River hydrodynamic force calculation method and device under cascade reservoir combined dispatching, medium and product
By dividing the target river channel into multiple control bodies and setting appropriate boundary conditions, the problem of cumbersome setting of boundary conditions in the water dynamic simulation calculation of cascade reservoirs is solved, the calculation efficiency and accuracy are improved, and the river channel under joint dispatch of cascade reservoirs is realized Hydrodynamic calculation.
Patent Information
- Application Number
- CN202411339731.9
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2024-09-24
- Publication Date
- 2024-12-31
AI Technical Summary
The boundary conditions set in the water dynamics simulation and calculation process of existing cascade reservoirs are complicated, the calculation efficiency is low, and the characterization ability is poor, making it difficult to accurately reflect the impact of joint scheduling of cascade reservoirs.
The target river channel is divided into multiple control bodies, and the initial water level and flow rate are calculated by linear interpolation using hydrological data to construct a hydrodynamic model, and the joint scheduling scheme of upstream inflow, downstream outflow, tributary inflow and cascade reservoir are used as boundary conditions to pass water The dynamic model simulates the calculation of water level, flow rate and flow rate.
The process of setting boundary conditions is simplified, the calculation efficiency and characterization ability of hydrodynamic data are improved, and the calculation of river water dynamics under joint scheduling of cascade reservoirs is realized, which enhances the accuracy and modeling efficiency of the model.
Smart Images
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Abstract
Description
Technical Field
[0001] The present application relates to the field of reservoir regulation, and in particular to a method, equipment, medium and product for calculating river hydrodynamics under the joint regulation of cascade reservoirs. Background Art
[0002] With the development of social economy, my country's demand for water resources continues to rise. The construction of cascade hydropower stations can more effectively utilize river water resources, alleviate the contradiction between supply and demand of regional water resources, and at the same time have the ability to comprehensively regulate multiple objectives such as flood control, power generation, irrigation, and shipping. At present, cascade hydropower development has become a common mode of domestic hydropower development. However, the development and construction of cascade hydropower will have a huge impact on river flow and ecological environment. On the one hand, the rise of reservoir water level will directly change the flood process and water temperature distribution of the river; on the other hand, the construction of dams will physically block the river, slow down the flow rate of the reservoir, and have an adverse impact on river water quality, sediment transport, fish habitat, etc. In order to study the impact of cascade hydropower development on river flow and ecological environment, constructing a hydrodynamic-water environment mathematical model has become a widely used research method, and accurately calculating the hydrodynamic state of the river is an important basis for constructing all water environment mathematical models.
[0003] In recent years, my country has built a number of cascade hydropower projects, such as the four cascade reservoirs of Wudongde, Baihetan, Xiluodu and Xiangjiaba in the lower reaches of the Jinsha River. The dispatching and operation rules of reservoirs at all levels directly affect the hydrodynamic state and discharge flow of the river in the reservoir area, and the discharge flow of the reservoir at this level will affect the hydrodynamic state of the next cascade reservoir. At present, the boundary condition setting process of the hydrodynamic simulation calculation process of the existing cascade reservoirs is cumbersome, the hydrodynamic calculation process is cumbersome and complex, the efficiency is low, and the representation ability of the hydrodynamic calculation is poor. Summary of the invention
[0004] The purpose of this application is to provide a method, equipment, medium and product for calculating river hydrodynamics under the joint regulation of cascade reservoirs, which can simplify the boundary conditions of the hydrodynamic model of the target river and improve the calculation efficiency and characterization ability of hydrodynamic data.
