A reservoir-gate-pump group water resource optimal scheduling method suitable for irrigation areas

Abstract

The present application relates to the technical field of water conservancy dispatching and water resources management, and particularly relates to a reservoir-gate-pump group water resources optimal dispatching method suitable for irrigation areas. The method comprises the following steps: receiving water resources optimal allocation of the irrigation area; obtaining water conservancy engineering data of the irrigation area, and constructing a water conservancy engineering topology relationship of the irrigation area according to the water conservancy engineering data of the irrigation area; respectively establishing a canal system one-dimensional hydrodynamic model, a gate flow calculation model and a pump station operation model according to the water resources optimal allocation of the irrigation area and each engineering parameter in the water conservancy engineering data of the irrigation area; coupling the canal system one-dimensional hydrodynamic model, the gate flow calculation model and the pump station operation model to construct a water resources dispatching efficiency optimization model; solving the water resources dispatching efficiency optimization model by using a preset simulation-optimization coupling solving method, so as to output a final dispatching scheme. The present application realizes the transformation of the water resources allocation of the irrigation area from static allocation to dynamic executable dispatching as a whole, and improves the water resources utilization efficiency and the dispatching accuracy.

Description

Technical Field

[0001] This invention relates to the field of water conservancy project scheduling and water resources management technology, and in particular to a method for optimizing water resources scheduling of reservoir-gate-pump groups in irrigation districts. Background Technology

[0002] Irrigation district water conservancy systems typically consist of reservoirs, sluice gates, pumping stations, and canal systems, forming a complex integrated network of "storage-diversion-lifting-transmission." Current technologies generally divide irrigation district water resource management into two levels: water resource optimization allocation and engineering scheduling. Water resource optimization allocation addresses the question of "how much water to allocate from each water source to each water user," generating a water allocation plan; engineering scheduling addresses the question of "how to operate reservoirs, sluice gates, and pumping stations to implement this allocation plan." However, existing research often separates these two levels, making it difficult to implement optimized allocation plans in actual engineering projects.

[0003] In the current process of water resource allocation and scheduling in irrigation districts, there is a common problem of disconnect between the optimization results and actual engineering scheduling conditions. Specifically, the modeling process does not adequately consider engineering constraints such as the flow capacity of the canal system and the operating range of gates and pumps, making it difficult to implement the generated water distribution plan in practice. At the same time, the hydraulic coupling relationship between reservoirs, gates, and pumps is complex, involving the mutual influence of multiple factors such as reservoir regulation, gate opening and closing, and pump station start-up and shutdown, but existing technologies lack a systematic characterization of its collaborative scheduling mechanism. In addition, traditional scheduling methods are mostly based on steady-state flow allocation, and there is a deviation between scheduling instructions and actual hydraulic responses, which restricts the precision and feasibility of water resource allocation and scheduling in irrigation districts. Summary of the Invention

[0004] Based on this, it is necessary for the present invention to provide a method for optimizing water resource scheduling of reservoir-gate-pump groups in irrigation districts, in order to solve at least one of the above-mentioned technical problems.

[0005] To achieve the above objectives, a method for optimized water resource scheduling of reservoir-sluice gate-pump groups in irrigation districts includes the following steps: Step S1: Receive the optimized allocation of irrigation district water resources, which includes the target water supply of each water outlet, the outflow process of the reservoir, the flow distribution of the sluice gate, and the flow distribution of the pumping station. Step S2: Obtain irrigation district water conservancy project data and construct the irrigation district water conservancy project topology based on the irrigation district water conservancy project data; Step S3: Based on the optimized allocation of water resources in the irrigation area and the engineering parameters in the irrigation area water conservancy project data, establish a one-dimensional hydrodynamic model of the canal system, a gate flow calculation model, and a pumping station operation model respectively; Step S4: Couple the one-dimensional hydrodynamic model of the canal system, the gate flow calculation model, and the pump station operation model to construct a water resource scheduling efficiency optimization model; Step S5: Use a pre-defined simulation-optimization coupled solution method to solve the water resource scheduling efficiency optimization model, and then output the final scheduling scheme.

[0006] This application combines the results of optimized water resource allocation with the topological relationships of irrigation district water conservancy projects to construct a coupled system encompassing a one-dimensional hydrodynamic model of the canal system, a gate flow calculation model, and a pumping station operation model. It employs a simulation-optimization coupled solution method to transform the original optimization results, which only focused on water allocation, into directly executable engineering scheduling schemes, effectively solving the problem of disconnect between optimized allocation and actual scheduling. Simultaneously, by introducing reservoir water level-capacity relationships, gate flow mechanisms, and pumping station operating characteristics into the model, it provides a unified characterization of the hydraulic coupling relationship between reservoirs, gates, and pumps, achieving coordinated control of multiple engineering facilities under unified hydrodynamic constraints and improving the systematicness and consistency of the scheduling process. Step by step, a one-dimensional hydrodynamic model of unsteady flow is used to dynamically simulate the water propagation process in the canal system, enabling the scheduling scheme to reflect the propagation lag and water level change characteristics of the actual water flow in the canal, thereby reducing the deviation between the scheduling command and the actual hydraulic response. On this basis, through iterative optimization and convergence control mechanisms, the gate opening and pump station operation schemes are continuously corrected, and the pump station start-up and shutdown process is optimized in combination with the operation efficiency index. This ensures that the final scheduling scheme meets the balance of water supply and demand while taking into account the safety and energy efficiency of the project operation. Overall, it realizes the transformation of irrigation area water resource allocation from "static allocation" to "dynamic and executable scheduling", improving water resource utilization efficiency, scheduling accuracy and project feasibility. Attached Figure Description

[0007] Other features, objects, and advantages of the invention will become more apparent from the following detailed description of non-limiting embodiments with reference to the accompanying drawings: Figure 1 This is a schematic diagram of the steps of the water resource optimization scheduling method for reservoir-gate-pump group in irrigation areas applicable to the present invention; Figure 2 This is a schematic diagram of the topological relationship of the irrigation district water conservancy project in an embodiment of the present invention; Figure 3 This is a schematic diagram of the channel cross-section in an embodiment of the present invention; The realization of the objective, functional features and advantages of the present invention will be further explained in conjunction with the embodiments and with reference to the accompanying drawings. Detailed Implementation

[0008] The technical method of the present invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without inventive effort are within the scope of protection of the present invention.

[0009] Furthermore, the accompanying drawings are merely illustrative of the invention and are not necessarily drawn to scale. The same reference numerals in the drawings denote the same or similar parts, and therefore repeated descriptions of them will be omitted. Some block diagrams shown in the drawings are functional entities and do not necessarily correspond to physically or logically independent entities. These functional entities can be implemented in software, in one or more hardware modules or integrated circuits, or in different network and / or processor methods and / or microcontroller methods.

[0010] It should be understood that although the terms "first," "second," etc., may be used herein to describe various units, these units should not be limited by these terms. These terms are used merely to distinguish one unit from another. For example, without departing from the scope of the exemplary embodiments, a first unit may be referred to as a second unit, and similarly, a second unit may be referred to as a first unit. The term "and / or" as used herein includes any and all combinations of one or more of the associated listed items.

