Method and device for updating data by implementing water conservancy system coupling through nodes

Abstract

The application relates to a method and device for updating data by realizing water conservancy system coupling through nodes, belonging to the technical field of water conservancy, and the method comprises the following steps: decoupling a river channel and a pipeline and the pipeline and the pipeline, obtaining decoupled water levels of a first type of node, decoupled water levels of a second type of node and decoupled water levels of a third type of node; then, according to the different connection states of the river channel and the pipeline and the pipeline and the pipeline, at least one decoupled water level is selected from the decoupled water levels of the first type of node, the decoupled water levels of the second type of node and the decoupled water levels of the third type of node as an inner boundary condition, which is applied to a river channel mathematical model and a pipeline mathematical model together with a corresponding outer boundary condition for parallel calculation, so as to update the river channel water level, the river channel flow and the pipeline flow, thereby being favorable for timely updating of the river channel water level, the river channel flow and the pipeline flow, effectively improving decoupling flexibility, improving data updating efficiency and reducing data errors.

Description

Technical Field

[0001] This invention relates to the field of water conservancy technology, and in particular to a method and apparatus for updating data by coupling water conservancy systems through nodes. Background Technology

[0002] River water level and flow rate are core indicators of hydrological monitoring, directly related to critical tasks such as flood control and disaster reduction, water resource allocation, and aquatic ecological protection. Water level monitoring is a fundamental link in river hydrological perception, and the accuracy of its data directly determines the reliability of subsequent analysis. Traditional monitoring methods mostly rely on manual monitoring and mechanical equipment, often suffering from problems such as slow response and large data errors. Summary of the Invention

[0003] In view of the above-mentioned shortcomings and deficiencies of the prior art, the present invention provides a method and device for data updating by realizing the coupling of water conservancy systems through nodes. It solves the technical problems of traditional monitoring methods, which rely heavily on manual duty and mechanical equipment, and are often characterized by slow response and large data errors.

[0004] To achieve the above objectives, the main technical solutions adopted by the present invention include:

[0005] The first aspect of this invention provides a method for updating data by coupling a water conservancy system through nodes.

[0006] The method for data updating through node-based coupling in a water conservancy system, as proposed in this embodiment of the invention, includes:

[0007] Obtain information on river channels, pipelines, and nodes within the water conservancy system;

[0008] A mathematical model of the river channel is constructed based on the river channel information and the node information, and a mathematical model of the pipeline is constructed based on the pipeline information and the node information.

[0009] Based on the different connection methods between rivers and pipelines and between pipelines, the connection points between rivers and pipelines and between pipelines in the water conservancy system are classified into Class I nodes, Class II nodes and Class III nodes.

[0010] The decoupling of river channels and pipelines, as well as pipelines and pipelines, is carried out by water level prediction and correction methods to obtain the decoupled water levels of Class I nodes, Class II nodes, and Class III nodes.

[0011] Depending on the connection status between the river and the pipeline, and between the pipelines, at least one decoupling water level is selected from the decoupling water levels of the first type of node, the second type of node, and the third type of node as an internal boundary condition. This internal boundary condition is then applied together with the corresponding external boundary condition to the river mathematical model and the pipeline mathematical model for parallel computation to update the river water level, river flow, and pipeline flow.

[0012] In some instances, the water level prediction and correction method includes a first water level prediction and correction method and a second water level prediction and correction method; wherein, the first water level prediction and correction method and the second water level prediction and correction method are water level decoupling methods under two different hydraulic system states;

[0013] The method of decoupling river channels from pipelines and pipelines from each other using water level prediction and correction yields decoupled water levels for three types of nodes: Type I, Type II, and Type III.

[0014] The first type of river channel and pipeline are decoupled by the first water level prediction and correction method to obtain the decoupled water level of the first type of node;

[0015] The second water level prediction and correction method is used to decouple the second type of river channel from the pipeline, and the decoupled water level of the second type of node is obtained.

[0016] By using the second water level prediction and correction method to decouple the pipes from each other, the decoupled water levels of the three types of nodes are obtained.

[0017] In some instances, the method of decoupling the first type of river channel and pipeline using the first water level prediction and correction method to obtain the decoupled water level of a type of node includes:

[0018] Assume that the decoupling level of the aforementioned type of node is a first predetermined value;

[0019] Based on the assumed decoupling water level of the first type of node, the flow velocity of the first type of node on one side of the first type of river channel, the water level of the first type of river channel, and the flow velocity of the first type of river channel, the flow rate at the connection between the first type of node and the first type of river channel is determined.

[0020] Based on the assumed decoupling water level of the first type of node, the flow velocity of the first type of node on one side of the pipeline, the water flow area of ​​the pipeline, and the flow velocity of the pipeline, the flow rate at the connection between the first type of node and the pipeline is determined.

[0021] The sum of the flow rate at the connection between the first type of node and the first type of river channel and the flow rate at the connection between the first type of node and the pipeline is determined, and the first predetermined value is adjusted based on the sum of the flow rates so that the sum of the flow rates at the connection between the first type of node and the first type of river channel and the flow rate at the connection between the first type of node and the pipeline approaches 0, thereby obtaining the decoupled water level of the first type of node.

[0022] In some instances, the method of decoupling the second type of river channel from the pipeline using a second water level prediction and correction method to obtain the decoupled water level of the second type of node includes:

[0023] Assume the decoupling water level of the two types of nodes is a second predetermined value;

[0024] Based on the decoupled water level of the two types of nodes as assumed, the rate of change of water volume of the two types of nodes within a time step is determined.

[0025] Based on the assumed decoupling water level of the second type of node, the flow velocity of the second type of node on one side of the second type of river, the water level of the second type of river, and the flow velocity of the second type of river, the flow rate at the connection between the second type of node and the second type of river is determined.

[0026] Based on the assumed decoupling water level of the two types of nodes, the flow velocity of the two types of nodes on one side of the pipeline, the water flow area of ​​the pipeline, and the flow velocity of the pipeline, the flow rate at the connection between the two types of nodes and the pipeline is determined.

[0027] The sum of the flow rate at the connection between the second type node and the second type river channel and the flow rate at the connection between the second type node and the pipeline is determined, and the second predetermined value is adjusted based on the sum of the flow rates so that the sum of the flow rates at the connection between the second type node and the second type river channel and the flow rate at the connection between the second type node and the pipeline approaches the rate of change of water volume of the second type node within a time step, thereby obtaining the decoupled water level of the second type node.

[0028] In some instances, the pipeline decoupling is performed using the second water level prediction and correction method to obtain the decoupled water levels of three types of nodes, including:

[0029] Assume that the decoupling level of the three types of nodes is a third predetermined value;

[0030] Based on the decoupled water levels of the three types of nodes as assumed, the rate of change of water volume of the three types of nodes within a time step is determined.

[0031] Based on the assumed decoupling water level of the three types of nodes, the flow velocity of the three types of nodes on one side of the pipeline, the water flow area of ​​the pipeline, and the flow velocity of the pipeline, the flow rate at the connection between the three types of nodes and each pipeline is determined.

[0032] The sum of the flow rates at the connection points of the three types of nodes and each pipeline is determined, and the third predetermined value is adjusted based on the sum of the flow rates so that the sum of the flow rates at the connection points of the three types of nodes and each pipeline approaches the rate of change of water volume of the three types of nodes within a time step, thereby obtaining the decoupled water level of the three types of nodes.

[0033] In some instances, determining the flow rate at the connection between the first-class node and the first-class channel based on the assumed decoupling water level of the first-class node, the flow velocity of the first-class node on one side of the first-class channel, the water level of the first-class channel, and the flow velocity of the first-class channel includes:

[0034] Based on the assumed decoupling water level of the first type of node, the flow velocity of the first type of node on one side of the first type of river channel, the water level of the first type of river channel, and the flow velocity of the first type of river channel, the mass flux at the connection between the first type of node and the first type of river channel is calculated using the river channel HLL approximate Riemann solver.