[0005] To achieve the above objectives, this application provides the following solutions:
[0006] In the first aspect, the present application provides a method for calculating river hydrodynamics under the joint dispatch of cascade reservoirs, including: obtaining topographic section data, hydrological data and a joint dispatch plan of cascade reservoirs of a target river; the target river is the river where the cascade reservoirs are located; the hydrological data include upstream inflow water level and flow, downstream outflow water level and flow, hydrological monitoring data of hydrological stations in the target river and lateral inflow flow of tributaries; dividing the target river into multiple river sections according to the positions of different topographic sections in the topographic section data, and taking each river section as a control body; using the hydrological data to calculate the initial water level and initial flow of each control body by using the linear interpolation method; and calculating the initial water level and initial flow of each control body according to each The initial water level and initial flow of each control body are used to construct a hydrodynamic model of the target river; the model parameters of the hydrodynamic model of the target river are set; the model parameters include: start time, stop time, time step, riverbed Manning coefficient and boundary conditions; the boundary conditions are set as follows: the upstream inflow flow is used as the upper boundary condition; the downstream outflow flow is used as the lower boundary condition; the lateral inflow flow of the tributary is used as the outer boundary condition; the cascade reservoir joint scheduling plan is used as the inner boundary condition; the hydrodynamic data of each control body at different time steps in the start and end time period are simulated and calculated through the hydrodynamic model of the target river; the hydrodynamic data include: water level, flow velocity and flow.
[0007] In a second aspect, the present application provides a computer device comprising: a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement any of the above-described methods for calculating river hydrodynamics under the joint dispatch of cascade reservoirs.
[0008] In a third aspect, the present application provides a computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements any of the above-described methods for calculating river hydrodynamics under the joint dispatch of cascade reservoirs.
[0009] In a fourth aspect, the present application provides a computer program product, including a computer program, which, when executed by a processor, implements any of the above-mentioned methods for calculating river hydrodynamics under the joint scheduling of cascade reservoirs.
[0010] According to the specific embodiments provided in this application, this application discloses the following technical effects:
[0011] This application divides the target river into multiple control bodies, takes the entire target river as the overall hydrodynamic model, uses hydrological data and linear interpolation to calculate the initial water level and initial flow of multiple control bodies, initializes the hydrodynamic model and sets model parameters, takes the upstream inflow flow as the upper boundary condition, takes the downstream outflow flow as the lower boundary condition, takes the cascade reservoir joint scheduling scheme as the inner boundary condition, and obtains the hydrodynamic data of each control body at different time steps within the start and end time through the hydrodynamic model simulation calculation of the target river. This application can complete the calculation of hydrodynamic data by constructing a hydrodynamic model for the entire target river, simplifies the boundary condition setting process, improves the calculation efficiency of hydrodynamic data, and takes the cascade reservoir joint scheduling scheme as the inner boundary condition, which improves the characterization ability of hydrodynamic calculation. BRIEF DESCRIPTION OF THE DRAWINGS
[0012] In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, the drawings required for use in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.
[0013] Figure 1 A flow chart of a method for calculating river hydrodynamics under the joint dispatch of cascade reservoirs provided in an embodiment of the present application.
[0014] Figure 2 A schematic diagram of the control volume distribution provided in an embodiment of the present application.
[0015] Figure 3 A topographic cross-sectional elevation map of the uppermost portion of a target river channel according to an embodiment of the present invention provided in an embodiment of the present application.
[0016] Figure 4 This is a topographic cross-sectional elevation map of the downstream portion of the target river provided in an embodiment of the present application.
[0017] Figure 5 A schematic diagram of the initial water level of the target river provided in an embodiment of the present application.
[0018] Figure 6 A comparison chart of the calculated water level along the target river provided in the embodiment of the present application and the measured values at the hydrological stations.
[0019] Figure 7 A schematic diagram of the structure of a computer device provided in an embodiment of the present application. DETAILED DESCRIPTION
[0020] The following will be combined with the drawings in the embodiments of the present application to clearly and completely describe the technical solutions in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, not all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of this application.
[0021] In order to make the above-mentioned objects, features and advantages of the present application more obvious and easy to understand, the present application is further described in detail below with reference to the accompanying drawings and specific implementation methods.