[0011] To achieve the above objectives, please refer to Figures 1 to 3 This invention provides a method for optimized water resource scheduling of reservoir-sluice gate-pump group in irrigation districts, the method comprising the following steps: Step S1: Receive the optimized allocation of irrigation district water resources, which includes the target water supply of each water outlet, the outflow process of the reservoir, the flow distribution of the sluice gate, and the flow distribution of the pumping station. In one embodiment of the present invention, the optimized configuration results can be received through an irrigation district management platform or dispatch center. For example, the target water supply of each water distribution point can be discretized according to a 1-hour time step to form a time-series water supply sequence; the reservoir outflow process is input in the form of water level-outflow pairs, and verified in conjunction with boundary parameters such as design flood level and dead water level; the flow distribution of sluice gates and pumping stations is given in the form of target flow arrays for each control node. The above data are uniformly converted into a standard time series structure and time synchronization processing is performed (e.g., unified as...). =3600s), to ensure consistent input when calling subsequent models.

[0012] Step S2: Obtain irrigation district water conservancy project data and construct the irrigation district water conservancy project topology based on the irrigation district water conservancy project data; In a further embodiment, after obtaining irrigation district engineering design drawings (such as CAD drawings or GIS data) through the irrigation district management platform, reservoirs, gates, pumping stations, and water distribution outlets are identified as nodes, and a node numbering system is established according to the channel connection relationship. For example, a directed connection matrix is ​​constructed in the form of "upstream node - downstream node". Channel attributes such as length (500~3000m), bottom slope (0.0005~0.002), and roughness (0.02~0.035) are written as edge attributes. The flow transmission relationship between nodes is stored through an adjacency matrix or a chain structure, so that the inflow of any node is equal to the sum of the outflow of the upstream node, providing a structural basis for subsequent flow back calculation.

[0013] Step S3: Based on the optimized allocation of water resources in the irrigation area and the engineering parameters in the irrigation area water conservancy project data, establish a one-dimensional hydrodynamic model of the canal system, a gate flow calculation model, and a pumping station operation model respectively; In a further embodiment, in the canal hydrodynamic model, a functional relationship between water depth h and cross-sectional area A is first established based on the canal cross-sectional shape (trapezoidal or rectangular). Then, the cross-sectional area is calculated by interpolation using real-time monitoring of water level (accuracy ±0.01m) and flow rate data (error ≤3%). Based on this, the Saint-Venant equation is discretized into an explicit difference scheme (time step 300s, spatial step 200m) to solve for the changes in flow rate and water level over time. In the gate model, the contraction depth is determined by the opening degree (0~1m) and contraction coefficient (0.6~0.8), and the flow velocity and conjugate depth are calculated in conjunction with the flow rate to achieve free / submerged flow discrimination. The pump station model is based on the single pump flow rate (e.g., The operating combination is determined by the upper limit of the number of units (3~5 units).

[0014] Step S4: Couple the one-dimensional hydrodynamic model of the canal system, the gate flow calculation model, and the pump station operation model to construct a water resource scheduling efficiency optimization model; In a further embodiment, during model coupling, the flow rate output by the gate model is used as the boundary input of the hydrodynamic model, while the water level calculated by the hydrodynamic model corrects the head parameters in the gate flow rate calculation. The flow rate output by the pump station model is added to the hydrodynamic equation as a nodal source term. The three are calculated synchronously with a unified time step (e.g., Δt=300s), and a cycle of "water level update - flow rate correction - equipment status update" is completed within each time step, thereby forming a dynamic feedback relationship between water level, flow rate, and control variables.

[0015] It is worth noting that the decision variables in the water resource allocation efficiency optimization model include: 1) Opening and closing methods of reservoir gates and dams: For reservoirs equipped with operable gates, the decision variables are the number of opening gates of the spillway gate and the working gate, and the opening degree process. For fixed spillway facilities (such as spillways), the outflow is determined by the water level and requires no operation.

[0016] 2) Opening and closing methods of the sluice gates: the number of opening holes and the opening process of each gate. (For multi-hole gates, the number of opening holes and the opening degree of each hole need to be determined), as well as the opening and closing sequence.

[0017] 3) Number of pumps started and operating times at each pumping station: Number of pumps started at each pumping station and start / stop time , (For multi-unit pumping stations, the unit combination and start-up / shutdown sequence need to be determined.)

[0018] It is worth noting that the objective function in the water resource allocation efficiency optimization model is to maximize the operating efficiency of the irrigation district: ; in, For the first Pump station during time period The power (kW) of the pump is determined by the pump characteristic curve and the number of pumps in operation. , The pump station head (difference in water level between upstream and downstream); For time period The electrical load should take into account peak and off-peak time-of-use loads. This represents the length of the time period.

[0019] It is worth noting that the constraints in the water resource allocation efficiency optimization model include: 1) Node water balance: The total inflow to the node equals the total outflow to the node (considering confluence and distribution). The reservoir water balance is already guaranteed by the optimization configuration results, so the constraint is not repeated here, but it is necessary to verify whether the operation meets the reservoir capacity limit.

[0020] 2) Hydraulic constraints: The flow capacity of the canal system, the flow capacity of the gate, and the flow capacity of the pumping station shall not exceed the maximum flow capacity designed; at the same time, the water level shall be between the minimum operating water level and the maximum operating water level to prevent overflow or excessively low water levels from affecting water intake.

[0021] 3) Supply and demand matching constraints: The water supply volume of each branch outlet is equal to the target water supply volume given by the optimal allocation scheme; the water outflow process of the reservoir is equal to the outflow process given by the optimal allocation scheme. The flow rate of each gate is equal to the flow distribution given by the optimized configuration scheme. The water pumping capacity of each pumping station is equal to the water pumping allocation given by the optimized configuration scheme. .

[0022] 4) Gate operation constraints: Limitation on the rate of change of gate opening: To avoid unsteady flow impacts caused by excessively rapid operation, the gate opening and closing sequence is constrained: opening follows the "downstream first, then upstream" rule, and closing follows the "upstream first, then downstream" rule, to prevent channel dewatering. Minimum gate opening constraint: (To prevent gate vibration). Among them... This refers to the gate opening degree.

[0023] 5) Pump station operation constraints: Pumps should operate in the high-efficiency range; Unit start-stop frequency limit: Avoid frequent start-stops, the number of start-stops per day shall not exceed 3; Minimum continuous operation / downtime: The unit must run for at least 45 minutes after startup and stop for at least 30 minutes after shutdown.

[0024] 6) Reservoir operation constraints: Gate opening limits: Discharge capacity curve: Reservoir outflow It must be matched with the gate opening and reservoir water level, that is, satisfy the discharge formula (such as weir flow, orifice flow), and needs to be verified during operation.

[0025] Step S5: Use a pre-defined simulation-optimization coupled solution method to solve the water resource scheduling efficiency optimization model, and then output the final scheduling scheme.

[0026] In a further embodiment, during the solution process, the target flow rate of each cross-section is first deduced from the water supply at the water distribution point, and the initial gate opening (e.g., 0.3~0.6m) and pump station start-stop combination are set. After substituting into the coupled model for hydrodynamic simulation, the calculated flow rate is compared with the target flow rate. If the error is greater than 5%, the gate opening step size (e.g., ±0.02m) or the number of pump stations is adjusted and recalculated. The pump station optimization part divides the operation process into several stages (e.g., every 2 hours is one stage), using water level as the state variable and the number of pump stations started and stopped as the decision variable, and calculates the cumulative operating efficiency through reverse recursion. When the flow error is less than the threshold and the efficiency change rate is less than 1%, or when the maximum of 20 iterations is reached, the final scheduling scheme is output.