[0035] The mass flux at the connection between the first type of node and the first type of river channel is taken as the flow rate at the connection between the first type of node and the first type of river channel.

[0036] In some instances, determining the flow rate at the connection between the type of node and the pipeline based on the assumed decoupling water level of the type of node, the flow velocity of the type of node on one side of the pipeline, the pipeline cross-sectional area, and the pipeline flow velocity includes:

[0037] Based on the assumed decoupling water level of the first type of node, the flow velocity of the first type of node on one side of the pipeline, the pipeline water flow area, and the pipeline flow velocity, the mass flux at the connection between the first type of node and the pipeline is calculated using the pipeline HLL approximation Riemann solver.

[0038] The mass flux at the connection between the node and the pipeline is taken as the flow rate at the connection between the node and the pipeline.

[0039] In some instances, adjusting the first predetermined value based on the sum of the traffic flows includes:

[0040] If, based on the sum of the flow rates, it is determined that the decoupling water level of the assumed type of node is too high, then the new assumed water level is the average of the first predetermined value and the minimum assumed water level.

[0041] If, based on the sum of the flow rates, it is determined that the hypothesized decoupling water level of the first type of node is too low, then the new hypothesized water level is the average of the first predetermined value and the maximum hypothesized water level; wherein, the first predetermined value is determined as the water level of the first type of node at the initial moment within a time step, or the first predetermined value is determined as the average of the river water level and / or pipeline water level connected to the first type of node; wherein.

[0042] The assumed minimum water level is the bottom elevation of the first type of node; the assumed maximum water level is the water level of the first type of node at the initial moment within a time step plus a water level coefficient, where the water level coefficient is the maximum value corresponding to the water level change of the first type of node within a time step.

[0043] In some instances, determining the rate of change of water volume at the two types of nodes within a time step, based on the decoupled water level of the two types of nodes as assumed, includes:

[0044] Based on the reservoir capacity curve and the assumed decoupled water level of the two types of nodes, the target water volume is obtained;

[0045] Based on the target water volume and the water volume of the second type of node at the initial moment within a time step, the difference between the target water volume and the water volume of the second type of node at the initial moment within a time step is obtained;

[0046] Based on the difference between the target water volume and the water volume of the second type of node at the initial moment within a time step, the water volume change rate of the second type of node within a time step is obtained by dividing by a time step.

[0047] A second aspect of this invention provides a system for data updating through node-based coupling of a water conservancy system, comprising:

[0048] The data acquisition unit is used to acquire river information, pipeline information, and node information of the water conservancy system.

[0049] The model building unit is used to build a river mathematical model based on the river information and the node information, and to build a pipeline mathematical model based on the pipeline information and the node information.

[0050] The node classification unit is used to classify the connection points between rivers and pipelines and between pipelines in the water conservancy system into Class I nodes, Class II nodes, and Class III nodes according to the different connection methods between rivers and pipelines and between pipelines.

[0051] The water level decoupling unit is used to decouple the river channel from the pipeline and the pipeline from each other using the water level prediction and correction method, so as to obtain the decoupled water level of the first type of node, the decoupled water level of the second type of node and the decoupled water level of the third type of node.

[0052] The data update unit is used to select at least one decoupling water level from the decoupling water levels of the first type of node, the second type of node, and the third type of node as an internal boundary condition according to the different connection states of the river and pipeline and the pipeline and pipeline. This internal boundary condition is then applied together with the corresponding external boundary condition to the river mathematical model and the pipeline mathematical model for parallel computation to update the river water level, river flow, and pipeline flow.

[0053] This invention discloses a method for updating data in a water conservancy system by coupling nodes, comprising: acquiring river information, pipeline information, and node information of the water conservancy system; constructing a river mathematical model based on the river information and node information, and constructing a pipeline mathematical model based on the pipeline information and node information; classifying the river-pipeline connection points and pipeline-pipeline connection points in the water conservancy system into Class I nodes, Class II nodes, and Class III nodes according to the different connection methods of the river and pipeline and pipeline-pipeline; decoupling the river and pipeline and pipeline-pipeline through a water level prediction and correction method to obtain the decoupling water levels of Class I nodes, Class II nodes, and Class III nodes; and selecting at least one decoupling water level from the Class I, Class II, and Class III nodes as an internal boundary condition according to the different connection states of the river and pipeline and pipeline-pipeline, and applying it together with the corresponding external boundary conditions to the river mathematical model and pipeline mathematical model for parallel computation to update the river water level, river flow, and pipeline flow. This application decouples river channels from pipelines and pipelines to obtain decoupled water levels for three types of nodes: Type I, Type II, and Type III. Then, based on the different connection states of river channels and pipelines, at least one decoupled water level is selected from these three types as an internal boundary condition. This internal boundary condition, along with the corresponding external boundary conditions, is applied to the river mathematical model and pipeline mathematical model for parallel computation to update river water levels, river flow, and pipeline flow. This facilitates timely updates of river water levels, river flow, and pipeline flow, effectively improves decoupling flexibility, increases data update efficiency, and reduces data errors. Attached Figure Description

[0054] Figure 1 A flowchart illustrating a method for data updating through node-based coupling in a water conservancy system, provided by an embodiment of the present invention;

[0055] Figure 2 A schematic diagram illustrating the node connection between a river and / or a pipeline provided in an embodiment of the present invention;

[0056] Figure 3 A schematic diagram showing the result obtained by using a method of the present invention to achieve decoupling of river and pipeline and self-decoupling of pipeline through nodes, for a type of node connecting river and pipeline provided in an embodiment of the present invention.

[0057] Figure 4 A schematic diagram of pipe and node connections for a pipe self-decoupling calculation example provided in an embodiment of the present invention;

[0058] Figure 5 A schematic diagram showing the results obtained by using a method of the present invention to achieve decoupling of river channels and pipelines and self-decoupling of pipelines through nodes for the three types of nodes for pipeline connection provided in the embodiments of the present invention.

[0059] Figure 6 This is a schematic diagram of a system structure for data updating through node-based coupling of a water conservancy system, provided as an embodiment of the present invention. Detailed Implementation

[0060] To better explain and facilitate understanding of the present invention, the present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.

[0061] The present invention proposes a method for data updating through node-based coupling in a hydraulic system. This method addresses the problems of traditional monitoring methods, which often rely on manual monitoring and mechanical equipment, resulting in delayed response and large data errors. By decoupling the river and pipeline, and pipelines to pipelines, decoupling water levels for three types of nodes are obtained. Then, based on the different connection states of the river and pipeline, and pipelines to pipeline, at least one decoupling water level is selected from these three types as an internal boundary condition. This internal boundary condition is then applied, along with the corresponding external boundary condition, to the river mathematical model and pipeline mathematical model for parallel computation to update the river water level, river flow, and pipeline flow. This facilitates timely updates of river water level, river flow, and pipeline flow, effectively improves decoupling flexibility, increases data update efficiency, and reduces data errors.

[0062] To better understand the above technical solutions, exemplary embodiments of the present invention will be described in more detail below with reference to the accompanying drawings. Although exemplary embodiments of the present invention are shown in the drawings, it should be understood that the present invention can be implemented in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that the present invention can be understood more clearly and thoroughly, and that the scope of the present invention can be fully conveyed to those skilled in the art.

[0063] Figure 1 This is a flowchart illustrating a method for data updating through node-based coupling in a water conservancy system, as provided in an embodiment of the present invention. Figure 1 As shown in the embodiment of the present invention, the method for data updating through node-based coupling of a water conservancy system includes:

[0064] Step 100: Obtain river channel information, pipeline information, and node information of the water conservancy system;

[0065] Step 110: Construct a river mathematical model based on the river information and the node information, and construct a pipeline mathematical model based on the pipeline information and the node information;

[0066] Step 120: Based on the different connection methods between rivers and pipelines and between pipelines, classify the connection points between rivers and pipelines and between pipelines in the water conservancy system into Class I nodes, Class II nodes and Class III nodes.

