well, and the weights of each dimension are dynamically adjusted according to the size of the flow gap. The larger the gap is, the higher the weight of the hydraulic dimension representing the hydraulic coupling relationship is. Based on a pre-set inter-well hydraulic correlation matrix, the influence between wells is quantified, the comprehensive score of each well is calculated, and a preliminary list is generated. Finally, the hydraulic fluctuation risk of the list is evaluated, and if the predicted water level fluctuation exceeds the limit, the peak-shaving adjustment is performed on the operation of the adjacent well to ensure the safety of the scheduling scheme.

[0016] Step S5: converting the preferred start-stop well list into control instructions, verifying the state before executing the control instructions, and performing the start-stop operation at intervals; In the embodiment of the present application, the intelligent scheduling algorithm module translates the preferred start-stop well list into a standardized control instruction in the format of [AA SS J1…Jn] and sends it to the master control PLC. Before executing the operation on any well in the list, the master control PLC initiates an instant state query to the substation PLC of the well to re-verify its four-dimension available state. Only when the query result confirms that the well is still fully available at the moment of execution, the final start-stop instruction is issued. If the state verification fails, the operation on the well is aborted and skipped. All operations are executed in turn at a preset time interval of 30 seconds to achieve flexible control of the pipe network.

[0017] Step S6: Monitor the deviation of the front tank liquid level from the target value, adjust the pump group frequency through PID control to maintain the liquid level within the target range. In the embodiment of the present application, to maintain the constant liquid level in the front tank of the pump station, the PLC of the water supply pump station, in parallel with the intelligent scheduling algorithm module, monitors the real-time liquid level at a high frequency of 200 milliseconds through an ultrasonic sensor and compares it with the preset target constant liquid level (e.g. 3.50 meters) to calculate the liquid level deviation. A built-in PID controller with parameters adjusted calculates according to the liquid level deviation and its trend, and its output result is converted into an adaptive frequency instruction for the frequency converter of the main water supply pump group in real time. Through this closed-loop adjustment, the water output of the pump group accurately matches the total inflow of the water source well, so that the front tank liquid level is always maintained within a small fluctuation range of 0.05 meters above and below the target value.

[0018] Preferably, step S1 comprises the following steps: Step S11: Determine the scheduling permission state, communication link state, equipment health state, and water source safety state of each water source well to obtain a basic available state; Step S12: On the premise that the basic available state is available, determine the running stability of the data source of the water source well; Step S13: Based on the basic available state and the running stability determination result, determine an availability level for each water source well, and determine the water source well with an availability level above a preset level as a preliminary available well; Step S14: Perform state jitter suppression processing on the preliminary available well to generate a dynamic available well queue with an availability level identifier.

[0019] To generate the dynamic available well queue, each well first undergoes two-stage evaluation. In the first stage, the basic available state is determined, which requires meeting the conditions of scheduling permission, normal communication, equipment health, and water source safety in four dimensions. In the second stage, under the premise of basic availability, the data source stability is determined by analyzing the volatility of recent flow telemetry data and the freezing phenomenon of dynamic water level data.

[0020] Based on the above dual-determination results, a usability level is assigned to each well, and only the well with the highest level satisfying both basic usability and data stability is included in the preliminary usable well set.

[0021] Finally, to prevent scheduling errors caused by transient interference, a state jitter suppression process is performed on the preliminary usable well. If the state of a well changes too frequently within a preset time window, it is temporarily isolated and removed from the usable queue. Only when the well remains usable in the subsequent continuous stable period, its isolated state is lifted. The wells filtered through this complete process finally form the high-reliability dynamic usable well queue for subsequent decision-making.

[0022] Preferably, the state jitter suppression process in step S14 includes: monitoring the change frequency of the basic usability state of the preliminary usable well; when the change frequency exceeds a jitter threshold within a preset time window, marking the water source well as an isolated observation state and preventing it from joining the dynamic usable well queue; when the water source well in the isolated observation state remains usable in the continuous stable period, lifting its isolated state and allowing it to join the dynamic usable well queue in subsequent evaluation.

[0023] To monitor the change frequency of the basic usability state of the preliminary usable well, a state change monitor is instantiated for each well. The monitor obtains the current basic usability state value of the well every second and compares it with the previous period state value. If they are different, it is considered that a state jump has occurred, and the counter is incremented by 1. A sliding time window mechanism is used, with a length of 300 seconds, and the value is the total number of jumps in the past 300 seconds.

[0024] When the state change frequency of any water source well exceeds the jitter threshold , the well is marked as an isolated observation state. The specific determination logic is: every second, check . If (e.g., 3 times), i.e., the number of changes in the basic usability state exceeds 3 times in the past 300 seconds, immediately update the well state identifier to "ISOLATED" and prevent it from participating in subsequent scheduling decisions.

