Two-dimensional hydrodynamic calculation method, device and equipment for weir gate flow and medium

Abstract

The present application relates to the technical field of numerical simulation of hydraulic engineering, and provides a two-dimensional hydrodynamic calculation method, device, equipment and medium for weir gate flow, which comprises the following steps: in a two-dimensional hydrodynamic model, the weir gate is generalized as an interface of grid cells, and the interface is divided into a plurality of horizontal layers in the vertical direction; according to the opening height of the weir gate and the relative position of each horizontal layer, the flow state attribute of each horizontal layer is determined; according to the flow state attribute of each horizontal layer, the interface normal flux of each horizontal layer is calculated; the interface normal flux of each horizontal layer is accumulated to obtain the total flux of the interface; based on the total flux, the two-dimensional hydrodynamic model is numerically solved to obtain the hydrodynamic calculation result of the weir gate flow. The present application discards the dependence of the traditional weir flow or orifice flow formula on the empirical coefficient, thereby effectively avoiding the problem of low simulation accuracy caused by the difficulty in rating the empirical coefficient.

Description

Technical Field

[0001] This invention relates to the field of numerical simulation technology for hydraulic engineering, and in particular to a two-dimensional hydrodynamic calculation method, apparatus, equipment, and medium for weir and sluice gate flow. Background Technology

[0002] In recent years, with the rapid development of computational methods and capabilities, high-precision and high-stability two-dimensional hydrodynamic simulation technology has developed rapidly and has gradually become an important technical means for flood evolution simulation. During the flood evolution process, common hydraulic structures such as spillways, sluices, and bridges significantly control or influence the flood evolution process. Therefore, the flow simulation of hydraulic structures has always been an important part of flood simulation.

[0003] Currently, in traditional two-dimensional hydrodynamic models, the flow through hydraulic structures is typically calculated using weir or orifice flow formulas. However, these formulas are derived based on the principle of energy conservation under steady flow conditions and contain multiple empirical coefficients, requiring calibration for different hydraulic structure morphologies. Since flood evolution is a highly unsteady flow process, applying weir or orifice flow formulas based on steady flow assumptions to calculate the flow of floodwater through hydraulic structures suffers from insufficient theoretical rigor and difficulty in calibrating empirical coefficients. This leads to low simulation accuracy and a high susceptibility to numerical instability, making it difficult to meet the development requirements of modern high-precision, high-stability two-dimensional hydrodynamic simulation technology. Summary of the Invention

[0004] This invention provides a two-dimensional hydrodynamic calculation method, apparatus, equipment, and medium for weir and sluice gate flow, in order to overcome the deficiencies in the prior art.

[0005] This invention provides a two-dimensional hydrodynamic calculation method for the flow of a weir or sluice gate, comprising the following steps: In the two-dimensional hydrodynamic model, the weir and gate are generalized as the interface of grid cells, and the interface is divided into several horizontal layers in the vertical direction; Based on the opening height of the weir and the relative position of each horizontal layer, the flow properties of each horizontal layer are determined. Calculate the interface normal flux of each horizontal layer based on the flow properties of each horizontal layer; The interface normal flux of each horizontal layer is summed to obtain the total flux of the interface; Based on the total flux, the two-dimensional hydrodynamic model is numerically solved to obtain the hydrodynamic calculation results of the weir and sluice gate flow.

[0006] According to the present invention, a two-dimensional hydrodynamic calculation method for weir and sluice gate flow is provided, wherein the calculation of the interface normal flux of each horizontal layer based on the flow regime properties of each horizontal layer includes: For a horizontal layer with an open flow regime, the interface normal flux of the corresponding horizontal layer is calculated based on the water depth and flow velocity of the grid cells on the left and right sides of the interface where the horizontal layer is located. For a horizontal layer with a flow state attribute of a closed layer, a virtual flow unit is set on one side of the interface where the corresponding horizontal layer is located. The interface normal flux of the corresponding horizontal layer is calculated based on the flow state between the virtual flow unit and the grid unit on the other side of the interface where the corresponding horizontal layer is located. The water depth of the virtual flow unit is the same as that of the grid unit on the other side, and the flow velocity direction is opposite to that of the grid unit on the other side.