[0027] It is worth noting that this simulation-optimization coupled solution method can be described by an 8-step process: Step 1: Input Data Preparation Target water supply for each water distribution point is obtained from the optimal configuration model. Reservoir outflow process sluice gate flow distribution Pump station overcurrent distribution Collect engineering parameters and time-of-use electricity prices.

[0028] Step 2: Initial Scheme Generation Generate initial gate opening, number of pump stations in operation, and reservoir gate operation.

[0029] Step 3: One-dimensional hydrodynamic simulation Run a one-dimensional hydrodynamic model to calculate the water level and flow rate at each cross-section.

[0030] Step 4: Hydraulic feasibility test Verify whether the water levels at each cross-section and the flow capacity of the canal system meet the constraints; verify whether the reservoir discharge is consistent with the given parameters. If consistent (verify the feasibility of the gate opening using the discharge formula). If inconsistent, adjust the gate opening or pump station operation (e.g., adjust start-up and shutdown times to change the forebay water level) and return to step 3.

[0031] Step 5: Back calculation of gate opening Based on simulated water level and The required opening degree of each gate is calculated by using the gate outlet formula. If the calculated gate opening exceeds the allowable range or differs too much from the current opening, update the gate opening and return to step 3.

[0032] Step 6: Pump Station Operation Optimization Based on simulated water level and Optimize the pump station start-up and shutdown plan Calculate running efficiency If the optimized solution causes a significant change in the forebay water level, the water level needs to be updated, and the process should return to step 3.

[0033] Step 7: Convergence Test If the maximum value of the flow rate change at each cross-section is less than the threshold in two consecutive iterations... The relative change in total operating cost between two consecutive iterations is less than a threshold. =0.5% The process terminates when the maximum number of iterations (10) is reached, and proceeds to step 8; otherwise, it returns to step 3.

[0034] Step 8: Output the final scheduling scheme Opening and closing methods of reservoir dams: the opening process of gates in the spillway facilities of each reservoir; Sluice gate opening and closing methods: number of opening holes and opening degree of each gate, and suggestions for opening and closing sequence; Number of pumps started and their start-up time at each pumping station: unit combination and start-up / shutdown time for each pumping station.

[0035] Optionally, the simulation-optimization coupled solution method in step S5 includes: Based on the target water supply volume of each branch point, the target flow rate of each section of the upstream canal system is deduced in reverse, and the initial operation plan of each pumping station is set through the pumping station operation model. In this embodiment, the water consumption is first calculated from the end-point water usage upwards, summarizing the water consumption of each branch point according to a time series (e.g., Δt=1h) to its upstream node. Then, the data is superimposed level by level based on topological relationships to obtain the target flow rate for each cross-section. During this process, leakage or evaporation losses in the channel section are factored in at 2%–5%. The initial pumping station design is determined based on the target water lifting capacity (i.e., the pumping station's flow distribution capacity) and the capacity of a single pump, for example, 0.6 liters per pump. If the maximum number of pumps is 4, the number of pumps will be selected according to the principle of "close to the target and not exceeding the upper limit". At the same time, an initial running time (such as 45 minutes of continuous operation per hour) will be given to form the first version of the pump station operation combination.

[0036] The initial operation of each gate is solved by using a gate flow calculation model and combining the reservoir outflow process with the target flow rate of each upstream section. In a further embodiment, the water head is first calculated based on the water level in front of the gate and the elevation of the channel bottom. Then, the gate opening is deduced using the previously established gate flow relationship (including parameters such as the contraction coefficient of 0.6 to 0.8 and the gate opening width). For example, the gate flow distribution is the target gate flow rate. The corresponding opening is calculated to be around 0.35m; for reservoir gates, there is an additional step, using the water level-reservoir capacity curve and the discharge capacity curve (e.g., the upper limit of the overflow capacity is 10). If the calculated opening exceeds the discharge capacity, adjust it downwards slightly to ensure that the outflow process is satisfied without violating the engineering capacity.

[0037] Based on the initial operation of each gate and the initial operation plan of each pumping station, the topological relationship of the irrigation area water conservancy project was substituted, and hydrodynamic simulation was performed through a one-dimensional hydrodynamic model of the canal system to verify the flow and water level of each canal section. In a further embodiment, after determining the gate opening and pump station combination, these are treated as boundary conditions and substituted into the one-dimensional hydrodynamic model of the corresponding channel in the irrigation district's water conservancy project topology. The model uses the discretized Saint-Venant equations, with a time step typically around 300 seconds and a spatial step around 200 meters. At each step, the flow rate and water level changes at each cross-section are calculated. After calculation, the results are compared with the target flow rate, for example, if the target flow rate at a certain cross-section is 3... The calculated value is only 2.7. That would mean an error of 10%, and we also need to check whether the water level exceeds the design range (e.g., whether it exceeds the warning level). The verification process also includes hydraulic feasibility testing, gate opening back calculation, and pump station operation optimization.

[0038] Based on the verification results, the initial operation of each gate and the initial operation plan of each pumping station are iteratively optimized to output the final scheduling plan.

[0039] In a further embodiment, if the error in the verification result is too large (above 15%) or fails any of the hydraulic feasibility test, gate opening back-calculation, or pump station operation optimization, the gates and pump stations are adjusted again. For example, the corresponding gate opening is increased by 0.02m, or an additional pump is started, and another simulation is run. Each adjustment is controlled within a small step size to avoid oscillation. Generally, a threshold is set, such as a flow error of less than 5% and an efficiency change of less than 1% to be considered stable. If the conditions are not met after 10 to 20 consecutive iterations, the current optimal result is output. The final result is a set of gate opening and pump station start-up and shutdown schemes that change over time, are hydraulically feasible, and are basically close to the initial water supply target.

[0040] It is worth noting that the gate opening inverse calculation is specifically as follows: given the target flow rate through the gate... Based on the upstream and downstream water levels obtained from hydrodynamic simulations, the gate opening is determined using an iterative method. Assuming initial opening Calculate the outflow rate of the gate orifice. (Distinguish between free / submerged outflow), then calculate the error. ; like ( It can take the value 0.06. ), Adjust opening: ;in The sensitivity can be obtained from the derivative of the formula; This is the step size factor (taken as 0.5). Repeat until convergence to obtain the gate opening. .

[0041] For multi-hole gates, the number of opening holes also needs to be determined. Usually, the middle hole is opened first, and they are opened symmetrically to maintain a stable water flow.

[0042] Optionally, the construction of the irrigation district water conservancy project topology in step S2 includes: Extracting irrigation district water conservancy project data from irrigation district engineering design drawings determines the type of each water conservancy project node and river type, including reservoir nodes, gate nodes, pumping station nodes, and water diversion point nodes; In this embodiment, the irrigation area engineering design drawings (such as CAD or GIS layers) are first imported. The structures in the drawings are then identified and numbered. For example, reservoirs are marked as R-type nodes, gates are divided into reservoir gates (G1 type) and ordinary gates (G2 type), pumping stations are marked as P-type, and water distribution outlets are marked as D-type. Simultaneously, channels are categorized and recorded as main canals, branch canals, and distribution canals, and key parameters such as channel length (generally 500–3000m), bottom width, and slope coefficient are extracted. After identification, a node attribute table is generated, with each node containing coordinates, type, and connected channel number to ensure a one-to-one correspondence later.