[0025] When the water source well in the isolated observation state remains usable in the continuous stable period T_s, its isolated state is lifted. For For the well labeled "ISOLATED", start a 600-second stable period timer T_s. If the well's basic availability state value remains at 1 (available) without any transition to 0 within these 600 seconds, then after the timer expires, [the value will be set to 0]. Reset to "NORMAL" and clear. The well has been de-isolated and can be reassessed in the next scheduling cycle. If If the base available state becomes 0 even once during the timing period, the timer T_s is immediately reset and the timing restarts.

[0026] Preferably, step S2 includes the following steps: Step S21: Query the historical database to obtain the running records of each well in the dynamic available well queue within a preset time window, and filter out the running segments with a continuous fault-free running time exceeding a preset lower limit as valid running cycles; Step S22: Extract the flow telemetry data within the valid operating cycle, and discard specific time data at the beginning and end of the operating cycle; Step S23: Calculate the single-well calibration flow rate value by arithmetically averaging the flow rate data points during the remaining stable operation period; Step S24: Update the calculated single-well calibration flow rate value to the key-value pair data structure with the well number as the key.

[0027] For each water source well in the dynamic available well queue, the algorithm module queries the historical database for operation records over the past 72 hours, including start / stop, fault, and recovery event timestamps. The algorithm module iterates through these records, identifying consecutive operation periods between adjacent faults or start / stop and fault events. The duration of these periods is calculated, and a preset lower limit for fault-free operation duration is set at 1800 seconds. Time periods longer than 1800 seconds are considered valid operation cycles, and their start and end timestamps are recorded.

[0028] For each valid operating cycle, the algorithm module extracts all flow telemetry data points from the historical database for that cycle. To eliminate the influence of hydraulic transients, the algorithm module discards data from the first 120 seconds of the cycle and the last 60 seconds. The set of remaining data points represents the flow performance of the well under stable operating conditions.

[0029] The algorithm module performs an arithmetic mean on the truncated set of stable operating flow data points to calculate the average flow rate within that period. If a well has multiple valid operating periods, the algorithm module again performs an arithmetic mean on the average flow rate of each period to finally obtain a comprehensive single-well calibration flow rate value. .

[0030] The algorithm module will Instantly update to a global, key-value pair data structure (e.g. hash table) keyed by well number. The key is the unique well number (e.g. "J001"), and the value is its corresponding latest Subsequent dispatch calculation directly reads well flow values from this data structure, ensuring the use of the latest, actual operation data based calibrated flow.

[0031] Preferably, step S2 further comprises: Step S25: judge whether the water well in the dynamic available well queue has recent valid operation data; Step S26: if the judgment result is no, read the preset design reference flow as the temporary single well calibrated flow value of the well.

[0032] In the embodiment of the present application, before performing the single well calibrated flow value calculation, first, the existence of recent valid operation data of each water well in the dynamic available well queue is judged. The judgment is achieved by querying the historical database whether there is a running segment that satisfies the continuous fault-free running time length of more than 1800 seconds within the past 72 hours time window. If the query returns a result set containing at least one such running segment, it is determined that the well has recent valid operation data, and the judgment result is "yes". Otherwise, if the query result set is empty, it is determined that the well does not have recent valid operation data, and the judgment result is "no".

[0033] When the judgment result of step S25 for a certain water well is "no", it indicates that the well is a newly put into operation well or a well that is first used after long-term stop, and the standby flow assignment mechanism will be enabled. A pre-configured static parameter table storing the design parameters of all water wells will be accessed. According to the unique number of the well, its corresponding design reference flow value , for example 100 m³ / h, is accurately found from the parameter table. Subsequently, this design reference flow value is taken as the temporary single well calibrated flow value of the well, and is updated to the key-value pair data structure keyed by well number, until the well subsequently generates sufficient valid operation data to calculate the actual calibrated flow value.

[0034] Preferably, step S3 comprises the following steps: Step S31: read the target total flow from the pump station PLC or dispatch center SCADA; Step S32: traverse the water wells currently in operation state, extract well flows from the single well calibrated flow value and sum them up to obtain the current actual total inflow; Step S33: calculate the difference between the target total flow and the current actual total inflow to obtain the basic flow gap; Step S34: set the insensitive zone range as the positive and negative percentage of the target total flow; Step S35: judging whether the absolute value of the basic flow gap exceeds the range of the insensitive area, if yes, taking the basic flow gap as the scheduling flow gap, if no, setting the scheduling flow gap as zero.

[0035] In the embodiment of the application, through the OPC UA communication protocol, a specific data address of a water supply pump station main PLC is accessed or a database interface of a dispatching center SCADA is accessed to read the value of a register or data point named "Total Flow Setpoint". The value is the total water supply flow set by the dispatching and required by the water supply pump station, and the unit is cubic meters per hour (m³ / h). For example, the target total flow read is 1000 m³ / h.