[0067] Step 130: Decouple the river channel from the pipeline and the pipeline from each other using the water level prediction and correction method to obtain the decoupled water level of Class I nodes, Class II nodes and Class III nodes.

[0068] Step 140: Based on the different connection states between the river and the pipeline, and between the pipelines, at least one decoupling water level is selected from the decoupling water levels of the first type of node, the second type of node, and the third type of node as an inner boundary condition. This inner boundary condition is then applied together with the corresponding outer boundary conditions to the river mathematical model and the pipeline mathematical model for parallel computation to update the river water level, river flow, and pipeline flow.

[0069] In this exemplary embodiment, the river information includes cross-sectional scatter point coordinate data, cross-sectional scatter point elevation data, cross-sectional water level data, cross-sectional flow rate data, and river outer boundary conditions; the river outer boundary conditions include river outer boundary water level data or river outer boundary flow rate data; the pipeline information includes geographical location data, size data, water-passing area data, flow rate data, location offset data, and pipeline outer boundary conditions; the pipeline outer boundary conditions include pipeline outer boundary water level data or pipeline outer boundary flow rate data; the node information includes bottom elevation data, maximum allowable water level data, surface area data, water level data, reservoir capacity curve data, accumulated water surface area data, and overload water level data. It should be noted that all of the above data can be obtained through monitoring equipment.

[0070] In this exemplary embodiment, the application divides nodes into three categories: Category I nodes, Category II nodes, and Category III nodes. Category III nodes are further divided into three categories of water accumulation nodes, three categories of overloaded nodes, and three categories of water storage nodes based on node information.

[0071] Furthermore, the application first uses river and pipeline information to determine whether a node is connected to a river or a pipeline. This application uses the position offset data of the pipeline information to make the determination. If the position offset data exists in the information, it indicates that it is a pipeline; if the position offset data does not exist in the information, it indicates that it is a river.

[0072] It should be understood that the method of connecting nodes as rivers or pipelines can also be set according to actual needs, and the embodiments of this application are not limited thereto.

[0073] as well as, Figure 2 This is a schematic diagram illustrating the node connection between a river and / or pipeline provided in an embodiment of the present invention. See then... Figure 2Nodes are classified based on their connections to rivers and / or pipelines, as well as their node information. A node is classified as a Class I node if it connects to at least one river and at least one pipeline and has no reservoir capacity curve data; a Class II node if it connects to at least one river and at least one pipeline and has reservoir capacity curve data; and a Class III node if it connects to two or more pipelines. Specifically, if a node connects to two or more pipelines and has no reservoir capacity curve data but has surface area data, it is classified as a Class III waterlogging node, where waterlogging will occur once the node's water level exceeds the maximum allowable level. If a node connects to two or more pipelines and has no reservoir capacity curve data but has overload water level data, it is classified as a Class III overload node, where overload will occur once the node's water level exceeds the overload water level. Finally, if a node connects to two or more pipelines and has reservoir capacity curve data, it is classified as a Class III water storage node.

[0074] It should also be understood that the node classification method can be set according to actual needs, and the embodiments of this application are not limited thereto. The river channel mathematical model is a one-dimensional river channel mathematical model, as detailed below:

[0075] ;

[0076] Where B represents the width of the water surface at the river cross-section; Z represents the water level at the river cross-section; Q represents the flow rate at the river cross-section; A represents the cross-sectional area of ​​the river; t represents time; x represents the distance along the river; q represents the source term, and the source term includes lateral inflow; g represents gravitational acceleration; S f This represents the momentum loss due to frictional resistance.

[0077] Furthermore, this application employs the finite volume method to solve the one-dimensional river channel mathematical model, and uses a two-step MUSCL-Hancock prediction and correction process to ensure second-order accuracy in both time and space. The numerical fluxes (mass flux and momentum flux) at the element interfaces are solved using an approximate Riemann solution in the HLL scheme. These methods exhibit good shock wave capture capabilities and can simulate steady and unsteady flows under complex terrain conditions. In addition, this application utilizes OpenMP parallel computing technology in the construction of the one-dimensional river channel mathematical model, which improves the computational efficiency of the mathematical model. Since the techniques and methods used in constructing the one-dimensional river channel mathematical model are well-known in the academic community, they will not be elaborated upon here.

[0078] Specifically, the Z (river level) and Q (river flow) at the next time step are solved using a one-dimensional river mathematical model. This equation progresses from the current time step to the next time step in time (that is, the partial derivatives of Z and Q with respect to t in the equation). Therefore, based on the conditions at the current time step (inner and outer boundaries), solving this equation will yield the Z and Q at the next time step.

[0079] This equation applies to all cross-sections of the river channel. For the initial and final cross-sections, solving this equation requires calculating the inflow flux (mass flux) at the inflow cross-section. and momentum flux The inflow flux is calculated at the inflow and outflow cross sections. Taking the first cross section as an example, the inflow flux is provided by the boundary, and this flux can be calculated between the boundary and the cross section using an algorithm (the approximate Riemann solution of the HLL scheme mentioned in the case). Intra-channel boundary conditions and extra-channel boundary conditions are used to calculate the mass flux at the first and last cross sections. and momentum flux .

[0080] The pipeline mathematical model is a one-dimensional pipeline mathematical model, as follows:

[0081] ;

[0082] Where A represents the cross-sectional area of ​​the pipe; Q represents the flow rate at the pipe cross-section; I represents the pressure in the pipe; t represents time; x represents the friction distance along the pipe network; g represents the acceleration due to gravity; S b Indicates the bottom slope; S f This represents the momentum loss due to frictional resistance.

[0083] Furthermore, this application employs the finite volume method to solve the one-dimensional pipeline mathematical model. Since the pipeline slope is typically gentle, to accelerate the computational efficiency of the one-dimensional pipeline mathematical model while ensuring computational accuracy, first-order precision schemes are used for both time and space calculations. The numerical fluxes (mass flux and momentum flux) at the element interfaces are solved using an approximate Riemann solution from the pipeline HLL scheme. In addition, this application utilizes OpenMP parallel computing technology in the construction of the one-dimensional pipeline mathematical model, which further improves the computational efficiency of the mathematical model. Since the techniques and methods used to construct the one-dimensional pipeline mathematical model are well-known in the academic community, they will not be elaborated upon here.

[0084] This application decouples river channels from pipelines and pipelines to obtain decoupled water levels for three types of nodes: Type I, Type II, and Type III. Then, based on the different connection states of river channels and pipelines, at least one decoupled water level is selected from these three types as an internal boundary condition. This internal boundary condition, along with the corresponding external boundary conditions, is applied to the river mathematical model and pipeline mathematical model for parallel computation to update river water levels, river flow, and pipeline flow. This facilitates timely updates of river water levels, river flow, and pipeline flow, effectively improves decoupling flexibility, increases data update efficiency, and reduces data errors.

[0085] In some instances, the water level prediction and correction method includes a first water level prediction and correction method and a second water level prediction and correction method; wherein, the first water level prediction and correction method and the second water level prediction and correction method are water level decoupling methods under two different hydraulic system states;

[0086] The method of decoupling river channels from pipelines and pipelines from each other using water level prediction and correction yields decoupled water levels for three types of nodes: Type I, Type II, and Type III.

[0087] The first type of river channel and pipeline are decoupled by the first water level prediction and correction method to obtain the decoupled water level of the first type of node;

[0088] The second water level prediction and correction method is used to decouple the second type of river channel from the pipeline, and the decoupled water level of the second type of node is obtained.

[0089] By using the second water level prediction and correction method to decouple the pipes from each other, the decoupled water levels of the three types of nodes are obtained.

[0090] In this exemplary embodiment, the first water level prediction and correction method is the flow balance method, and the second water level prediction and correction method is the dynamic volume method.