[0043] Based on the upstream and downstream relationships between each water conservancy project node and the type of connected river, the flow direction and transmission relationship between each water conservancy project node are defined, the flow transmission relationship between each water conservancy project node is established, and thus the topological relationship of irrigation district water conservancy projects is constructed.

[0044] In a further embodiment, based on identifying the types of each water conservancy project node and the river type, the connection relationships between nodes are outlined according to the water flow direction in the drawings. For example, connection pairs are established in the form of upstream node ID → downstream node ID, and the flow direction is determined in conjunction with the channel type (main canals are prioritized for continuity, and branch canals are considered as branches). In actual implementation, an adjacency matrix or linked list structure can be used for storage. For example, an N×N matrix can be used to represent whether nodes are connected, while recording the channel type and design flow limit (e.g., 2 to 10) of each edge. This clarifies the inflow and outflow paths of each node, ultimately forming a topological network with constraints on flow direction and transmission capacity, which can be used for subsequent flow inference and hydrodynamic calculations.

[0045] Figure 2 This is a schematic diagram of the topological relationship of the irrigation district water conservancy project in an embodiment of the present invention; as shown below. Figure 2 As shown in the diagram, solid lines represent main canals, and dashed lines represent branch canals. The diagram illustrates three different types of branch canals, specifically including: The first type (reservoir node → reservoir gate → ordinary gate → pumping station → water distribution point) is a branch canal that combines regulation and energy replenishment. After the water flows into the canal through the reservoir gate, it first undergoes graded flow control through the ordinary gate. Then, the pumping station lifts water to replenish energy in areas with insufficient head or higher elevations, and finally delivers it to the water distribution point to complete the water distribution. This type is suitable for scenarios with large terrain undulations or where pressurized water supply is required at the end, and features precise regulation and strong adaptability.

[0046] The second type (reservoir node → reservoir gate → water diversion point → ordinary gate) is a pre-diversion type branch canal. After passing through the reservoir gate, the water is first distributed at the upstream water diversion point, directly supplying a portion of the water to the nearby water use area. The remaining water is then regulated and distributed again through the downstream ordinary gate. This type is suitable for situations where there are centralized water use units near the reservoir, which helps to shorten the water conveyance path and reduce losses along the way.

[0047] The third type (reservoir node → reservoir gate → water distribution point) is a direct water supply branch canal. Water flows directly into the water distribution point after passing through the reservoir gate for final allocation, without any additional control or booster facilities in between. This type has a simple structure and a short control chain, making it suitable for scenarios with short water conveyance distances, flat terrain, and low requirements for flow regulation accuracy.

[0048] Optionally, establishing a one-dimensional hydrodynamic model of the canal system in step S3 includes: Based on the geometric shape of each channel cross-section in the topological relationship of the irrigation area water conservancy project, a functional relationship between water depth and cross-sectional area is pre-constructed. In this embodiment, after obtaining the topological relationship of the irrigation area water conservancy project, the geometric shape of each channel cross-section is first restored based on the engineering design drawings and cross-sectional measurement data. The channel cross-sections are divided into trapezoidal, rectangular, or compound cross-sections, and the corresponding structural parameters are extracted. The trapezoidal cross-section is described by a bottom width b = 2~6m, a slope coefficient m = 1.5~2.5, and a design roughness n = 0.02~0.035. The rectangular cross-section is described by a bottom width b and a channel wall height H. Based on this, the cross-sectional geometric relationship is constructed with the water depth h as the independent variable. For the trapezoidal cross-section, the geometric relationship is constructed as follows: To express, for rectangular cross-sections according to To express, while combining the wetted period Auxiliary parameters are used for subsequent hydrodynamic calculations to form a mapping table of the cross-flow area A(h) corresponding to the change in water depth h. This mapping is discretized and pre-calculated with a step size of 0.01m.

[0049] Figure 3 This is a schematic diagram of the channel cross-section in an embodiment of the present invention; as shown. Figure 3 As shown, the cross-section is trapezoidal, with the bottom structure being the channel bottom structure. The structural parameters of the slope can be described by the slope coefficient.

[0050] Real-time water level and flow rate data of each channel section are obtained, and the corresponding cross-sectional area is determined by interpolation based on the functional relationship between water depth and cross-sectional area. In a further embodiment, real-time water level data from the channel monitoring section is continuously accessed (sampling period approximately 300s, accuracy ±0.01m) and synchronously collected flow data (error controlled within 3%). Upon input of the water level, it is first matched against the cross-sectional geometric mapping table. If the water depth is not at a discrete point, linear interpolation or piecewise fitting is used to calculate the corresponding cross-sectional area A(t). Simultaneously, the flow velocity distribution is corrected using the channel roughness n = 0.02~0.035 to ensure that the area estimate is consistent with the actual flow state.

[0051] Based on the real-time water level, flow rate data and cross-sectional area of ​​each channel section, and using the pre-set one-dimensional unsteady flow Saint-Venant equations to describe the flow motion of the canal system, a one-dimensional hydrodynamic model of the canal system is constructed.

[0052] In a further embodiment, after obtaining the real-time water level, flow rate, and cross-sectional area, the channel is treated as a one-dimensional unsteady flow calculation unit, and calculated according to the time step. Spatial step size Discretization is performed to transform the continuous water flow motion into an iterative computational process. Based on this, the one-dimensional unsteady flow Saint-Venant equations are introduced, and numerical propagation calculations are performed in conjunction with the water level difference between the upstream and downstream boundaries (generally controlled within the range of 0.1~2.0m). This allows for the dynamic solution of the spatiotemporal evolution relationship between the flow rate Q(x,t) and the water level h(x,t) at each cross-section, ultimately forming a one-dimensional hydrodynamic calculation result for the canal system that can be used for scheduling coupling.

[0053] The specific one-dimensional unsteady flow Saint-Venant equations are as follows: Continuity equation: ; Momentum equation: ; in, The cross-sectional area of ​​the water passage. For traffic, Because of the water depth, For lateral inflow, It is the acceleration due to gravity. It is a bottom slope. The friction gradient is calculated using the Manning formula. The spatial coordinates along the direction of water flow in the channel are defined as a distance variable that gradually increases along the direction of water flow, with the origin at the starting point of the channel (or the upstream section).

[0054] The Preissmann implicit scheme is used for numerical discretization, which has the advantages of good stability and high accuracy, and is suitable for the simulation of unsteady flow in long-distance water conveyance channels.

[0055] Optionally, in step S3, a gate overcurrent calculation model is established: Select the corresponding preset contraction coefficient according to the gate type of the gate node, and calculate the water depth parameter of the contraction section based on the proportional relationship between the contraction coefficient and the current opening of the gate node. In this embodiment, during actual operation, parameterization is first performed based on the gate structure type. For example, the contraction coefficient for flat gates and arc gates is between 0.62 and 0.75 (for flat gates, the empirical formula of Nanjing Hydraulic Research Institute can be used for calculation). The current gate opening is then combined with proportional mapping to couple the opening and contraction effect into an equivalent contraction section height, i.e., the contraction section water depth parameter. This height is used to characterize the actual compression degree of the water flow at the gate. The calculation process is usually updated every 5 minutes to adapt to changes in operating conditions.

[0056] Obtain the upstream water level information of each gate node, and calculate the total upstream water head by combining the channel bottom elevation connected to the gate node in the engineering parameters; In a further embodiment, the water level monitoring value in front of the gate is read synchronously (accuracy of approximately ±0.01m), and the corresponding channel bottom elevation (usually a relative elevation value in the range of 50~300m) is retrieved from the irrigation area engineering design drawing. The effective water head in front of the gate is obtained by subtracting the two values. At the same time, a local energy loss coefficient of 0.1~0.3 is introduced to correct the water head to reflect the actual energy attenuation and make the subsequent calculations closer to the real flow state.