[0036] A list of real-time running states of all water source wells is obtained. Then, all water source wells in the "running" state in the list are traversed. For each well in operation, the well number thereof is used as a key to query a single-well calibrated flow value key-value pair data structure maintained in the memory to extract the corresponding calibrated flow value. The calibrated flow values of all the queried running wells are summed up to obtain the theoretical total water quantity delivered by the current water source well group to the front pool of the pump station, i.e., the current actual total inflow For example, if three wells J001, J003 and J005 are in operation, and the calibrated flow values thereof are 100 m³ / h, 120 m³ / h and 110 m³ / h respectively, then the current actual total inflow is 330 m³ / h.

[0037] A subtraction operation is performed to calculate the difference between the target total flow and the current actual total inflow , and the basic flow gap is obtained. If the target total flow is 1000 m³ / h, and the current actual total inflow is 850 m³ / h, then the basic flow gap is +150 m³ / h, indicating that the inflow needs to be increased. If the target total flow is 1100 m³ / h, then the basic flow gap is -100 m³ / h, indicating that the inflow needs to be reduced.

[0038] To avoid unnecessary dispatching actions caused by slight flow fluctuations, an insensitive area is set. The range of the area is dynamically calculated according to the target total flow . The percentage parameter p of the insensitive area is set to 5%. The absolute value range of the insensitive area is composed of the lower limit and the upper limit . If the target total flow is 1000 m³ / h, then the range of the insensitive area is [-50 m³ / h, +50 m³ / h].

[0039] The basic flow gap​ absolute value Upper boundary value of the insensitive zone Compare. If If the basic traffic shortfall exceeds the insensitive zone, then scheduling is deemed necessary. In this case, the traffic shortfall will be scheduled. Assigning a value to the basic flow gap The value of. Conversely, if If the basic flow gap falls within the insensitive zone, it is determined that the current total water inflow meets the requirements and no scheduling is needed. In this case, the flow gap will be scheduled. The value is assigned to 0.

[0040] Preferably, step S4 includes the following steps: Step S41: Based on the positive or negative nature of the scheduling flow gap, determine whether the scheduling operation type is to open or close the well; Step S42: Construct a multi-dimensional evaluation index system for water source wells, including time-dimensional indicators, hydraulic-dimensional indicators, and equipment-dimensional indicators; Step S43: Set the time dimension index to the cumulative stop time or cumulative running time, set the hydraulic dimension index to the real-time dynamic water level in the well and the hydraulic interference degree between wells, and set the equipment dimension index to the start-stop frequency safety parameter. Step S44: Assign different weights to different dimension indicators according to the size of the scheduling flow gap; the larger the gap, the higher the weight of the hydraulic dimension. Step S45: Based on the index weights and evaluation results of each dimension, select candidate wells and generate a preliminary list of preferred wells to start and stop. Step S46: Conduct a hydraulic fluctuation risk assessment and adjustment on the preliminary list of preferred start-up and shutdown wells to generate the final list of preferred start-up and shutdown wells.

[0041] In this embodiment of the invention, the scheduling flow gap is checked. The value of . If This indicates a need to increase water supply, and the type of this scheduling operation is determined as "well opening". At this point, the evaluation set consists of all water source wells in the dynamic available well queue that are in a "stopped" state. If... This indicates a need to reduce water inflow, the scheduling operation type is determined to be "well shut-off," and the evaluation set includes all water source wells in the "operating" state. If If not, the subsequent steps will not be executed.

[0042] To achieve a comprehensive evaluation of water source wells, an evaluation index system with three dimensions is constructed. These three dimensions are: time dimension, used to assess the rotation balance of wells; hydraulic dimension, used to assess the water source conditions of wells and their impact on the stability of the well group; and equipment dimension, used to assess the impact of operation on the lifespan of well pump equipment.

[0043] Each dimension indicator is defined specifically. For the opening operation, the time dimension indicator is "cumulative stop duration", which reads the cumulative seconds from the last shutdown to the present from the PLC for each stopped well. For the closing operation, the time dimension indicator is "cumulative running duration", which reads the cumulative seconds from the last start to the present for each running well. The hydraulic dimension indicator consists of two sub-indicators: "real-time dynamic water level in the well" is read from the PLC, and "inter-well hydraulic disturbance degree" is obtained by querying a pre-set inter-well hydraulic correlation matrix, which quantifies the influence coefficient of the start and stop of each well on other wells. The equipment dimension indicator is "start-stop frequency safety parameter", which is obtained by calculating the number of starts and stops of each well in the past 24 hours.