[0091] In this exemplary embodiment, a type I node is essentially a single point and cannot store water; types II and III nodes can store water. Because type I nodes cannot store water, the inflow of water will equal the outflow. Therefore, the first prediction and correction method aims to ensure that the total flow of the node is zero, achieving flow balance. The second prediction and correction method aims to ensure that the total water inflow and outflow from the node equals the water volume change caused by the node's water level change.

[0092] In some instances, the method of decoupling the first type of river channel and pipeline using the first water level prediction and correction method to obtain the decoupled water level of a type of node includes:

[0093] Assume that the decoupling level of the aforementioned type of node is a first predetermined value;

[0094] Based on the assumed decoupling water level of the first type of node, the flow velocity of the first type of node on one side of the first type of river channel, the water level of the first type of river channel, and the flow velocity of the first type of river channel, the flow rate at the connection between the first type of node and the first type of river channel is determined.

[0095] Based on the assumed decoupling water level of the first type of node, the flow velocity of the first type of node on one side of the pipeline, the water flow area of ​​the pipeline, and the flow velocity of the pipeline, the flow rate at the connection between the first type of node and the pipeline is determined.

[0096] The sum of the flow rate at the connection between the first type of node and the first type of river channel and the flow rate at the connection between the first type of node and the pipeline is determined, and the first predetermined value is adjusted based on the sum of the flow rates so that the sum of the flow rates at the connection between the first type of node and the first type of river channel and the flow rate at the connection between the first type of node and the pipeline approaches 0, thereby obtaining the decoupled water level of the first type of node.

[0097] In this exemplary embodiment, the first water level prediction and correction method includes:

[0098] (1) Assume that the decoupling water level (hereinafter referred to as the assumed decoupling water level) is a first predetermined value;

[0099] (2) Calculate the flow rate at the connection between the first type of node and the first type of river based on the assumed water level, the flow velocity data of the first type of node on the first type of river side, the water level data of the first type of river, and the flow velocity data of the first type of river in (1); calculate the flow rate at the connection between the node and the pipeline based on the assumed water level, the flow velocity data of the first type of node on the pipeline side, the pipeline water flow area data, and the pipeline flow velocity data in (1).

[0100] (3) Calculate the sum of the flow rates at the connection points in (2);

[0101] (4) If the sum of the flow rates in (3) is greater than zero, it means that the assumed water level in (1) is too low and needs to be increased; otherwise, the assumed water level needs to be decreased.

[0102] (5) Repeat steps (2) to (4) until the absolute value of the sum of the flow rates approaches 0 or is within the allowable error range;

[0103] (6) The assumed water level in step (1) that satisfies the condition of step (5) is taken as the decoupling water level.

[0104] The river water level is included in the river information, and the pipeline water crossing area is included in the pipeline information.

[0105] River flow velocity is calculated based on river water level and river flow rate. The specific calculation method is as follows:

[0106] Based on the scatter coordinates and elevations of the river cross-section, a one-to-one correspondence between the cross-sectional area and the water level can be established.

[0107] The cross-sectional area of ​​the river can be obtained by using the river water level.

[0108] River flow velocity is equal to river flow divided by the cross-sectional area of ​​the river.

[0109] Among them, the flow velocity of a type of node on one side of a type of river channel can be calculated using the river characteristic line theory based on the assumed water level, river water level, and river flow velocity. Since the techniques and methods used in the river characteristic line theory are known to the academic community, they will not be described in detail here.

[0110] The pipe flow velocity is calculated based on the pipe's cross-sectional area and flow rate. The pipe flow velocity is equal to the pipe flow rate divided by the pipe's cross-sectional area.

[0111] In one category, the flow velocity data of a node on one side of the pipe is calculated using the pipe characteristic line theory based on the assumed water level, pipe cross-sectional area, and pipe flow velocity. Since the techniques and methods used in the pipe characteristic line theory are well-known in academia, they will not be elaborated upon in this application.

[0112] It should also be understood that the flow velocity calculation method for a type of node on one side of the pipeline can also be determined according to actual needs, and the embodiments of this application are not limited thereto.

[0113] The flow velocity data at the node on one side of the river channel is calculated using a two-dimensional shallow water equation based on assumed water level, river water level data, and pipe flow velocity data. The two-dimensional shallow water equation includes:

[0114] ;

[0115] Where h represents the water depth at the node; u represents the x-component of the flow velocity information at the node; v represents the y-component of the flow velocity information at the node; t represents time; x represents the distance along the river channel; S b Indicates the bottom slope; S f This represents the momentum loss due to frictional resistance.

[0116] Furthermore, the solution to the two-dimensional shallow water equation in this application employs the finite volume method, which maintains consistency with the solutions to the one-dimensional river channel mathematical model and the one-dimensional pipeline mathematical model. Since the techniques and methods used to solve the two-dimensional shallow water equation are well-known in the academic community, they will not be elaborated upon in this application.

[0117] It should be understood that the method for calculating the flow velocity data of a type of node on one side of the river channel can also be determined according to actual needs, and the embodiments of this application are not limited thereto.

[0118] Furthermore, the flow velocity data of a certain type of node on one side of the pipeline is also calculated using a two-dimensional shallow water equation based on the assumed water level, pipeline cross-flow area data, and pipeline flow velocity data.

[0119] It should be understood that the method for calculating the flow velocity data of a type of node on one side of the pipeline can also be determined according to actual needs, and the embodiments of this application are not limited thereto.

[0120] In some instances, the method of decoupling the second type of river channel from the pipeline using a second water level prediction and correction method to obtain the decoupled water level of the second type of node includes:

[0121] Assume the decoupling water level of the two types of nodes is a second predetermined value;

[0122] Based on the decoupled water level of the two types of nodes as assumed, the rate of change of water volume of the two types of nodes within a time step is determined.

[0123] Based on the assumed decoupling water level of the second type of node, the flow velocity of the second type of node on one side of the second type of river, the water level of the second type of river, and the flow velocity of the second type of river, the flow rate at the connection between the second type of node and the second type of river is determined.

[0124] Based on the assumed decoupling water level of the two types of nodes, the flow velocity of the two types of nodes on one side of the pipeline, the water flow area of ​​the pipeline, and the flow velocity of the pipeline, the flow rate at the connection between the two types of nodes and the pipeline is determined.

[0125] The sum of the flow rate at the connection between the second type node and the second type river channel and the flow rate at the connection between the second type node and the pipeline is determined, and the second predetermined value is adjusted based on the sum of the flow rates so that the sum of the flow rates at the connection between the second type node and the second type river channel and the flow rate at the connection between the second type node and the pipeline approaches the rate of change of water volume of the second type node within a time step, thereby obtaining the decoupled water level of the second type node.

[0126] In this exemplary embodiment, (1) it is assumed that the decoupling water level is a second predetermined value;

[0127] (2) Based on the assumption in (1) that the water level calculation node has a water volume change rate within a calculation time step;

[0128] (3) Calculate the flow rate at the connection between the node and the river based on the assumed water level, flow velocity of the Class II node on the side of the Class II river, water level of the Class II river, and flow velocity of the Class II river in (1); Calculate the flow rate at the connection between the node and the pipeline based on the assumed water level, flow velocity of the Class II node on the side of the Class II river, pipeline cross-flow area, and pipeline flow velocity in (1).

[0129] (4) Calculate the sum of the flow rates at the connection points in (3);

[0130] (5) If the sum of the flow rates in (4) is greater than the rate of change of water volume in (2), it means that the assumed water level in (1) is too low and needs to be increased; otherwise, the assumed water level needs to be decreased.

[0131] (6) Repeat steps (2) to (5) until the sum of the flow rates approaches the rate of change of water volume, or the absolute value of the difference between the sum of the flow rates and the rate of change of water volume is within the allowable error range;

[0132] (7) The assumed water level in step (1) that satisfies the condition of step (6) is taken as the decoupling water level.

[0133] Furthermore, the calculation methods for the flow rate at the connection between the two nodes and the river channel and the flow rate at the connection between the two nodes and the pipeline are the same as those for the flow velocity of the first type of node on one side of the river channel and the flow rate at the connection between the first type of node and the pipeline in the above embodiments, so they will not be repeated here.