[0057] The flow rate of each gate node is obtained based on the flow distribution of the sluice gate. The flow velocity at the contraction section is calculated by combining the water depth parameter of the contraction section with the flow rate. The characteristic parameters of the incoming flow state are constructed by combining the gravitational acceleration. In a further embodiment, the known discharge flow rate (based on 0.5~5) is used. Given a range, the average flow velocity of the cross-section is calculated by combining it with the parameters of the contraction section, and gravitational acceleration is introduced. The Froude number, a characteristic parameter of the incoming flow state, is constructed to determine whether the flow state is close to the critical state. This parameter will also serve as a criterion for whether a hydraulic jump or jet diffusion will occur subsequently.

[0058] Referring to the momentum conservation relationship and based on the characteristic parameters of the incoming flow state, the conjugate water depth corresponding to the water depth parameters of the contraction section is calculated to form the conjugate water depth of the contraction section; In a further embodiment, based on the concept of momentum conservation, the calculated flow velocity and water depth are substituted into the inverse relationship to obtain the conjugate water depth corresponding to the contraction section. This value reflects the energy balance state when the water flow extends downstream from the contraction section, and iterative correction is performed with an error tolerance range of 0.05m to ensure physical consistency.

[0059] The conjugate water depth of the contraction section is compared with the pre-acquired downstream water level information of each gate node. The gate flow rate is calculated by selecting the gate outlet outflow calculation method corresponding to each gate node, and the gate flow rate calculation results under different outflow conditions are uniformly expressed, thereby constructing a gate flow rate calculation model.

[0060] In a further embodiment, the conjugate water depth is compared with the measured water level after the gate. If the water level after the gate is lower than the critical water depth, it is determined to be a free outflow state; otherwise, it is a submerged outflow state. The final flow rate through the gate is calculated using different orifice flow or submerged correction relationships, and is uniformly converted into a standard flow expression for subsequent canal system model input, ensuring that the flow results under different working conditions can be directly integrated into the overall hydrodynamic calculation system.

[0061] Optionally, calculating the gate flow rate includes: The downstream water depth is obtained based on the downstream water level information. If the downstream water depth is less than the conjugate water depth of the contraction section, the current gate outflow state is determined to be free outflow state; if the downstream water depth is greater than or equal to the conjugate water depth of the contraction section, the current gate outflow state is determined to be submerged outflow state. When the current gate outflow state is determined to be free outflow state, the gate outflow expression form is constructed based on the total head in front of the gate and the gate orifice width of the gate node. The gate opening, gate orifice width and preset flow coefficient are combined and calculated to obtain the gate flow rate under free outflow state. When the current gate outflow state is determined to be a submerged outflow state, a preset submergence coefficient is introduced based on the gate orifice outflow expression form, and the gate opening, gate orifice width and preset flow coefficient are combined and calculated to obtain the gate flow rate under the submerged outflow state.

[0062] In this embodiment, the formula for calculating the gate's flow rate can be expressed as: Free outflow state ( ): ; Submerged outflow ( ): ; in, For the flow rate through the gate, The flow coefficient (for flat gates, it can be calculated using the empirical formula from the Nanjing Hydraulic Research Institute). The width of the gate opening. For the gate opening, For the full head of water in front of the sluice gate, This is the submergence coefficient (related to the subsurface flow ratio). Due to the downstream water depth, To reduce the conjugate water depth of the cross section.

[0063] For a given target flow rate, the required gate opening can be obtained by solving the inverse problem of the above equation, and then converted into the hoist stroke or number of openings according to the gate type.

[0064] Optionally, establishing the pump station operation model in step S3 includes: Based on the engineering parameters of the pump station nodes in the irrigation district water conservancy project data, determine the flow rate, head, and number of operating pumps for a single pump. In this embodiment, the engineering parameters of the pumping stations in the design drawings are first organized into a structured table. For example, the rated flow rate of a single pump unit for each pumping station is taken as 0.3~1.2. The head of the device is usually in the range of 8 to 35 m. At the same time, the upper limit of the unit configuration is recorded as 2 to 6 units. A basic performance file is established by combining the impeller diameter and efficiency curve (the efficiency range is generally 0.75 to 0.88) for subsequent unified calculation.

[0065] By comparing the target flow rate with the maximum pump station flow rate derived from the flow rate of a single pump, the head of the pump unit, and the number of pumps in operation, the operating mode of each pump station node is selected, thereby constructing a pump station operation model.

[0066] In a further embodiment, during the operation configuration phase, the target water lifting volume and single-unit capacity given by the current scheduling are matched and calculated. First, the actual output of a single unit under the effective head formed by the current water level difference is calculated. Then, the maximum deliverable flow rate Qmax is obtained by parallel superposition: Qmax = number of units × rated flow rate of a single unit × correction coefficient. The correction coefficient is used to reflect the efficiency decay when the head deviates from the design point, and is generally reduced by 0.85~0.95 to obtain the current limit water supply capacity of the pumping station. Subsequently, the target water lifting volume is compared with the calculated maximum deliverable flow rate. If the target water lifting volume is close to or slightly lower than Qmax, the minimum start-stop combination scheme is adopted first, such as prioritizing the start of 2 medium-high efficiency units. If the target water lifting volume is significantly lower than the single-unit capacity, the single-pump operation mode is switched. If the target water lifting volume exceeds the current upper limit, the number of operating units is increased or a high-head standby unit is switched. The adjustment step size is controlled within ±1 unit for gradual correction, and finally a pumping station operation combination structure that meets hydraulic constraints and has better operating efficiency is formed.

[0067] Most importantly, if the pump station node uses a variable frequency pump, the specific method for selecting the corresponding pump station node's operating mode is as follows: The maximum pump station flow rate for the corresponding pump station node is determined based on the flow rate of a single pump, the head of the device, and the pump speed of the variable frequency pump. By comparing the target flow rate with the maximum pump station flow rate obtained from the control target of the corresponding pump station node, the operating mode of each pump station node is selected, thereby constructing a pump station operation model.

[0068] In another embodiment, if the pumping station uses variable frequency pumps, the pump speed can be replaced with the corresponding position of the number of operating pumps in the pumping station operation model. It is worth noting that the pump station operation model can take the form of: ;in, This refers to the flow rate of a single water pump. The pump head (difference between upstream and downstream water levels) is the pump head. This refers to the pump speed (for variable frequency pumps) or the number of pumps in operation (for constant speed pumps).

[0069] For constant-speed pumps, the target flow rate requirement can be met by adjusting the number of pumps in operation and the start-up time. When the target water extraction volume is less than or equal to the maximum flow rate of a single pump, one pump is started, and the running time is... , The pump flow rate (unit: When the target flow rate exceeds the maximum capacity of a single pump, multiple pumps are started in parallel; the operating efficiency of the pumping station is considered to avoid the pumps operating in the inefficient zone.