[0044] According to the absolute value of the scheduling flow gap , the weights of the three dimension indicators are dynamically adjusted. The sum of the weights is 1. Two flow gap thresholds are set, for example, 200 m³ / h and 500 m³ / h. When 200 m³ / h, the weight distribution is: time dimension 0.5, hydraulic dimension 0.3, and equipment dimension 0.2. When 200 m³ / h 500 m³ / h, the weights become: time dimension 0.3, hydraulic dimension 0.5, and equipment dimension 0.2. When 500 m³ / h, the weights are adjusted to: time dimension 0.2, hydraulic dimension 0.7, and equipment dimension 0.1. This weight adjustment mechanism reflects the strategy of prioritizing hydraulic stability when the flow demand is urgent.

[0045] A hard constraint check of the equipment dimension indicator is performed on each well in the evaluation object set, and wells with more than 10 starts and stops in 24 hours are directly excluded. Then, the dimension indicator values of the remaining wells are normalized to unify the value range to the [0, 1] interval. Subsequently, the normalized indicator values are multiplied by the dynamic weights determined in step S44 and summed to obtain the comprehensive evaluation score of each well. The wells are sorted from high to low according to the scores. Finally, according to the sorting results, the candidate wells are selected one by one from front to back, and the cumulative flow value of the designated flow value is accumulated until the cumulative flow is first greater than or equal to , at which point the selected well set constitutes the preliminary preferred start-stop well list.

[0046] A final check of the hydraulic fluctuation risk of the preliminary preferred start-stop well list is performed. Through the inter-well hydraulic correlation matrix, the maximum local water level drawdown or recovery amplitude caused by the simultaneous start-stop of all wells in the list is calculated. If the amplitude exceeds the preset safety threshold (for example, 0.5 meters), the list will be adjusted. The adjustment strategy is: the operation of the two wells with the closest geographical position and the strongest hydraulic correlation in the list is split, the well with a higher comprehensive evaluation score is retained in the current list, and the well with a lower score is moved to the candidate list of the next scheduling period. Repeat the check and adjustment process until the predicted hydraulic fluctuation intensity is within the safety threshold. The list after adjustment is the final preferred start-stop well list.

[0047] Preferably, step S44 comprises: According to the size of the scheduling flow gap, the influence radius and hydraulic connection strength of each water source well are calculated; The influence radius is used to determine the range of the influence radius overlap area of multiple water source wells in the water source well group, and the hydraulic high-coupling area is determined in combination with the preset radius overlap area interval; For candidate wells located in the hydraulic high-coupling area, water level mutual interference risk assessment is performed to quantify the water level fluctuation influence of the start-stop operation of the well on adjacent operating wells; The hydraulic independence index of each candidate well is calculated according to the water level fluctuation influence and the hydraulic connection strength, wherein the hydraulic independence index reflects the isolation degree of the influence of the well operation on other wells; The evaluation weight of the candidate well with high hydraulic independence index is increased, and the well with less influence on the overall hydraulic stability of the well group is preferentially selected.

[0048] In the embodiment of the application, according to the size of the scheduling flow gap , the influence radius and the hydraulic connection strength of each water source well in the dynamic available well queue are calculated. The influence radius is estimated by Theis formula, wherein is the aquifer transmissibility coefficient, is the storage coefficient, both of which are preset geological parameters, is a virtual pumping duration positively correlated with the size of . The hydraulic connection strength is obtained from a preset hydraulic correlation matrix, and an element of the matrix represents the water level influence coefficient of well on well . The matrix is generated offline based on historical data and hydrogeological models.

[0049] The calculated influence radius , determine whether there is an influence radius overlap area in the well group. Traverse any two wells in the well group and , calculate the straight-line distance between their geographic coordinates . If , it is determined that the influence radius of the two wells overlaps. Further set the interval threshold of the radius overlap area, for example, when , the area where well and well are located is defined as a hydraulic high-coupling area.

[0050] For all candidate wells located in the hydraulic high-coupling area, perform water level mutual interference risk assessment. Taking the open well operation as an example, for a candidate well , traverse all its adjacent and already running water source wells . Using the coefficients in the hydraulic correlation matrix, calculate the expected water level drawdown of well caused by the start of well , where is the nominal flow rate of well . Add the expected water level drawdowns of all adjacent running wells to obtain the total water level fluctuation impact value caused by the start of the candidate well .

[0051] According to the total water level fluctuation impact value and the hydraulic connection strength , calculate the hydraulic independence index of each candidate well . The calculation of this index aims to quantify the degree of isolation of the influence of well running on other wells. The calculation expression is , where and are weight coefficients, is the sum of the hydraulic connection strengths of well to all other wells . This formula shows that the smaller the total water level fluctuation impact , the lower the hydraulic connection strength to other wells, and the higher the hydraulic independence index , with its value range being between (0, 1].