[0134] In some instances, the pipeline decoupling is performed using the second water level prediction and correction method to obtain the decoupled water levels of three types of nodes, including:

[0135] Assume that the decoupling level of the three types of nodes is a third predetermined value;

[0136] Based on the decoupled water levels of the three types of nodes as assumed, the rate of change of water volume of the three types of nodes within a time step is determined.

[0137] Based on the assumed decoupling water level of the three types of nodes, the flow velocity of the three types of nodes on one side of the pipeline, the water flow area of ​​the pipeline, and the flow velocity of the pipeline, the flow rate at the connection between the three types of nodes and each pipeline is determined.

[0138] The sum of the flow rates at the connection points of the three types of nodes and each pipeline is determined, and the third predetermined value is adjusted based on the sum of the flow rates so that the sum of the flow rates at the connection points of the three types of nodes and each pipeline approaches the rate of change of water volume of the three types of nodes within a time step, thereby obtaining the decoupled water level of the three types of nodes.

[0139] In this exemplary embodiment,

[0140] (1) Assume the decoupling water level is a third predetermined value;

[0141] (2) Based on the assumption in (1) that the water level calculation node has a water volume change rate within a calculation time step;

[0142] (3) Calculate the flow rate at the connection between the three types of nodes and each pipe based on the assumed water level, flow velocity of the three types of nodes on one side of the pipe, pipe cross-flow area, and pipe flow velocity in (1);

[0143] (4) Calculate the sum of the flow rates at the connection points in (3);

[0144] (5) If the sum of the flow rates in (4) is greater than the rate of change of water volume in (2), it means that the assumed water level in (1) is too low and needs to be increased; otherwise, the assumed water level needs to be decreased.

[0145] (6) Repeat steps (2) to (5) until the sum of the flow rates approaches the rate of change of water volume, or the absolute value of the difference between the sum of the flow rates and the rate of change of water volume is within the allowable error range;

[0146] (7) The assumed water level in step (1) that satisfies the condition of step (6) is taken as the decoupling water level.

[0147] The method for handling the flow at the connection points of the three types of nodes and each pipeline is the same as that for handling the flow at the connection points of the one type of node and the pipeline, so this application will not repeat it here.

[0148] In some instances, determining the flow rate at the connection between the first-class node and the first-class channel based on the assumed decoupling water level of the first-class node, the flow velocity of the first-class node on one side of the first-class channel, the water level of the first-class channel, and the flow velocity of the first-class channel includes:

[0149] Based on the assumed decoupling water level of the first type of node, the flow velocity of the first type of node on one side of the first type of river channel, the water level of the first type of river channel, and the flow velocity of the first type of river channel, the mass flux at the connection between the first type of node and the first type of river channel is calculated using the river channel HLL approximate Riemann solver.

[0150] The mass flux at the connection between the first type of node and the first type of river channel is taken as the flow rate at the connection between the first type of node and the first type of river channel.

[0151] In this exemplary embodiment, based on the assumed water level, the flow velocity of a type-one node on one side of the first-type channel, the water level of the first-type channel, and the flow velocity of the first-type channel, the channel mass flux at the connection between the type-one node and the first-type channel is calculated using a channel HLL approximation Riemann solver, and the channel mass flux is used as the flow rate at the connection between the type-one node and the first-type channel. Since the channel HLL approximation Riemann solver can capture the state of intermittent flow, this method can accurately and stably obtain the flow rate at the connection between the type-one node and the first-type channel under complex flow conditions. Because the techniques and methods used in the channel HLL approximation Riemann solver are well-known in the academic community, they will not be described further in this application.

[0152] It should also be understood that the flow calculation method at the connection between a type I node and a type I river channel can also be determined according to actual needs, and the embodiments of this application are not limited thereto. The flow calculation method at the connection between a type II node and a type II river channel is the same as the flow calculation method at the connection between a type I node and a type I river channel, and will not be described again here.

[0153] In some instances, determining the flow rate at the connection between the type of node and the pipeline based on the assumed decoupling water level of the type of node, the flow velocity of the type of node on one side of the pipeline, the pipeline cross-sectional area, and the pipeline flow velocity includes:

[0154] Based on the assumed decoupling water level of the first type of node, the flow velocity of the first type of node on one side of the pipeline, the pipeline water flow area, and the pipeline flow velocity, the mass flux at the connection between the first type of node and the pipeline is calculated using the pipeline HLL approximation Riemann solver.

[0155] The mass flux at the connection between the node and the pipeline is taken as the flow rate at the connection between the node and the pipeline.

[0156] In this exemplary embodiment, based on the assumed water level, the flow velocity of a type of node on one side of the pipe, the pipe's cross-sectional area, and the pipe's flow velocity, the pipe mass flux at the connection between the node and the pipe is calculated using a pipe HLL approximation Riemann solver, and this pipe mass flux is used as the flow rate at the connection between the node and the pipe. Since the pipe HLL approximation Riemann solver can capture intermittent flow states, this method can accurately and stably obtain the flow rate at the connection between the node and the pipe under complex flow conditions. Because the techniques and methods used in the pipe HLL approximation Riemann solver are well-known in academia, they will not be described further in this application.

[0157] It should also be understood that the flow calculation method at the connection between a node and a pipeline can also be determined according to actual needs, and the embodiments of this application are not limited thereto.

[0158] The method for determining the flow rate at the connection between a type II node and a pipeline is the same as the method for calculating the flow rate at the connection between a type I node and a pipeline described in the above embodiments, and will not be repeated here.

[0159] In some instances, adjusting the first predetermined value based on the sum of the traffic flows includes:

[0160] If, based on the sum of the flow rates, it is determined that the decoupling water level of the assumed type of node is too high, then the new assumed water level is the average of the first predetermined value and the minimum assumed water level.

[0161] If, based on the sum of the flows, it is determined that the hypothesized decoupling water level of the first type of node is too low, then the new hypothesized water level is the average of the first predetermined value and the maximum hypothesized water level; wherein, the first predetermined value is determined as the water level of the first type of node at the initial moment within a time step, or the first predetermined value is determined as the average of the river water level and / or pipeline water level connected to the first type of node; wherein, the minimum hypothesized water level is the bottom elevation of the first type of node; the maximum hypothesized water level is the water level of the first type of node at the initial moment within a time step plus a water level coefficient, wherein the water level coefficient is the maximum value corresponding to the water level change of the first type of node within a time step.

[0162] In this exemplary embodiment, the application uses the water level of a type of node at the initial moment within a time step as the assumed water level, or uses the average of the river water level and pipeline water level connected to a type of node as the assumed water level.

[0163] It should be understood that the water level can also be set according to actual needs, and the embodiments of this application are not limited thereto.

[0164] This application provides a method for implementing the assumption of an increase or decrease in water level. Specifically, the method involves first determining the minimum and maximum assumed water level values. The minimum assumed water level is taken as the bottom elevation of the node, and the maximum assumed water level is taken as the water level at the initial moment of a node within a time step plus a water level coefficient. The water level coefficient represents the maximum possible increase in water level for a class of nodes within a time step; in this application, the water level coefficient is set to 2.0. If the assumed water level is too high, the new assumed water level is the average of the assumed water level and the minimum assumed water level, and the maximum assumed water level is updated to the assumed water level. If the assumed water level is too low, the new assumed water level is the average of the assumed water level and the maximum assumed water level, and the minimum assumed water level is updated to the assumed water level. This method for implementing the assumption of an increase or decrease in water level uses a bisection method, thus enabling it to unconditionally and stably approximate the accurate value during the iterative process of water level prediction and correction, ultimately obtaining the decoupled water level.

[0165] It should also be understood that the method for achieving the assumed increase or decrease in water level can also be determined according to actual needs, and the embodiments of this application are not limited thereto.