[0070] It is worth noting that the so-called high-efficiency and low-efficiency zones in pump station operation are essentially the division of the operating range of the pump's efficiency curve under different combinations of head and flow rate. Generally, the point of highest efficiency on the pump's characteristic curve is used as the center, and the efficiency is... The optimal operating range is defined as the high-efficiency zone, where the flow rate is typically 0.8 to 1.1 times the rated flow rate, the head deviation from the design value is no more than ±10%, the internal flow state of the impeller is relatively stable, energy loss is small, and the unit water delivery energy consumption is the lowest. However, when the operating point deviates from this range, for example, when the flow rate is less than 0.5 times or more than 1.2 times the rated value, or the head deviation exceeds ±20%, the pump enters the low-efficiency zone. In this zone, backflow, eddies, or increased cavitation are more likely to occur, and efficiency drops significantly. This will also lead to a significant increase in vibration and energy consumption. Therefore, during the scheduling process, priority is usually given to ensuring that the operating points of pump stations fall within the high-efficiency zone as much as possible, in order to guarantee the overall economic efficiency of water delivery and the stability of the equipment.

[0071] Optionally, the initial operations for solving each gate include: The target flow rate of each gate node is determined based on the flow distribution of the sluice gate. In this embodiment, the sluice gate flow distribution is broken down into target flow sequences for each gate according to nodes. For example, with a time step of 1 hour, the target flow for each gate is set between 0.5 and 4.0. The range is then adjusted by combining the channel allocation weight coefficient (usually normalized to the downstream water use ratio of 0.1~0.3) to obtain the target flow rate that each gate must meet in the current time period.

[0072] The gate flow calculation model is solved based on the target flow rate and the real-time water level information obtained in front of the gate, so as to set the initial opening of each gate and obtain the initial operation of each gate. In a further embodiment, the target gate flow rate and the real-time upstream water level (sampling period approximately 300s, accuracy ±0.01m) are jointly input into the corresponding gate flow rate formula in the gate flow calculation model. The gate orifice width and local flow coefficient of 0.6~0.8 are introduced for back calculation. First, the conjugate water depth of the contraction section required to meet the target gate flow rate is estimated, and then converted into the gate opening. Generally, the initial opening is limited to the range of 0.2~0.6m, and a safety adjustment margin of ±0.05m is set to avoid excessive water level fluctuations caused by transient flow impacts.

[0073] By pre-setting the discharge formula and back-calculating the required gate opening for each gate node on the reservoir side based on the reservoir water level and capacity curves and discharge capacity curves during the reservoir outflow process, the initial operation of each gate in the reservoir is obtained.

[0074] In a further embodiment, the reservoir's capacity curve (stored in the form of a discrete table of "water level - capacity", with a step size of 0.1m corresponding to the change in reservoir capacity at water level) and the discharge capacity curve (the maximum discharge capacity is generally between 5 and 50) are combined during the reservoir outflow process. The process involves back-calculating the range of water levels. First, the upper limit of the release volume is calculated based on the current water level. Then, the corresponding opening degree is calculated using the weir or orifice flow formula. Finally, the opening degree is checked and corrected against the maximum allowable opening degree (usually 0~1.5m). This yields the initial operation plan for the reservoir gate that satisfies both downstream distribution needs and reservoir capacity safety constraints.

[0075] Optionally, optimizing the initial operation plan for each pumping station includes: The pump station operation process in the verified hydrodynamic simulation is divided into several stages according to the preset stage duration. In this embodiment, the validated hydrodynamic simulation process is divided into segments based on time, for example, with each segment lasting 2 hours, resulting in 12 segments per day; each segment corresponds to a set of pump station operation records. The advantage of this approach is that it discretizes the continuous process, facilitating subsequent segment-by-segment optimization, while also aligning with the time step of the preceding hydrodynamic model (e.g., 300 seconds), ensuring data consistency.

[0076] The water levels in the forebay and rearbay of each pumping station at each stage are used as the state variables for that stage, and the number of pumps started and the running time of each pumping station are used as the decision variables for that stage. In a further embodiment, in each stage, the water levels in the forebay and aft bay of the pumping station are extracted and treated as "states," such as controlling the forebay water level range at 2.5–4.0 m and the aft bay water level at 1.8–3.5 m; while "how to adjust the pumps" is treated as a decision, such as how many pumps to operate (0–4) and how long this stage will run (e.g., 0–120 min). In this way, each stage forms a combination of "water level state + operational decision," providing a basis for subsequent calculations.

[0077] The water level changes under the combination of state variables and decision variables are solved according to the preset state transition equation, and the operating efficiency is calculated in stages. In a further embodiment, the next stage state is deduced according to the state transition equation. This relationship can be understood as: current water level + (inflow rate - outflow rate) × time / cross-sectional area, for example, the cross-sectional area is taken as 50-120 m²; the pump station outflow is determined by "single pump flow rate × number of pumps × operating time" (e.g., 0.6 times the flow rate of a single pump). After each segment is calculated, the efficiency also needs to be calculated, for example, expressed as the reciprocal of the energy consumption per unit of water pumping volume. The value is generally controlled between 0.6 and 0.9 to measure whether the operation of this segment is economical.

[0078] The state transition equation can take the form of: ;in: The inflow rate to the pump station forebay (from the upstream channel or reservoir, provided by hydrodynamic simulation); The flow rate of a single pump is a function of the head (interpolated from the pump characteristic curve). The surface area of ​​the forebay; the number of pumps operating at each pumping station. Rear pool water level The changes are similar, but downstream water use and channel water conveyance need to be considered.

[0079] The lowest operating water level of each pumping station node is used as the terminal constraint water level, and the operating efficiency of each stage is used as the stage revenue function. The stage optimal value function with state variables as independent variables is constructed, and the optimal start-up and shutdown scheme of each pumping station and the water level process of each time period are solved by reverse recursion.

[0080] In a further embodiment, working backward from the end stage, the minimum operating water level (e.g., the forebay level not lower than 2.3m) is used as a hard constraint, and any system that does not meet this constraint is directly eliminated. Under the premise of meeting the constraint, the efficiency of each segment is accumulated to form a "total benefit," and then the optimal combination is selected segment by segment backward. By working backward step by step in this way, it is possible to determine how many pumps should be operated and for how long in each time period, while also obtaining the corresponding water level change process, ensuring both safety and relative energy savings.

[0081] The recurrence relation can be in the form of reverse recurrence: ; in: The feasible decision set (satisfying constraints such as the high efficiency zone of the water pump, the number of start-ups and shutdowns, and the total daily water lifting volume).

[0082] initial water level It is known that the terminal water level must meet constraints (such as not being lower than the minimum operating water level), but no fixed value is set.

[0083] Optionally, the convergence conditions in iterative optimization include: The absolute value of the flow change at each major control section obtained from two consecutive iterations of optimization calculations is less than the preset flow change threshold, which is taken as the convergence criterion for hydraulic state change. In this embodiment, the calculation results from the two rounds are compared section by section. For example, the previously determined main control sections (such as the area before the gate or at the diversion point) are selected, and the flow difference obtained in the two rounds is compared. If the changes in all sections are less than a set threshold (generally 0.05 to 0.1), the comparison is successful. If the hydraulic state is considered basically stable, then this threshold is not arbitrarily set; it is usually determined in conjunction with the channel design flow rate (e.g., 3-8). The percentage should be set at 1% to 2% to ensure accuracy while avoiding excessive iteration.