[0052] When calculating the comprehensive assessment score, increase the evaluation weight of candidate wells with high hydraulic independence index. Specifically, when calculating the score of the hydraulic dimension index, combine the original two sub-indices of "real-time dynamic water level in the well" and "inter-well hydraulic disturbance degree" with the newly calculated "hydraulic independence index The weighted fusion is performed. For example, the hydraulic dimension total score wherein , , is a sub-weight. By assigning a significant weight to the hydraulic independence index , the higher the hydraulic independence index of a well, the higher the hydraulic dimension score of the well, so that the well has more advantages in the final comprehensive evaluation ranking and is preferentially selected.

[0053] Preferably, the step S46 comprises: obtaining and establishing a hydraulic correlation matrix between wells based on the well group topology and historical operation data, and quantitatively characterizing the hydraulic influence relationship between the wells; calculating the local area hydraulic fluctuation intensity possibly caused by the start-stop operation according to the well position distribution in the preliminary preferred start-stop well list; when the predicted hydraulic fluctuation intensity exceeds the safety threshold, staggering the start-stop operation time of the wells at adjacent positions; when the dispatch flow gap is a positive value, calculating the contribution degree of each increased open well to the overall water supply hydraulic balance, and preferentially selecting the well with high contribution degree; when the dispatch flow gap is a negative value, calculating the influence value of each reduced well on the pipe network pressure; for the well group in the hydraulic fluctuation sensitive area, setting a gradual start-stop strategy to complete the large-scale flow adjustment in multiple small steps.

[0054] In the embodiment of the application, in the offline stage, first, the geographic coordinate information of the well group is obtained to form a topology structure, and the pumping test data of each well in the historical database is called. Based on the well group topology structure and the historical data, a numerical simulation or a multiple regression analysis method is used to establish an N*N hydraulic correlation matrix between wells wherein N is the total number of wells. The matrix element represents the drawdown value of the water level caused by well when the well runs at a unit flow rate, so as to quantitatively characterize the hydraulic influence relationship between the wells. The matrix is solidified and stored for calling during online scheduling.

[0055] During online scheduling, the local area hydraulic fluctuation intensity possibly caused by the current concentrated start-stop operation is calculated according to the water source well number and geographic position included in the preliminary preferred start-stop well list. The well pairs with a geographic distance less than 500 meters in the list are identified, and the influence coefficients between these well pairs are extracted from the hydraulic correlation matrix . The calibrated flow rate of all the wells in the list is multiplied by the influence coefficients of the adjacent wells and summed to obtain an estimated maximum water level change value .

[0056] When the predicted hydraulic fluctuation intensity is expected to exceed a preset safety threshold (e.g. 0.5 meters), the start-stop operation time of the pair of wells in the list that are geographically closest to the location will be staggered. Specifically, the well with a higher overall evaluation score is kept in the current execution list, while the well with a lower score is removed from the current list and marked as “delayed execution”, instructing it to start alone after 600 seconds.

[0057] When the dispatch flow gap is positive, the contribution of each well to be started in the preliminary preferred start-stop well list to the overall water supply hydraulic balance is calculated. The contribution is quantified by a comprehensive indicator , wherein is the nominal flow of the well, is the total water level drawdown caused by the well to all other operating wells. Coefficients and are weights. The wells in the list will be rearranged in descending order of value, and the start operation of the well with a high contribution value will be performed first.

[0058] When the dispatch flow gap is negative, the impact value of the shutdown of each well in the list on the network pressure is calculated. The impact value is obtained by querying a preset “well-pressure” sensitivity table, which is calculated offline based on the pipe network hydraulic model and reflects the pressure rise value at the key pressure monitoring point caused by the shutdown of a well. Wells with a smaller value, i.e. with the smallest impact on the network pressure, will be shut down first.

[0059] For well groups located in a pre-designated hydraulic fluctuation sensitive area (e.g. an area with complex geology or important protected objects), when the total flow to be adjusted exceeds 30% of the total outflow of the area, a gradual start-stop strategy is automatically enabled. For example, if an additional flow of 300 m³ / h is required, instead of starting three wells of 100 m³ / h at once, the task is divided into three steps, with one well started every 300 seconds, thereby smoothing the large-scale flow adjustment and reducing the instantaneous impact on groundwater.

[0060] Preferably, step S5 comprises the following steps: Step S51: translating the preferred start-stop well list into a predefined standardized control instruction format; Step S52: sending the standardized control instructions to the master control PLC of the water source well through an industrial communication protocol; Step S53: before performing the start-stop operation on any water source well, initiating an immediate state query request to the PLC of the well to obtain its latest dispatch permission state, communication link state, device health state, and water source safety state; Step S54: compare the instant state returned by the query with the fully available condition, if the result is yes, issue the start-stop instruction for the well, if the result is no, abort the current operation for the well, skip the well and continue processing the next well in the preferred start-stop well list.