[0166] In some instances, determining the rate of change of water volume at the two types of nodes within a time step, based on the decoupled water level of the two types of nodes as assumed, includes:

[0167] Based on the reservoir capacity curve and the assumed decoupled water level of the two types of nodes, the target water volume is obtained;

[0168] Based on the target water volume and the water volume of the second type of node at the initial moment within a time step, the difference between the target water volume and the water volume of the second type of node at the initial moment within a time step is obtained;

[0169] Based on the difference between the target water volume and the water volume of the second type of node at the initial moment within a time step, the water volume change rate of the second type of node within a time step is obtained by dividing by a time step.

[0170] In this exemplary embodiment, the formula for calculating the rate of change of water volume at the two types of nodes is as follows:

[0171] ;

[0172] in, V represents the rate of change of water volume at the second-class node; n+1 This represents the water volume obtained from the reservoir capacity curve using the assumed decoupled water level; V n dt represents the water volume at the initial moment of a type II node within a time step; dt represents the calculation time step.

[0173] Furthermore, the calculation formulas for the water volume change rate of the three types of water accumulation nodes are as follows:

[0174] ;

[0175] in, Z represents the rate of change of water volume at three types of waterlogging nodes; n+1 Z represents the decoupled water level assuming three types of water accumulation nodes; n This represents the initial water level of three types of water accumulation nodes within a time step; A node Represents the surface area of ​​three types of water accumulation nodes; A pond Z represents the surface area of ​​water accumulation at three types of water accumulation nodes; max dt represents the maximum allowable water level for the three types of water accumulation nodes; dt represents the calculation time step.

[0176] Furthermore, the calculation formulas for the water volume change rate of the three types of overload nodes are as follows:

[0177] ;

[0178] in, Z represents the rate of change of water volume at the three types of overload nodes. n+1 Z represents the decoupling water level under the three types of overload node assumptions; n This represents the water level at the initial moment within a time step for the three types of overloaded nodes; A node Represents the surface area of ​​three types of overloaded nodes; A sur Z represents the overload surface area of ​​the three types of overload nodes; sur dt represents the overload water level of the three types of overload nodes; dt represents the calculation time step.

[0179] Furthermore, this application provides a formula for calculating the overload surface area of ​​three types of overloaded nodes, as follows:

[0180] ;

[0181] Among them, A sur Z represents the overload surface area of ​​the three types of overload nodes; sur 'b' represents the overload water level of the three types of overload nodes; 'a' represents the bottom elevation of the three types of overload nodes; 'a' represents the air pressure wave velocity; A node Represents the surface area of ​​the three types of overloaded nodes; This is the acceleration due to gravity.

[0182] It should be understood that the calculation method for the overload surface area of ​​the three types of overload nodes can also be determined according to actual needs, and the embodiments of this application are not limited thereto.

[0183] Furthermore, the calculation formulas for the water volume change rate of the three types of water storage nodes are as follows:

[0184] ;

[0185] in, V represents the rate of change of water volume at the three types of water storage nodes; n+1 This represents the water volume obtained from the reservoir capacity curve using the assumed decoupled water level; V n dt represents the initial water volume of the three types of water storage nodes within a time step; dt represents the calculation time step.

[0186] The decoupled water levels obtained in the above embodiments are used as boundary conditions within the river channel. Combined with the obtained boundary conditions outside the river channel, they are applied to the river channel mathematical model to simulate and predict the river channel renewal water level and river channel renewal flow.

[0187] Furthermore, the decoupled water level obtained from the above steps is used as the internal boundary condition of the pipeline. Combined with the obtained external boundary condition, it is applied to the pipeline mathematical model to simulate and predict the pipeline's renewal flow. The specific methods for applying the external and internal boundary conditions to the mathematical model to simulate and predict the renewal water level and renewal flow are known in the academic community, and therefore will not be elaborated upon in this application.

[0188] Examples are given below:

[0189] To illustrate the rationality and stability of the calculation method proposed in this invention for achieving decoupling of river channels and pipelines through nodes, as well as self-decoupling of pipelines, two calculation examples are provided.

[0190] Example 1: Decoupling of River and Pipeline. This example uses a model of an inclined pipeline with a closed downstream boundary. The pipeline is 10,000 m long, 10 m in diameter, with a slope of 0.1% and a Manning roughness coefficient of 0.015 m. -1 / 3 s, the steady-state flow rate at the upstream boundary is 240 m³ / s. 3 The steady-state flow velocity is 4.3 m / s, the steady-state water depth is 6.7 m, the pipeline is discretized into 500 elements, and the Coulomb number is 0.5. The simulation predicts the water level in the pipeline after 300 seconds. Since the upstream half of the pipeline is in a no-pressure flow state after 300 seconds, this invention sets up two scenarios: Scenario 1, using only the pipeline model to simulate the scenario; Scenario 2, setting a node in the middle of the pipeline, using a river model upstream of the node and a pipeline model downstream of the node, performing decoupled calculations of the river and pipeline (this node is a type 1 node). Figure 3 This diagram illustrates the result obtained using a method of decoupling the river and pipeline, as well as self-decoupling of the pipeline, through nodes, according to an embodiment of the present invention for a type of node connecting the river and pipeline. See also... Figure 3 The diagram shows the pipeline water level results for Case 1 and Case 2 (a), and the percentage error of the water level in Case 2 relative to Case 1 (b). It can be seen that the water level results in Case 2 are basically consistent with those in Case 1, with a maximum error of only -0.7%. These results demonstrate that the calculation method proposed in this invention for decoupling river channels and pipelines through nodes is successful.

[0191] Example 2: Self-decoupling example of a pipeline. Figure 4 This is a schematic diagram of pipe and node connections for a pipe self-decoupling calculation example provided in an embodiment of the present invention. See also... Figure 4 This example includes 5 pipe segments and 5 nodes. All pipe segments are 1000m long. Except for pipe segment 5, which has a diameter of 0.6m, the diameters of the other pipes are 0.3m, and the Manning roughness coefficient is 0.015m. -1 / 3 s. The surface area of ​​nodes 1, 2, and 4 is 1m². 2 Node 3 has a surface area of ​​2m². 2 The bottom elevations of nodes 1-5 are 1m, 2m, 0m, 1m, and 0.1m respectively, and it is assumed that the pipe position offset data is all 0. Nodes 1 and 2 serve as pipe inlets (inflow rate of 0.2m³ / s for the first 500 seconds). 3 / s, with an inflow rate of 0 after 500s), node 5 serves as the outlet of the pipeline (treated as free outflow). Each pipeline is discretized into 20 units, with a Coulomb number of 0.5, simulating and predicting the water level changes of nodes 1-4 over 1000s. This invention sets up two scenarios: Scenario 1, using the pipeline model to perform overall calculations on the 5 pipeline segments and 5 nodes; Scenario 2, decoupling the pipelines connected to the nodes through the nodes, and then calculating each pipeline separately, where nodes 1 and 2 are both Class III water storage nodes, and nodes 3 and 4 are both Class III water accumulation nodes. Figure 5 The diagram illustrates the results obtained using a method of the present invention to decouple waterways and pipelines and achieve self-decoupling of pipelines through nodes, for the three types of nodes used in pipeline connections according to embodiments of the present invention. See also... Figure 5 The table shows the water level results for nodes 1-4 in cases one and two (the suffix _Iter indicates the result for case two, and J1, J2, J3, and J4 represent nodes 1-4 respectively; the water level results for nodes in case two are the decoupled water levels). It can be seen that for inlet nodes 1 and 2, the water level results in case two oscillate slightly for the first approximately 150 seconds, and then remain stable and consistent with the water level results in case one; while for nodes 3 and 4, the water level results in case two and case one are completely consistent. These results demonstrate that the calculation method for achieving pipeline self-decoupling through nodes proposed in this invention is successful.

[0192] It should be understood that the above calculation method for achieving decoupling of river channels and pipelines through nodes and self-decoupling of pipelines is merely exemplary. Those skilled in the art can make various modifications according to actual needs, and the modified solutions also fall within the protection scope of this application.