[0084] The efficiency change convergence criterion is that the relative change in running efficiency obtained from two consecutive iterations of optimization is less than a preset efficiency threshold. In this embodiment, the change in overall operating efficiency is also considered. The ratio of the total efficiency obtained from the two iterations is calculated. If the relative change is less than 1% (e.g., within the range of 0.98 to 1.02), it means that further optimization will not yield much benefit. The efficiency here is the result of the previous stage calculations and weighted summation, so the change trend is relatively smooth. Using it as a judgment standard is relatively stable and not easily affected by local fluctuations.

[0085] In each iteration of optimization, the gate opening back calculation error must be less than or equal to the preset error threshold, and the pump station operation process must meet all constraints; In a further embodiment, a separate engineering verification is performed in each round of calculation. For example, the gate opening calculated in reverse is brought back into the flow formula for verification. The error is generally controlled within ±3%. At the same time, it is checked whether the pump station violates the constraints, such as whether the water level in the forebay is lower than the minimum operating water level (e.g., 2.3m), or whether the number of pumps started and stopped exceeds the upper limit (e.g., no more than 4 pumps). These are hard constraints. If they are not met, adjustments must be made and the calculation must be repeated.

[0086] The iteration stops when both the hydraulic state change convergence criterion and the efficiency change convergence criterion are met simultaneously, or when the maximum number of iterations is reached.

[0087] In a further embodiment, whether to stop the iteration depends on observing the convergence criteria for hydraulic state changes and efficiency changes. If both are met, the iteration ends directly. If they are not met, the iteration will not continue indefinitely. Generally, it will run a maximum of 20 rounds, and the result with the smallest error and the highest efficiency will be taken as the output. This achieves a trade-off between computation time and result accuracy.

[0088] Of particular importance are the methods for determining the main control sections, including: Several virtual detection sections are inserted at preset intervals along the main canal and branch canal in the topology of the irrigation area water conservancy project. At the same time, the locations where geometric abrupt changes occur in the canal are detected, and each virtual detection section and the location where geometric abrupt changes occur are used as candidate sections. In this embodiment, virtual detection cross-sections are deployed along the main canal and branch canals at predetermined intervals (e.g., one virtual cross-section every 500m). These virtual cross-sections are pre-defined based on the geometric features of the canals to ensure they can effectively capture the water flow status within the canals. Simultaneously, locations of geometrical abrupt changes in the canals, such as sharp bends and bridge locations, must be identified, as these areas experience significant water flow variations that can affect water level distribution. These locations, along with the virtual cross-sections, are included in a candidate cross-section set for subsequent water flow monitoring.

[0089] Based on the design conditions in the irrigation district engineering design drawings, set the flow disturbance amplitude corresponding to each design condition; In a further embodiment, based on the design conditions on the irrigation district design drawing, such as different rainfall and irrigation needs, the flow disturbance amplitude under each condition is set (e.g., increase by 10%, decrease by 5%, etc.). These disturbances represent different situations that may occur in actual operation, and are used to simulate the impact of different conditions on water flow.

[0090] Based on the topological connectivity of each candidate section, the flow disturbance amplitude corresponding to each design condition is applied to the candidate section, and the water level response attenuation of each candidate section in the range of 500m to 3000m upstream and downstream is calculated by the one-dimensional hydrodynamic model of the canal system. In a further embodiment, based on the topological connectivity of the candidate cross-sections, i.e., the influence of flow and water level between upstream and downstream cross-sections, we apply a corresponding flow disturbance at each candidate cross-section and perform simulation calculations using a one-dimensional hydrodynamic model of the canal system (such as the Saint-Venant equation). This allows us to obtain the response attenuation of the water level within a range of 500m to 3000m around the cross-section and observe the spatial transmission of the flow disturbance, ensuring that the model accurately reflects changes in water flow.

[0091] Based on the water level response attenuation under each design condition, the response slope of each candidate section under different design conditions is calculated, and candidate sections with response slopes higher than the preset slope threshold are selected as the main control sections.

[0092] In a further embodiment, based on the simulation results, the response slope of each candidate cross-section is calculated, i.e., the sensitivity of water level to flow rate changes. If the response slope of some candidate cross-sections exceeds a preset threshold (e.g., slope greater than 0.05), these cross-sections are selected as the main control cross-sections.

[0093] Of particular importance are the methods for determining the insertion spacing, including: Based on the characteristics of each channel section in the irrigation district engineering design drawings, the channels are divided into gentle sections and rapid flow sections; In this embodiment, the irrigation district is divided into various channels according to the engineering design drawings. By examining the characteristics of each channel segment (such as the slope of the water flow, channel type, etc.), the channels are divided into two main categories: gentle sections and rapid flow sections. Gentle sections are generally areas where the water flow velocity changes little, while rapid flow sections are areas where the water flow velocity changes significantly and the flow rate fluctuates noticeably.

[0094] The insertion spacing for the gentle flow section and the rapid flow section are set separately. The spacing for the gentle flow section is set to a fixed spacing according to the velocity variation characteristics of the corresponding channel section, and the spacing for the rapid flow section is set to a denser spacing according to the flow standard deviation of the corresponding channel section. In a further embodiment, insertion intervals were set for different sections. In gentle sections, a fixed interval was set based on the flow velocity variation characteristics of the area, such as inserting a virtual cross-section every 1 kilometer. This allows for accurate monitoring of changes in the flow state without frequently adding measuring points. For rapid flow sections, where the flow changes are more drastic, the insertion intervals were set more closely. Specifically, the spacing was determined based on the standard deviation of the flow rate in that section; the larger the standard deviation of the flow rate variation, the smaller the spacing between cross-sections.

[0095] Determine the velocity gradient change rate of the boundary region between the gentle section and the rapid section. The boundary region where the velocity gradient change rate exceeds the preset change rate threshold is taken as the transition interval. The insertion spacing of the boundary region is set as the average value between the densified spacing and the fixed spacing.

[0096] In a further embodiment, attention is focused on the boundary regions between gentle and rapid flow sections. The rate of change of velocity gradient in these boundary regions is typically large; therefore, the rate of change of velocity is calculated, and based on a preset threshold (e.g., a rate of change greater than 0.5 m / s), it is determined which areas require special attention. These regions with significant gradient changes are called transition zones, and the insertion spacing in these regions is set to the average of the densified spacing and the fixed spacing, ensuring that key flow information can be effectively monitored even in transition zones where the flow changes rapidly.

[0097] Therefore, the embodiments should be considered as exemplary and non-limiting in all respects, and the scope of the invention is defined by the appended claims rather than the foregoing description. Thus, all variations falling within the meaning and scope of the equivalents of the application are intended to be included within the invention.

[0098] The above description is merely a specific embodiment of the present invention, enabling those skilled in the art to understand or implement the invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the invention. Therefore, the present invention is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features of the invention herein.

Claims

1. A reservoir-gate-pump group water resources optimal scheduling method suitable for irrigation areas, characterized in that, Includes the following steps: Step S1: Receive the optimized allocation of irrigation district water resources, which includes the target water supply of each water outlet, the outflow process of the reservoir, the flow distribution of the sluice gate, and the flow distribution of the pumping station. Step S2: Obtain irrigation district water conservancy project data and construct the irrigation district water conservancy project topology based on the irrigation district water conservancy project data; Step S3: Based on the optimized allocation of water resources in the irrigation area and the engineering parameters in the irrigation area water conservancy project data, establish a one-dimensional hydrodynamic model of the canal system, a gate flow calculation model, and a pumping station operation model respectively; Step S4: Couple the one-dimensional hydrodynamic model of the canal system, the gate flow calculation model, and the pump station operation model to construct a water resource scheduling efficiency optimization model; Step S5: Use a pre-defined simulation-optimization coupled solution method to solve the water resource scheduling efficiency optimization model, and then output the final scheduling scheme.