[0061] In the embodiment of the present application, the final determined preferred start-stop well list is converted into a fixed structure byte array as a pre-defined standardized control instruction. The instruction format is [AA SS J1 J2 … Jn]. If the operation type is "start well", the value of the starting byte AA is 0x88 in hexadecimal; if it is "stop well", the value is 0x99. The second byte SS represents the number of wells included in the current list. The subsequent bytes J1, J2, …, Jn are the unique digital numbers of the water source wells in the list in order of execution priority. For example, an instruction to start two wells J005 and J008 is translated into [0x88, 0x02, 0x05, 0x08].

[0062] Through industrial Ethernet, using Modbus TCP or OPC UA protocol, the standardized control instruction byte array is written into the specified continuous register address block of the water source well group field control PLC at one time. After receiving the instruction, the control PLC parses the operation type, well number and well number list, and executes the subsequent control process for the water source wells in the list according to the preset 30 second interval.

[0063] At the moment when the control PLC is about to execute the start-stop operation for any water source well (for example, J005) in the list, it will actively initiate an instant state query to the independent substation PLC of J005 well. The query is completed by reading four specific state bits in the substation PLC: dispatch permission state bit (manually set), communication link heartbeat state bit (maintained by the control PLC), device health state bit (pump fault signals real-time summarized by the substation PLC) and water source safety state bit (derived by the substation PLC according to the comparison of liquid level and threshold).

[0064] The control PLC compares the values of the four instant state bits returned by the query with a "fully available" condition template (i.e. all four state bits are 1) bit by bit. If the comparison result is true, it means that the well still meets all the safety and operation prerequisites at the moment of executing the instruction, and the control PLC immediately issues the final start-stop relay drive instruction to the substation PLC of the well. If the comparison result is false, for example, the device health state bit becomes 0, it means that the state of the well has changed after the instruction is generated, the control PLC will abort the current operation for J005 well, record an operation cancellation log, and directly skip the well, and continue processing the next well (J008) in the list after 30 seconds.

[0065] Especially important is that step S6 comprises the following steps: Step S61, the water supply pump station front pool liquid level is monitored by high frequency through liquid level sensor; Step S62, the real-time liquid level is compared with the preset target constant liquid level, and the liquid level deviation is calculated; Step S63, the PID controller inside the pump station PLC is calculated according to the liquid level deviation; Step S64, the calculation result of the PID controller is converted into a pump group adaptive frequency instruction, which is output to the frequency converter of the main water supply pump group, so that the pump group running frequency is adjusted, and the front pool liquid level is maintained in the fluctuation range near the target value.

[0066] In the embodiment of the application, an ultrasonic liquid level sensor is installed on the inner wall of the front pool of the water supply pump station. The sensor continuously measures the real-time water surface height in the front pool with a sampling period of 200 milliseconds, and transmits the measurement result to the main PLC of the pump station in real time through a 4-20 mA analog signal. The analog input module of the PLC converts the current signal into a digitized liquid level value, which is accurate to millimeters.

[0067] In the program of the pump station PLC, a target constant liquid level value , for example, 3.50 meters, is set in advance. In each PLC scanning period, the program performs subtraction operation on the real-time liquid level value obtained from the sensor and the target value to calculate the current liquid level deviation . If the real-time liquid level is 3.45 meters, the liquid level deviation is +0.05 meters.

[0068] The pump station PLC internally calls a built-in PID (proportional-integral-derivative) function block. The function block takes the liquid level deviation calculated in step S62 as input. The proportional coefficient , integral time and differential time of the PID controller are set to 2.5, 120 seconds and 5 seconds respectively through on-site setting. The PID controller performs PID algorithm operation according to the deviation and its rate of change over time, and outputs a control quantity . The core operation logic is

[0069] The control quantity output by the PID controller is a dimensionless percentage value. Adding this value to the basic running frequency (for example, 40 Hz) of the pump group obtains an adaptive frequency instruction . For example, if the basic frequency is 40 Hz and u(t) is +1.5, the final frequency instruction is 41.5 Hz. The frequency instruction Through the analog output module of the PLC, a 4-20mA signal is sent to the frequency converter of the main water supply pump group. After receiving the signal, the frequency converter adjusts its output frequency in real time, thereby changing the speed and pumping capacity of the pump group. Through this closed-loop regulation, when the front pool liquid level is lower than the target, the frequency automatically increases and the pumping capacity increases; when the front pool liquid level is higher than the target, the frequency automatically decreases and the pumping capacity decreases, ultimately making the front pool liquid level dynamically stable within a fluctuation range of 0.05 meters above and below the target value of 3.50 meters.