[0022] At present, the common method is to construct a hydrodynamic model from upstream to downstream reservoir by reservoir, and use the discharge flow (or natural flow) of the previous cascade reservoir and the dispatching and operation rules of the reservoir at this level as boundary conditions to calculate the hydrodynamic state of the river in the reservoir area. This modeling method has great limitations. On the one hand, it is necessary to build multiple hydrodynamic models, the boundary condition setting process is cumbersome, the hydrodynamic calculation process is cumbersome and complex, and the efficiency is low; on the other hand, the multi-level hydrodynamic model needs to wait for the calculation of the previous cascade reservoir to be completed, and then use the discharge flow calculation results as the boundary conditions of the next cascade reservoir for calculation. The calculation process is complex and time-consuming, and it cannot reflect the characteristics of the joint dispatching of cascade reservoirs. The representation ability of hydrodynamic calculation is poor. Therefore, there is an urgent need for an accurate, simple and fast method to calculate the hydrodynamics of the river under the joint dispatching of cascade reservoirs.
[0023] Example 1
[0024] like Figure 1 As shown, the present application provides a method for calculating river hydrodynamics under the joint regulation of cascade reservoirs, including:
[0025] S1. Obtain topographic cross-section data, hydrological data and a joint dispatching scheme for cascade reservoirs of a target river; the target river is the river where the cascade reservoirs are located; the hydrological data include upstream inflow water level and flow, downstream outflow water level and flow, hydrological monitoring data of hydrological stations in the target river and lateral inflow flow of tributaries; the joint dispatching scheme for cascade reservoirs includes: controlling the downstream flow and controlling the water level in front of the dam.
[0026] S2. Figure 2 As shown in the figure, the target river is divided into multiple river sections according to the positions of different terrain sections in the terrain section data, and each river section is taken as a control body, specifically including:
[0027] The midpoints of all adjacent terrain sections are extracted as reference points, the reference point before the terrain section is used as the starting point of the control volume, and the reference point after the terrain section is used as the end point of the control volume. Multiple river sections are obtained, and each river section is used as a control volume.
[0028] In the specific implementation process, we first sorted out the topographic cross-section data of the target river channel and used the linear interpolation method to encrypt the cross-section. When using the Godunov finite volume method to solve the Saint-Venant equation, we first divide the calculation area into structured grids. The finite volume discretization in the Cartesian coordinate system is shown in the attached figure. Figure 2 As shown in the figure, the black dots represent terrain sections. The first black dot on the left is the most upstream terrain section (the first terrain section) of the calculated river channel, and the black dot on the far right is the most downstream terrain section (the last terrain section). The calculation unit (control volume) of the finite volume method is divided by the midpoint of the adjacent terrain section. For example, the calculation range of the i-th control volume is from terrain section i-1 to the midpoint of terrain section i) to (the midpoint of terrain section i to terrain section i+1).
[0029] S3. Using hydrological data, the initial water level and initial flow of each control volume are calculated by linear interpolation method, including:
[0030] The upstream inflow water level and flow are used as the initial water level and initial flow of the first control body, the downstream outflow water level and flow are used as the initial water level and initial flow of the last control body, the detection data of the hydrological station is used as the intermediate correction value, and the initial flows of the remaining control bodies are linearly interpolated to obtain the initial water level and initial flow of each control body.
[0031] Optionally, at the initial state of the model, the initial values of the water level and flow of each control body ( and ) According to the monitoring data of the hydrological section, the value is manually assigned by linear interpolation method.
[0032] S4. Construct a hydrodynamic model of the target river channel based on the initial water level and initial flow of each control body.
[0033] S5. Set the model parameters of the hydrodynamic model of the target river; the model parameters include: start time, stop time, time step, riverbed Manning coefficient and boundary conditions; the boundary conditions are set as follows: the upstream inflow flow is used as the upper boundary condition; the downstream outflow flow is used as the lower boundary condition; the lateral inflow flow of the tributary is used as the outer boundary condition; and the cascade reservoir joint scheduling plan is used as the inner boundary condition.