[0193] This invention provides a system for updating data by using nodes to couple water conservancy systems. Figure 6 This is a schematic diagram of a system structure for data updating through node-based coupling of a water conservancy system, provided as an embodiment of the present invention. Figure 6As shown, it includes:

[0194] Data acquisition unit 60 is used to acquire river information, pipeline information and node information of the water conservancy system;

[0195] The model building unit 61 is used to build a river mathematical model based on the river information and the node information, and to build a pipeline mathematical model based on the pipeline information and the node information.

[0196] The node classification unit 62 is used to classify the connection points between rivers and pipelines and between pipelines in the water conservancy system into Class I nodes, Class II nodes and Class III nodes according to the different connection methods between rivers and pipelines and between pipelines.

[0197] The water level decoupling unit 63 is used to decouple the river and pipeline and the pipeline and pipeline by means of water level prediction and correction method, so as to obtain the decoupled water level of the first type of node, the decoupled water level of the second type of node and the decoupled water level of the third type of node.

[0198] The data update unit 64 is used to select at least one decoupling water level from the decoupling water levels of the first type of node, the second type of node, and the third type of node as an internal boundary condition according to the different connection states of the river and pipeline and the pipeline and pipeline. This internal boundary condition is then applied together with the corresponding external boundary condition to the river mathematical model and the pipeline mathematical model for parallel calculation to update the river water level, river flow, and pipeline flow.

[0199] In this exemplary embodiment, the river information includes cross-sectional scatter point coordinate data, cross-sectional scatter point elevation data, cross-sectional water level data, cross-sectional flow rate data, and river outer boundary conditions; the river outer boundary conditions include river outer boundary water level data or river outer boundary flow rate data; the pipeline information includes geographical location data, size data, water-passing area data, flow rate data, location offset data, and pipeline outer boundary conditions; the pipeline outer boundary conditions include pipeline outer boundary water level data or pipeline outer boundary flow rate data; the node information includes bottom elevation data, maximum allowable water level data, surface area data, water level data, reservoir capacity curve data, accumulated water surface area data, and overload water level data. It should be noted that all of the above data can be obtained through monitoring equipment.

[0200] In this exemplary embodiment, the application divides nodes into three categories: Category I nodes, Category II nodes, and Category III nodes. Category III nodes are further divided into three categories of water accumulation nodes, three categories of overloaded nodes, and three categories of water storage nodes based on node information.

[0201] Furthermore, the application first uses river and pipeline information to determine whether a node is connected to a river or a pipeline. This application uses the position offset data of the pipeline information to make the determination. If the position offset data exists in the information, it indicates that it is a pipeline; if the position offset data does not exist in the information, it indicates that it is a river.

[0202] It should be understood that the method of connecting nodes as rivers or pipelines can also be set according to actual needs, and the embodiments of this application are not limited thereto.

[0203] This application decouples river channels from pipelines and pipelines to obtain decoupled water levels for three types of nodes: Type I, Type II, and Type III. Then, based on the different connection states of river channels and pipelines, at least one decoupled water level is selected from these three types as an internal boundary condition. This internal boundary condition, along with the corresponding external boundary conditions, is applied to the river mathematical model and pipeline mathematical model for parallel computation to update river water levels, river flow, and pipeline flow. This facilitates timely updates of river water levels, river flow, and pipeline flow, effectively improves decoupling flexibility, increases data update efficiency, and reduces data errors.

[0204] Since the systems / devices described in the above embodiments of the present invention are systems / devices used to implement the methods of the above embodiments of the present invention, those skilled in the art can understand the specific structure and modifications of the systems / devices based on the methods described in the above embodiments of the present invention, and therefore will not be repeated here. All systems / devices used in the methods of the above embodiments of the present invention fall within the scope of protection of the present invention.

[0205] This invention provides a computer-readable storage medium, characterized in that it stores a program for updating data by implementing water system coupling through nodes. When the program for updating data by implementing water system coupling through nodes is executed by a processor, it implements the method for updating data by implementing water system coupling through nodes as described in the above embodiments.

[0206] This invention provides an electronic device, characterized in that it includes a memory, a processor, and a program stored in the memory and executable on the processor for updating data through node-based hydraulic system coupling. When the processor executes the program for updating data through node-based hydraulic system coupling, it implements the method for updating data through node-based hydraulic system coupling described in the above embodiments.

[0207] In the description of this invention, it should be understood that the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Therefore, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0208] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0209] In this invention, unless otherwise explicitly specified and limited, "above" or "below" the second feature can mean that the first and second features are in direct contact, or that they are in indirect contact through an intermediate medium. Furthermore, "above," "over," or "on top" the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply indicates that the first feature is at a higher horizontal level than the second feature. "Below," "below," or "beneath" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply indicates that the first feature is at a lower horizontal level than the second feature.

[0210] In the description of this specification, the terms "one embodiment," "some embodiments," "embodiment," "example," "specific example," or "some examples," etc., refer to specific features, structures, materials, or characteristics described in connection with that embodiment or example, which are included in at least one embodiment or example of the present invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0211] Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention. Those skilled in the art can make modifications, alterations, substitutions and variations to the above embodiments within the scope of the present invention.

Claims

1. A method for data updating through node-based coupling in a hydraulic system, characterized in that, include: Obtain information on river channels, pipelines, and nodes within the water conservancy system; A mathematical model of the river channel is constructed based on the river channel information and the node information, and a mathematical model of the pipeline is constructed based on the pipeline information and the node information. Based on the different connection methods between rivers and pipelines, and between pipelines, the connection points between rivers and pipelines in the water conservancy system are classified into three categories: Category I nodes, Category II nodes, and Category III nodes. Node classification is based on whether the node connects to a river or / or pipeline, and on the node's information. A node is classified as a Category I node if it connects to at least one river and at least one pipeline, and has no reservoir capacity curve data; a node is classified as a Category II node if it connects to at least one river and at least one pipeline, and has reservoir capacity curve data; and a node is classified as a Category III node if it connects to two or more pipelines. The decoupling of river channels and pipelines, as well as pipelines and pipelines, is carried out by water level prediction and correction methods to obtain the decoupled water levels of Class I nodes, Class II nodes, and Class III nodes. Depending on the connection status between the river and the pipeline, and between pipelines, at least one decoupling water level is selected from the decoupling water levels of the first type of node, the second type of node, and the third type of node as an internal boundary condition. This internal boundary condition is then applied together with the corresponding external boundary conditions to the river mathematical model and the pipeline mathematical model for parallel computation to update the river water level, river flow, and pipeline flow. The water level prediction and correction method includes a first water level prediction and correction method and a second water level prediction and correction method. The first and second water level prediction and correction methods represent water level decoupling methods under two different hydraulic system conditions. The method of decoupling river channels and pipelines, and pipelines with each other, through water level prediction and correction, yields decoupled water levels for three types of nodes: Type I, Type II, and Type III. The first type of river channel and pipeline are decoupled by the first water level prediction and correction method to obtain the decoupled water level of the first type of node; The second water level prediction and correction method is used to decouple the second type of river channel from the pipeline, and the decoupled water level of the second type of node is obtained. By using the second water level prediction and correction method to decouple the pipes from each other, the decoupled water levels of the three types of nodes are obtained.

2. The method for data updating through node-based coupling in a water conservancy system according to claim 1, characterized in that, The method of decoupling the first type of river channel and pipeline using the first water level prediction and correction method to obtain the decoupled water level of the first type of node includes: Assume that the decoupling water level of the aforementioned type of node is a first predetermined value; Based on the assumed decoupling water level of the first type of node, the flow velocity of the first type of node on one side of the first type of river channel, the water level of the first type of river channel, and the flow velocity of the first type of river channel, the flow rate at the connection between the first type of node and the first type of river channel is determined. Based on the assumed decoupling water level of the first type of node, the flow velocity of the first type of node on one side of the pipeline, the water flow area of ​​the pipeline, and the flow velocity of the pipeline, the flow rate at the connection between the first type of node and the pipeline is determined. The sum of the flow rate at the connection between the first type of node and the first type of river channel and the flow rate at the connection between the first type of node and the pipeline is determined, and the first predetermined value is adjusted based on the sum of the flow rates so that the sum of the flow rates at the connection between the first type of node and the first type of river channel and the flow rate at the connection between the first type of node and the pipeline approaches 0, thereby obtaining the decoupled water level of the first type of node.