[0070] Please refer to Fig. 2 The flowchart of the matching algorithm for the water source well group and the water supply pump station in the present application is shown in the figure. The flowchart describes in detail how to achieve the flow matching planning of the water source well group through automatic judgment and planned flow confirmation. First, it determines which wells are available and generates an available well set. Then, according to the results of automatic judgment, it filters out the wells that allow automatic operation and ensures that at least one pump in the well can meet the automatic demand and the liquid level in the well also meets the automatic requirements.

[0071] After confirming the planned water supply flow, flow matching planning is carried out, which involves the calculation of the flow range of the available well pumps and the flow of the running water source wells. The water pumps, flood season and stable water output of each well are counted, and the upper and lower limits of the water output of each well are determined.

[0072] Next, according to the planned flow and the flow of the running water source wells, as well as the wells with high current liquid level, the wells to be increased or the wells to be reduced according to the rotation mechanism are selected. This process involves well rotation mechanism planning, including optimizing the start-stop scheme according to the downtime of each well and the wells with high current liquid level.

[0073] Finally, according to the requirements of the water source well group control, the automatic start / stop / frequency adjustment unit is started to realize the constant water level operation of the water supply pump station. The whole process ensures the effective matching between the water source well group and the water supply pump station, improves the efficiency and reliability of water supply.

[0074] Please refer to Fig. 3 The physical diagram of the water collection well and the water pump device of the water distribution station in the present application is shown in the figure.

[0075] Therefore, from any point of view, the embodiments should be regarded as exemplary and non-limiting, the scope of the present application is defined by the appended claims rather than the above description, and therefore all changes falling within the meaning and scope of the equivalent elements of the application file are intended to be included in the present application.

[0076] The foregoing is considered as illustrative only of the principles of the application. Numerous modifications and changes will readily occur to those skilled in the art, and it is intended to embrace all such modifications and changes that fall within the scope of the application. Accordingly, the application is not to be restricted in scope to the specific embodiments disclosed herein but is to be accorded the full scope that the principles and novel features request appropriately granted.

Claims

1. A method for joint scheduling and control of a group of water source wells, characterized in that, The method for joint scheduling and control of water source well groups, applied to urban water supply systems, includes the following steps: Step S1: Obtain the status information of the water source wells, perform availability determination and stability screening, execute status jitter suppression processing, and generate a dynamic available well queue; Step S2: Based on the historical operating data of water source wells in the dynamic available well queue, identify the effective operating cycle and calculate the calibration flow rate value of a single well; Step S3: Obtain the target total flow and the current actual total inflow, calculate the difference and determine whether it exceeds the insensitive zone, and determine the scheduling flow gap; Step S4: Construct a multi-dimensional evaluation index system based on the scheduling flow gap, evaluate the water source wells, consider the hydraulic coupling relationship, and generate and optimize the list of start-up and shutdown wells; Step S5: Use the preset intelligent scheduling algorithm module to convert the list of preferred start / stop wells into control commands, verify the status before executing the control commands, and perform start / stop operations at intervals; Step S6: The PLC of the water supply pump station monitors the deviation between the liquid level in the forebay and the target value, and adjusts the pump frequency through PID control to maintain the liquid level within the target range.

2. The method for joint scheduling and control of water source well groups according to claim 1, characterized in that, Step S1 includes the following steps: Step S11: Determine the scheduling permission status, communication link status, equipment health status, and water source safety status of each water source well to obtain a basic availability status; Step S12: Under the premise that the basic availability status is available, determine the operational stability of the data source of the water well; Step S13: Based on the basic availability status and operational stability determination results, determine an availability level for each water source well, and determine the water source wells with an availability level of above the preset level as preliminarily available wells; Step S14: Perform status jitter suppression processing on the initially available wells to generate a dynamic available well queue with availability level identifiers.

3. The method for joint scheduling and control of water source well groups according to claim 2, characterized in that, The state jitter suppression process in step S14 includes: Monitor the frequency of changes in the basic availability status of preliminarily available wells; When the frequency of change exceeds a jitter threshold within a preset time window, the water source well is marked as isolated for observation and prevented from being added to the dynamic available well queue. When a water source well under isolation observation remains available for a continuous and stable period, its isolation status is lifted, allowing it to be added to the dynamic available well queue in subsequent assessments.

4. The method for joint scheduling and control of water source well groups according to claim 1, characterized in that, Step S2 includes the following steps: Step S21: Query the historical database to obtain the running records of each well in the dynamic available well queue within a preset time window, and filter out the running segments with a continuous fault-free running time exceeding a preset lower limit as valid running cycles; Step S22: Extract the flow telemetry data within the valid operating cycle, and discard specific time data at the beginning and end of the operating cycle; Step S23: Calculate the single-well calibration flow rate value by arithmetically averaging the flow rate data points during the remaining stable operation period; Step S24: Update the calculated single-well calibration flow rate value to the key-value pair data structure with the well number as the key.