[0034] In the actual application process, for i=1, that is, the first control body at the most upstream, the monitoring data of the upstream inflow flow is used as the upper boundary condition, and the flow of each calculation time layer is manually set by the linear interpolation method.
[0035] For i = N, i.e. the last control volume at the most downstream, the monitoring data of the downstream outflow flow / water level is used as the lower boundary condition, and the flow of each calculation time layer is manually set by linear interpolation.
[0036] S6. Calculate the hydrodynamic data of each control body at different time steps within the start and end time periods through the hydrodynamic model simulation of the target river; the hydrodynamic data include: water level, flow velocity and flow rate.
[0037] Step S6 specifically includes:
[0038] When the terrain section included in the control volume i is a non-dam site section (the area of the control volume i does not include the dam site section), the calculation formula for the hydrodynamic data is as follows:
[0039]
[0040] In the formula, is the flow rate of control body i at time (n+1), is the water level of control body i at time (n+1), is the flow velocity of control body i at time (n+1), is the water level of control volume i at time n, is the flow rate of control body i at time n, is the flow velocity of control body i at time n, Δt is the calculation time step, Δx is the length of control body; q in is the lateral inflow flow of the tributary of the control body i at time n, is the water surface width of the river channel of control body i at time n, is the cross-sectional area of the control body i at time n, g is the acceleration of gravity, gI1 and gI2 are the hydrostatic pressure and the lateral pressure caused by the change of longitudinal width, respectively. represents the riverbed slope of control volume i, It represents the resistance loss along the control body i at time n.
[0041] Optionally, the lateral inflow flow q of the tributary of the control body i at time n in According to the side inflow flow and the water level width of the control body i at this moment Perform calculations. If there is no tributary flowing into control volume i, it can be set to zero.
[0042] Optional, gI1 and gI2 according to It is calculated by the terrain section data of the control body i.
[0043] When the terrain section included in the control volume i is the dam site section (the dam site section is just within the area of the control volume i) and the internal boundary condition is to control the discharge flow, the calculation formula of the hydrodynamic data is as follows:
[0044]
[0045] In the formula, is the discharge flow interpolated to the n+1th moment according to the internal boundary conditions.
[0046] When the terrain section included in the control volume i is the dam site section and the internal boundary condition is to control the water level in front of the dam, the calculation formula for the hydrodynamic data is as follows:
[0047]
[0048] In the formula, is the water level in front of the dam at the n+1th moment interpolated according to the internal boundary conditions.
[0049] Furthermore, the calculation formula of the riverbed slope of the control volume i is as follows:
[0050]
[0051] In the formula, z bi represents the riverbed elevation of control volume i, and s represents the coordinate along the river channel deep line.
[0052] Furthermore, the calculation formula of the drag loss along the control body i at time n is as follows:
[0053]
[0054] In the formula, represents the drag loss along the control body i at time n, represents the Manning roughness coefficient of control volume i, represents the flow of control body i at time n; represents the hydraulic radius of control volume i at time n, represents the cross-sectional area of the control body i at time n, and According to the water level of control volume i And terrain section data calculation.
[0055] Optionally, the calculation formula for the hydrodynamic data of each control volume at different time steps is obtained by solving the one-dimensional Saint-Venant governing equations of the river channel by a Godunov-type finite volume method.
[0056] The one-dimensional Saint-Venant governing equations for the river channel are:
[0057]
[0058] In the formula, t represents the time variable, B represents the width of the river surface, z represents the water level, s represents the coordinate along the river channel, A represents the cross-sectional area; Q represents the flow rate; q in It represents the flow rate of the side inflow per width. If the side inflow is not considered, it can be set to zero; g represents the acceleration of gravity; S b Indicates the slope of the riverbed; S f represents the resistance loss along the way; gI1 represents the hydrostatic pressure; gI2 represents the lateral pressure caused by the change in longitudinal width.