2. The method for optimized water resource scheduling of reservoir-sluice gate-pump group in irrigation areas according to claim 1, characterized in that, The simulation-optimization coupled solution method in step S5 includes: Based on the target water supply volume of each branch point, the target flow rate of each section of the upstream canal system is deduced in reverse, and the initial operation plan of each pumping station is set through the pumping station operation model. The initial operation of each gate is solved by using a gate flow calculation model and combining the reservoir outflow process with the target flow rate of each upstream section. Based on the initial operation of each gate and the initial operation plan of each pumping station, the topological relationship of the irrigation area water conservancy project was substituted, and hydrodynamic simulation was performed through a one-dimensional hydrodynamic model of the canal system to verify the flow and water level of each canal section. Based on the verification results, the initial operation of each gate and the initial operation plan of each pumping station are iteratively optimized to output the final scheduling plan.

3. The method for optimized water resource scheduling of reservoir-sluice gate-pump group in irrigation areas according to claim 1, characterized in that, Step S2 involves constructing the topology of the irrigation district water conservancy project, including: Extracting irrigation district water conservancy project data from irrigation district engineering design drawings determines the type of each water conservancy project node and river type, including reservoir nodes, gate nodes, pumping station nodes, and water diversion point nodes; Based on the upstream and downstream relationships between each water conservancy project node and the type of connected river, the flow direction and transmission relationship between each water conservancy project node are defined, the flow transmission relationship between each water conservancy project node is established, and thus the topological relationship of irrigation district water conservancy projects is constructed.

4. The method for optimized water resource scheduling of reservoir-sluice gate-pump group in irrigation areas according to claim 1, characterized in that, Step S3, establishing a one-dimensional hydrodynamic model of the canal system, includes: Based on the geometric shape of each channel cross-section in the topological relationship of the irrigation area water conservancy project, a functional relationship between water depth and cross-sectional area is pre-constructed. Real-time water level and flow rate data of each channel section are obtained, and the corresponding cross-sectional area is determined by interpolation based on the functional relationship between water depth and cross-sectional area. Based on the real-time water level, flow rate data and cross-sectional area of ​​each channel section, and using the pre-set one-dimensional unsteady flow Saint-Venant equations to describe the flow motion of the canal system, a one-dimensional hydrodynamic model of the canal system is constructed.

5. The method for optimized water resource scheduling of reservoir-sluice gate-pump group in irrigation areas according to claim 1, characterized in that, In step S3, the gate overcurrent calculation model is established: Select the corresponding preset contraction coefficient according to the gate type of the gate node, and calculate the water depth parameter of the contraction section based on the proportional relationship between the contraction coefficient and the current opening of the gate node. Obtain the upstream water level information of each gate node, and calculate the total upstream water head by combining the channel bottom elevation connected to the gate node in the engineering parameters; The flow rate of each gate node is obtained based on the flow distribution of the sluice gate. The flow velocity at the contraction section is calculated by combining the water depth parameter of the contraction section with the flow rate. The characteristic parameters of the incoming flow state are constructed by combining the gravitational acceleration. Referring to the momentum conservation relationship and based on the characteristic parameters of the incoming flow state, the conjugate water depth corresponding to the water depth parameters of the contraction section is calculated to form the conjugate water depth of the contraction section; The conjugate water depth of the contraction section is compared with the pre-acquired downstream water level information of each gate node. The gate flow rate is calculated by selecting the gate outlet outflow calculation method corresponding to each gate node, and the gate flow rate calculation results under different outflow conditions are uniformly expressed, thereby constructing a gate flow rate calculation model.

6. The method for optimized water resource scheduling of reservoir-sluice gate-pump group in irrigation areas according to claim 5, characterized in that, Calculating the gate flow rate includes: The downstream water depth is obtained based on the downstream water level information. If the downstream water depth is less than the conjugate water depth of the contraction section, the current gate outflow state is determined to be free outflow state; if the downstream water depth is greater than or equal to the conjugate water depth of the contraction section, the current gate outflow state is determined to be submerged outflow state. When the current gate outflow state is determined to be free outflow state, the gate outflow expression form is constructed based on the total head in front of the gate and the gate orifice width of the gate node. The gate opening, gate orifice width and preset flow coefficient are combined and calculated to obtain the gate flow rate under free outflow state. When the current gate outflow state is determined to be a submerged outflow state, a preset submergence coefficient is introduced based on the gate orifice outflow expression form, and the gate opening, gate orifice width and preset flow coefficient are combined and calculated to obtain the gate flow rate under the submerged outflow state.

7. The method for optimized water resource scheduling of reservoir-sluice gate-pump group in irrigation areas according to claim 1, characterized in that, Step S3, establishing the pump station operation model, includes: Based on the engineering parameters of the pump station nodes in the irrigation district water conservancy project data, determine the flow rate, head, and number of operating pumps for a single pump. By comparing the target flow rate with the maximum pump station flow rate derived from the flow rate of a single pump, the head of the pump unit, and the number of pumps in operation, the operating mode of each pump station node is selected, thereby constructing a pump station operation model.

8. The method for optimized water resource scheduling of reservoir-sluice gate-pump group in irrigation areas according to claim 2, characterized in that, The initial operations for solving each gate include: The target flow rate of each gate node is determined based on the flow distribution of the sluice gate. The gate flow calculation model is solved based on the target flow rate and the real-time water level information obtained in front of the gate, so as to set the initial opening of each gate and obtain the initial operation of each gate. By pre-setting the discharge formula and back-calculating the required gate opening for each gate node on the reservoir side based on the reservoir water level and capacity curves and discharge capacity curves during the reservoir outflow process, the initial operation of each gate in the reservoir is obtained.

9. The method for optimized water resource scheduling of reservoir-sluice gate-pump group in irrigation areas according to claim 2, characterized in that, Optimizing the initial operation plan for each pumping station includes: The pump station operation process in the verified hydrodynamic simulation is divided into several stages according to the preset stage duration. The water levels in the forebay and rearbay of each pumping station at each stage are used as the state variables for that stage, and the number of pumps started and the running time of each pumping station are used as the decision variables for that stage. The water level changes under the combination of state variables and decision variables are solved according to the preset state transition equation, and the operating efficiency is calculated in stages. The lowest operating water level of each pumping station node is used as the terminal constraint water level, and the operating efficiency of each stage is used as the stage revenue function. The stage optimal value function with state variables as independent variables is constructed, and the optimal start-up and shutdown scheme of each pumping station and the water level process of each time period are solved by reverse recursion.

10. The method for optimized water resource scheduling of reservoir-sluice gate-pump group in irrigation areas according to claim 2, characterized in that, Convergence conditions in iterative optimization include: The absolute value of the flow change at each major control section obtained from two consecutive iterations of optimization calculations is less than the preset flow change threshold, which is taken as the convergence criterion for hydraulic state change. The efficiency change convergence criterion is that the relative change in running efficiency obtained from two consecutive iterations of optimization is less than a preset efficiency threshold. In each iteration of optimization, the gate opening back calculation error must be less than or equal to the preset error threshold, and the pump station operation process must meet all constraints; The iteration stops when both the hydraulic state change convergence criterion and the efficiency change convergence criterion are met simultaneously, or when the maximum number of iterations is reached.

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