5. The method for joint scheduling and control of water source well groups according to claim 4, characterized in that, Step S2 also includes: Step S25: Determine whether there is any recent valid operational data for the water source wells in the dynamic available well queue; Step S26: If the judgment result is negative, then read the preset design reference flow rate as the temporary single-well calibration flow rate value of the well.

6. The method for joint scheduling and control of water source well groups according to claim 1, characterized in that, Step S3 includes the following steps: Step S31: Read the target total flow rate from the pump station PLC or the dispatch center SCADA; Step S32: Traverse the water source wells that are currently in operation, extract the flow rate of each well from the single well calibration flow rate value and sum them to obtain the current actual total water inflow; Step S33: Calculate the difference between the target total flow and the current actual total inflow to obtain the basic flow gap; Step S34: Set the insensitive zone range to a positive or negative percentage of the target total flow; Step S35: Determine whether the absolute value of the basic flow gap exceeds the insensitive zone. If it does, use the basic flow gap as the scheduling flow gap. If it does not exceed the zone, set the scheduling flow gap to zero.

7. The method for joint scheduling and control of water source well groups according to claim 1, characterized in that, Step S4 includes the following steps: Step S41: Based on the positive or negative nature of the scheduling flow gap, determine whether the scheduling operation type is to open or close the well; Step S42: Construct a multi-dimensional evaluation index system for water source wells, including time-dimensional indicators, hydraulic-dimensional indicators, and equipment-dimensional indicators; Step S43: Set the time dimension index to the cumulative stop time or cumulative running time, set the hydraulic dimension index to the real-time dynamic water level in the well and the hydraulic interference degree between wells, and set the equipment dimension index to the start-stop frequency safety parameter. Step S44: Assign different weights to different dimension indicators according to the size of the scheduling flow gap; the larger the gap, the higher the weight of the hydraulic dimension. Step S45: Based on the index weights and evaluation results of each dimension, select candidate wells and generate a preliminary list of preferred wells to start and stop. Step S46: Conduct a hydraulic fluctuation risk assessment and adjustment on the preliminary list of preferred start-up and shutdown wells to generate the final list of preferred start-up and shutdown wells.

8. The method for joint scheduling and control of water source well groups according to claim 7, characterized in that, Step S44 includes: Calculate the influence radius and hydraulic connection strength of each water source well based on the size of the flow gap; The influence radius is used to determine the range of overlapping influence radii of multiple water source wells in a water source well group, and the hydraulic high coupling area is determined by combining the preset radius overlap area interval; For candidate wells located in areas of high hydraulic coupling, a risk assessment of water level interference is conducted to quantify the impact of their start-up and shutdown operations on water level fluctuations in adjacent operating wells. The hydraulic independence index of each candidate well is calculated based on the impact of water level fluctuations and the strength of hydraulic connection. The hydraulic independence index reflects the degree of isolation of the well's operation from the impact of other wells. Increase the evaluation weight of candidate wells with high hydraulic independence indices, and give priority to wells that have a smaller impact on the overall hydraulic stability of the well group.

9. The method for joint scheduling and control of water source well groups according to claim 7, characterized in that, Step S46 includes: Based on the well group topology and historical operation data, a hydraulic correlation matrix between wells is established to quantitatively characterize the hydraulic influence relationship between each well. Based on the location distribution of wells in the preliminary list of wells to be started and stopped, the intensity of local hydraulic fluctuations that may be caused by start-up and shutdown operations is calculated. When the expected hydraulic fluctuation intensity exceeds the safety threshold, the start-up and shutdown times of wells at adjacent locations will be staggered. When the flow gap is positive, calculate the contribution of each additional well to the hydraulic balance of the overall water supply system, and prioritize wells with higher contribution. When the flow gap is negative, calculate the impact of each well reduction on the pipeline pressure. For well clusters in areas sensitive to hydraulic fluctuations, a gradual start-up and shutdown strategy is set up to complete large-scale flow rate adjustments in multiple small steps.

10. The method for joint scheduling and control of water source well groups according to claim 2, characterized in that, Step S5 includes the following steps: Step S51: Translate the preferred list of start-up and shutdown wells into a predefined standardized control command format; Step S52: Send standardized control commands to the main control PLC of the water source well via the industrial communication protocol; Step S53: Before performing start / stop operation on any water source well, send an instant status query request to the PLC of that well to obtain its latest scheduling permission status, communication link status, equipment health status and water source safety status. Step S54: Compare the real-time status returned by the query with the condition that the well is fully available. If the result is yes, issue a start / stop command for the well. If the result is no, stop the current operation on the well and skip the well to continue processing the next well in the preferred start / stop well list.

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