[0059] This application divides the target river into multiple control bodies, takes the entire target river as the overall hydrodynamic model, uses hydrological data and linear interpolation to calculate the initial water level and initial flow of multiple control bodies, initializes the hydrodynamic model and sets model parameters, takes the upstream inflow flow as the upper boundary condition, takes the downstream outflow flow as the lower boundary condition, takes the cascade reservoir joint scheduling scheme as the inner boundary condition, and obtains the hydrodynamic data of each control body at different time steps within the start and end time through the hydrodynamic model simulation calculation of the target river. This application can complete the calculation of hydrodynamic data by constructing a hydrodynamic model for the entire target river, simplifies the process of setting boundary conditions, improves the calculation efficiency of hydrodynamic data, and takes the cascade reservoir joint scheduling scheme as the inner boundary condition to improve the characterization ability of hydrodynamic calculation. This application successfully realizes the joint calculation of hydrodynamics of cascade reservoirs, simplifies the construction process of the hydrodynamic mathematical model of cascade reservoirs and the steps of setting boundary conditions, and greatly improves the modeling efficiency of the cascade reservoir hydrodynamic model. At the same time, the mutual influence of the joint dispatching of cascade reservoirs is taken into account. According to the operation dispatching plan of each cascade reservoir at each moment, the change process of the hydrodynamic state of rivers at all levels under the joint dispatching of cascade reservoirs can be calculated in real time, which improves the accuracy of model calculation.
[0060] This application uses the hydrodynamic solution of the complex system of joint dispatch of four cascade reservoirs in the lower reaches of Jinsha River as an implementation case to explain the process of the present invention as follows:
[0061] The first step is to collect the cross-sectional topography of the river channel between the Panzhihua section at the end of Wudongdeku and the Lizhuang section downstream of Xiangjiaba Dam, see Figure 3 and Figure 4 .
[0062] The second step is to collect and calculate the measured or predicted hydrological data of the upstream section (Panzhihua hydrological station) and the downstream section (Zhutuo hydrological station) of the river as the upper and lower boundary conditions of the one-dimensional hydrodynamic mathematical model.
[0063] The third step is to clearly calculate the confluence locations of the main tributaries in the river and collect the measured or predicted inflow flows of each tributary as external boundary conditions.
[0064] Step 4: Collect the measured water level and flow data of the hydrological stations within the calculation range, and assign initial values to each section by linear interpolation. See the schematic diagram of the initial value of the river water level for details. Figure 5 .
[0065] Step 5: Determine the operation and dispatching scheme of the four cascade reservoirs, which can be the downstream flow control condition or the dam front water level control condition, and use this as the internal boundary condition of the model. In the embodiment, the monitoring data of the actual operation of the four cascade reservoirs is taken as an example. It is assumed that the Wudongde and Baihetan reservoirs adopt the dam front water level control condition, and the Xiluodu and Xiangjiaba reservoirs adopt the downstream flow control condition. The internal boundary conditions are set as shown in the following table.
[0066] Cascade reservoir operation and dispatching plan (daily average)
[0067]
[0068] Step 6. Calculate the upper and lower boundary conditions within the scope and the inner boundary conditions of the cascade reservoir operation and dispatching, and use the finite volume method to numerically solve the one-dimensional river channel mathematical model to obtain the hydrodynamic conditions of the river channel, including flow, water level, flow velocity, etc.
[0069] Step 7: Output and process the calculated data. The calculation results are shown in Figure 5 and Figure 6 .
[0070] The specific number of cascade reservoirs and the operation and dispatching methods vary in different projects. Those skilled in the art can input the actual situation into the model. If the natural river section is used as the lower boundary of the model at the downstream, the hydrological monitoring data of the section needs to be collected as the lower boundary condition; if the reservoir dam site is used as the lower boundary, the operation and dispatching plan of the reservoir is used as the lower boundary condition.