3. The method for data updating through node-based coupling in a water conservancy system according to claim 1, characterized in that, The method of decoupling the second type of river channel from the pipeline using the second water level prediction and correction method to obtain the decoupled water level of the second type of node includes: Assume the decoupling water level of the two types of nodes is a second predetermined value; Based on the decoupled water level of the two types of nodes as assumed, the rate of change of water volume of the two types of nodes within a time step is determined. Based on the assumed decoupling water level of the second type of node, the flow velocity of the second type of node on one side of the second type of river, the water level of the second type of river, and the flow velocity of the second type of river, the flow rate at the connection between the second type of node and the second type of river is determined. Based on the assumed decoupling water level of the two types of nodes, the flow velocity of the two types of nodes on one side of the pipeline, the water flow area of ​​the pipeline, and the flow velocity of the pipeline, the flow rate at the connection between the two types of nodes and the pipeline is determined. The sum of the flow rate at the connection between the second type node and the second type river channel and the flow rate at the connection between the second type node and the pipeline is determined, and the second predetermined value is adjusted based on the sum of the flow rates so that the sum of the flow rates at the connection between the second type node and the second type river channel and the flow rate at the connection between the second type node and the pipeline approaches the rate of change of water volume of the second type node within a time step, thereby obtaining the decoupled water level of the second type node.

4. The method for data updating through node-based coupling in a water conservancy system according to claim 1, characterized in that, The second water level prediction and correction method is used to decouple the pipes from each other, resulting in three types of decoupled water levels for nodes, including: Assume that the decoupling level of the three types of nodes is a third predetermined value; Based on the decoupled water levels of the three types of nodes as assumed, the rate of change of water volume of the three types of nodes within a time step is determined. Based on the assumed decoupling water level of the three types of nodes, the flow velocity of the three types of nodes on one side of the pipeline, the water flow area of ​​the pipeline, and the flow velocity of the pipeline, the flow rate at the connection between the three types of nodes and each pipeline is determined. The sum of the flow rates at the connection points of the three types of nodes and each pipeline is determined, and the third predetermined value is adjusted based on the sum of the flow rates so that the sum of the flow rates at the connection points of the three types of nodes and each pipeline approaches the rate of change of water volume of the three types of nodes within a time step, thereby obtaining the decoupled water level of the three types of nodes.

5. The method for data updating through node-based coupling of a water conservancy system according to claim 2, characterized in that, The determination of the flow rate at the connection between the first-type node and the first-type river channel, based on the assumed decoupling water level of the first-type node, the flow velocity of the first-type node on one side of the first-type river channel, the water level of the first-type river channel, and the flow velocity of the first-type river channel, includes: Based on the assumed decoupling water level of the first type of node, the flow velocity of the first type of node on one side of the first type of river channel, the water level of the first type of river channel, and the flow velocity of the first type of river channel, the mass flux at the connection between the first type of node and the first type of river channel is calculated using the river channel HLL approximate Riemann solver. The mass flux at the connection between the first type of node and the first type of river channel is taken as the flow rate at the connection between the first type of node and the first type of river channel.

6. The method for data updating through node-based coupling of a water conservancy system according to claim 2, characterized in that, The determination of the flow rate at the connection between the first type of node and the pipeline, based on the assumed decoupling water level of the first type of node, the flow velocity of the first type of node on one side of the pipeline, the pipeline cross-flow area, and the pipeline flow velocity, includes: Based on the assumed decoupling water level of the first type of node, the flow velocity of the first type of node on one side of the pipeline, the pipeline water flow area, and the pipeline flow velocity, the mass flux at the connection between the first type of node and the pipeline is calculated using the pipeline HLL approximation Riemann solver. The mass flux at the connection between the node and the pipeline is taken as the flow rate at the connection between the node and the pipeline.

7. The method for data updating through node-based coupling of a water conservancy system according to claim 2, characterized in that, Adjusting the first predetermined value based on the sum of the traffic flows includes: If, based on the sum of the flow rates, it is determined that the decoupling water level of the assumed type of node is too high, then the new assumed water level is the average of the first predetermined value and the minimum assumed water level. If, based on the sum of the flow rates, it is determined that the hypothesized decoupling water level of the first type of node is too low, then the new hypothesized water level is the average of the first predetermined value and the maximum hypothesized water level; wherein, the first predetermined value is determined as the water level of the first type of node at the initial moment within a time step, or the first predetermined value is determined as the average of the river water level and / or pipeline water level connected to the first type of node; wherein. The assumed minimum water level is the bottom elevation of the first type of node; the assumed maximum water level is the water level of the first type of node at the initial moment within a time step plus a water level coefficient, where the water level coefficient is the maximum value corresponding to the water level change of the first type of node within a time step.

8. The method for data updating through node-based coupling in a water conservancy system according to claim 3, characterized in that, The determination of the rate of change of water volume at the two types of nodes within a time step, based on the decoupled water levels of the two types of nodes according to the aforementioned assumption, includes: Based on the reservoir capacity curve and the assumed decoupled water level of the two types of nodes, the target water volume is obtained; Based on the target water volume and the water volume of the second type of node at the initial moment within a time step, the difference between the target water volume and the water volume of the second type of node at the initial moment within a time step is obtained; Based on the difference between the target water volume and the water volume of the second type of node at the initial moment within a time step, the water volume change rate of the second type of node within a time step is obtained by dividing by a time step.

9. A device for updating data through node-based coupling of a water conservancy system, characterized in that, include: The data acquisition unit is used to acquire river information, pipeline information, and node information of the water conservancy system. The model building unit is used to build a river mathematical model based on the river information and the node information, and to build a pipeline mathematical model based on the pipeline information and the node information. The node classification unit is used to classify the connection points between rivers and pipelines and between pipelines in the water conservancy system into Class I nodes, Class II nodes, and Class III nodes based on the different connection methods between rivers and pipelines and between pipelines. Node classification is based on whether the node connects to a river and / or pipeline, and on the node's information. If a node connects to at least one river and at least one pipeline, and the node does not have reservoir capacity curve data, the node is classified as a Class I node. If a node connects to at least one river and at least one pipeline, and the node has reservoir capacity curve data, the node is classified as a Class II node. If a node connects to two or more pipelines, the node is classified as a Class III node. The water level decoupling unit is used to decouple the river channel from the pipeline and the pipeline from each other using the water level prediction and correction method, so as to obtain the decoupled water level of the first type of node, the decoupled water level of the second type of node and the decoupled water level of the third type of node. The data update unit is used to select at least one decoupling water level from the decoupling water levels of the first type of node, the second type of node, and the third type of node as an internal boundary condition, based on the different connection states of the river and pipeline, and the pipeline and pipeline connection states. This internal boundary condition is then applied together with the corresponding external boundary conditions to the river mathematical model and the pipeline mathematical model for parallel computation to update the river water level, river flow, and pipeline flow. The water level prediction and correction method includes a first water level prediction and correction method and a second water level prediction and correction method. The first water level prediction and correction method and the second water level prediction and correction method are water level decoupling methods for two different hydraulic system states. The method of decoupling river channels and pipelines, and pipelines with each other, through water level prediction and correction, yields decoupled water levels for three types of nodes: Type I, Type II, and Type III. The first type of river channel and pipeline are decoupled by the first water level prediction and correction method to obtain the decoupled water level of the first type of node; The second water level prediction and correction method is used to decouple the second type of river channel from the pipeline, and the decoupled water level of the second type of node is obtained. By using the second water level prediction and correction method to decouple the pipes from each other, the decoupled water levels of the three types of nodes are obtained.

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