[0071] Embodiment 2, the present application also provides a computer device, which may be a server or a terminal, and its internal structure diagram may be as follows: Figure 7As shown. The computer device includes a processor, a memory, an input / output interface (Input / Output, referred to as I / O) and a communication interface. Among them, the processor, the memory and the input / output interface are connected through a system bus, and the communication interface is connected to the system bus through the input / output interface. Among them, the processor of the computer device is used to provide computing and control capabilities. The memory of the computer device includes a non-volatile storage medium and an internal memory. The non-volatile storage medium stores an operating system, a computer program and a database. The internal memory provides an environment for the operation of the operating system and the computer program in the non-volatile storage medium. The database of the computer device is used to store video tag processing data. The input / output interface of the computer device is used to exchange information between the processor and an external device. The communication interface of the computer device is used to communicate with an external terminal through a network connection. When the computer program is executed by the processor, a method for calculating river hydrodynamics under the joint scheduling of cascade reservoirs is implemented.
[0072] Those skilled in the art will understand that Figure 7 The structure shown in the figure is only a block diagram of a part of the structure related to the solution of the present application, and does not constitute a limitation on the computer device to which the solution of the present application is applied. The specific computer device may include more or fewer components than those shown in the figure, or combine certain components, or have a different arrangement of components.
[0073] Embodiment 3: The present application also provides a computer-readable storage medium storing a computer program, which implements the above methods when executed by a processor.
[0074] Embodiment 4: The present application also provides a computer program product, including a computer program, which implements the above methods when executed by a processor.
[0075] Those of ordinary skill in the art can understand that all or part of the processes in the above-mentioned embodiment methods can be completed by instructing the relevant hardware through a computer program, and the computer program can be stored in a non-volatile computer-readable storage medium. When the computer program is executed, it can include the processes of the embodiments of the above-mentioned methods. Among them, any reference to the memory, database or other medium used in the embodiments provided in the present application can include at least one of non-volatile and volatile memory. Non-volatile memory can include read-only memory (ROM), magnetic tape, floppy disk, flash memory, optical memory, high-density embedded non-volatile memory, resistive random access memory (ReRAM), magnetic random access memory (MRAM), ferroelectric random access memory (FRAM), phase change memory (PCM), graphene memory, etc. Volatile memory can include random access memory (RAM) or external cache memory, etc. By way of illustration and not limitation, RAM may be in various forms, such as static random access memory (SRAM) or dynamic random access memory (DRAM).
[0076] The technical features of the above embodiments may be combined arbitrarily. To make the description concise, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.
[0077] This article uses specific examples to illustrate the principles and implementation methods of this application. The description of the above embodiments is only used to help understand the method and core ideas of this application. At the same time, for those skilled in the art, according to the ideas of this application, there will be changes in the specific implementation methods and application scope. In summary, the content of this specification should not be understood as limiting this application.
Claims
1. A method for calculating river hydrodynamics under joint regulation of cascade reservoirs, characterized in that: The method for calculating river hydrodynamics under the joint regulation of cascade reservoirs includes: Obtaining topographic cross-section data, hydrological data and a joint dispatching plan for cascade reservoirs of a target river; the target river is the river where the cascade reservoirs are located; the hydrological data include upstream inflow water level and flow, downstream outflow water level and flow, hydrological monitoring data of hydrological stations in the target river, and lateral inflow flow of tributaries; The target river channel is divided into multiple river sections according to the positions of different terrain sections in the terrain section data, and each river section is regarded as a control body; The initial water level and initial flow of each control body are calculated by linear interpolation method using hydrological data; According to the initial water level and initial flow of each control body, a hydrodynamic model of the target river is constructed; The model parameters of the hydrodynamic model of the target river are set; the model parameters include: start time, stop time, time step, riverbed Manning coefficient and boundary conditions; the boundary conditions are set as follows: the upstream inflow flow is used as the upper boundary condition; the downstream outflow flow is used as the lower boundary condition; the lateral inflow flow of the tributary is used as the outer boundary condition; and the cascade reservoir joint dispatching scheme is used as the inner boundary condition; The hydrodynamic data of each control body at different time steps within the start and end time periods are simulated and calculated by the hydrodynamic model of the target river; the hydrodynamic data include: water level, flow velocity and flow rate.
2. The method for calculating river hydrodynamics under the joint regulation of cascade reservoirs according to claim 1 is characterized in that: The target river is divided into multiple river sections according to the positions of different terrain sections in the terrain section data, and each river section is regarded as a control body, including: The midpoints of all adjacent terrain sections are extracted as reference points, the reference point before the terrain section is used as the starting point of the control volume, and the reference point after the terrain section is used as the end point of the control volume. Multiple river sections are obtained, and each river section is used as a control volume.
3. The method for calculating river hydrodynamics under the joint regulation of cascade reservoirs according to claim 1 is characterized in that: The initial water level and initial flow of each control body are calculated using the linear interpolation method using hydrological data, including: The upstream inflow water level and flow are used as the initial water level and initial flow of the first control body, the downstream outflow water level and flow are used as the initial water level and initial flow of the last control body, the detection data of the hydrological station is used as the intermediate correction value, and the initial flows of the remaining control bodies are linearly interpolated to obtain the initial water level and initial flow of each control body.
4. The method for calculating river hydrodynamics under the joint regulation of cascade reservoirs according to claim 1 is characterized in that: The joint dispatching scheme of the cascade reservoirs includes: controlling the discharge flow and controlling the water level in front of the dam.
5. The method for calculating river hydrodynamics under the joint regulation of cascade reservoirs according to claim 4 is characterized in that: The hydrodynamic model of the target river is used to simulate and calculate the hydrodynamic data of each control body at different time steps during the start and end time periods, including: When the terrain section included in the control volume i is a non-dam site section, the calculation formula for the hydrodynamic data is as follows: In the formula, is the flow rate of control body i at time (n+1), is the water level of control body i at time (n+1), is the flow velocity of control body i at time (n+1), is the water level of control volume i at time n, is the flow rate of control body i at time n, is the flow velocity of control body i at time n, Δt is the calculation time step, Δx is the length of control body; q in is the lateral inflow flow of the tributary of the control body i at time n, is the water surface width of the river channel of control body i at time n, is the cross-sectional area of the control body i at time n, g is the acceleration of gravity, gI1 and gI2 are the hydrostatic pressure and the lateral pressure caused by the change of longitudinal width, respectively. represents the riverbed slope of control volume i, represents the resistance loss along the control body i at time n; When the terrain section included in the control volume i is the dam site section and the internal boundary condition is to control the discharge flow, the calculation formula of the hydrodynamic data is as follows: In the formula, is the discharge flow interpolated to the n+1th moment according to the internal boundary conditions; When the terrain section included in the control volume i is the dam site section and the internal boundary condition is to control the water level in front of the dam, the calculation formula for the hydrodynamic data is as follows: In the formula, is the water level in front of the dam at the n+1th moment interpolated according to the internal boundary conditions.
6. The method for calculating river hydrodynamics under the joint regulation of cascade reservoirs according to claim 5 is characterized in that: The calculation formula of the riverbed slope of the control volume i is as follows: In the formula, z bi represents the riverbed elevation of control volume i, and s represents the coordinate along the river channel deep line.
7. The method for calculating river hydrodynamics under the joint regulation of cascade reservoirs according to claim 5 is characterized in that: The calculation formula of the drag loss along the control body i at time n is as follows: In the formula, represents the drag loss along the control body i at time n, represents the Manning roughness coefficient of control volume i, represents the flow of control body i at time n; represents the hydraulic radius of control volume i at time n, It represents the water-passing cross-sectional area of control body i at time n.
8. A computer device comprising: A memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement the method for calculating river hydrodynamics under the joint dispatch of cascade reservoirs as described in any one of claims 1 to 7.
9. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the method for calculating river hydrodynamics under the joint dispatch of cascade reservoirs described in any one of claims 1 to 7 is implemented.
10. A computer program product, comprising a computer program, characterized in that When the computer program is executed by a processor, the method for calculating river hydrodynamics under the joint dispatch of cascade reservoirs described in any one of claims 1 to 7 is implemented.