[0007] According to the present invention, a two-dimensional hydrodynamic calculation method for weir and sluice gate flow is provided, wherein the calculation of the interface normal flux of the corresponding horizontal layer is based on the water depth and flow velocity of the grid cells on the left and right sides of the interface where the corresponding horizontal layer is located, including: Based on the water depth and flow velocity of the grid cells on the left and right sides of the interface where the corresponding horizontal layer is located, determine the wave velocity on the left, right and middle sides of the corresponding horizontal layer. Based on the relationship between the left wave velocity, the right wave velocity, and the middle wave velocity, select the appropriate flux calculation formula to calculate the interface normal flux of the corresponding horizontal layer.

[0008] According to the present invention, a two-dimensional hydrodynamic calculation method for weir and sluice gate flow is provided, wherein determining the left wave velocity, right wave velocity, and middle wave velocity of the corresponding horizontal layer based on the water depth and flow velocity of the grid cells on the left and right sides of the interface where the corresponding horizontal layer is located includes: The wave velocity on the left side is determined based on the water depth and flow velocity of the grid cell on the left side of the interface where the corresponding horizontal layer is located, combined with the gravitational acceleration. The right-side wave velocity is determined based on the water depth and flow velocity of the grid cell on the right side of the interface where the corresponding horizontal layer is located, combined with the gravitational acceleration. The intermediate wave velocity is determined based on the left wave velocity, the right wave velocity, and the water depth and flow velocity of the grid cells on the left and right sides of the interface where the corresponding horizontal layer is located.

[0009] According to a two-dimensional hydrodynamic calculation method for weir and sluice gate flow provided by the present invention, the step of determining the flow regime properties of each horizontal layer based on the opening height of the weir and sluice gate and the relative position of each horizontal layer includes: If the vertical position of any horizontal layer is lower than the opening height of the weir, then the flow state attribute of any horizontal layer is determined to be an open layer. If the vertical position of any horizontal layer is higher than or equal to the opening height of the weir, then the flow state attribute of any horizontal layer is determined to be a closed layer.

[0010] According to the present invention, a two-dimensional hydrodynamic calculation method for weir and sluice gate flow is provided, wherein the two-dimensional hydrodynamic model is numerically solved based on the total flux to obtain the hydrodynamic calculation results of the weir and sluice gate flow, including: Based on the total flux, update the conservation variables of the grid cells on the left and right sides of the interface, whereby the conservation variables include the water depth and flow velocity of each grid cell; Based on the updated conserved variables, the hydrodynamic calculation results of the flow through the weir and sluice gate are obtained. The hydrodynamic calculation results include the water level distribution, velocity distribution and flow process line of the flow through the weir and sluice gate.

[0011] According to the present invention, a two-dimensional hydrodynamic calculation method for weir and sluice gate flow is provided, wherein the two-dimensional hydrodynamic model is constructed based on a two-dimensional shallow water equation set; The two-dimensional shallow water equations include conserved variables, fluxes, and source terms. The conserved variables include water depth and horizontal velocity components. The fluxes include horizontal momentum flux and mass flux. The source terms include bottom slope source terms and drag source terms.

[0012] The present invention also provides a two-dimensional hydrodynamic calculation device for weir and sluice gate flow, comprising the following modules: The generalization module is used to generalize the weir and sluice gate into a grid cell interface in a two-dimensional hydrodynamic model, and to divide the interface into several horizontal layers in the vertical direction. The determination module is used to determine the flow properties of each horizontal layer based on the opening height of the weir gate and the relative position of each horizontal layer; The calculation module is used to calculate the interface normal flux of each horizontal layer based on the flow properties of each horizontal layer. The accumulation module is used to accumulate the interface normal flux of each horizontal layer to obtain the total flux of the interface; The solution module is used to numerically solve the two-dimensional hydrodynamic model based on the total flux to obtain the hydrodynamic calculation results of the weir and sluice gate flow.

[0013] The present invention also provides an electronic device, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the program to implement the two-dimensional hydrodynamic calculation method for weir and sluice gate flow as described above.

[0014] The present invention also provides a non-transitory computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements a two-dimensional hydrodynamic calculation method for weir and sluice gate flow as described above.

[0015] The present invention also provides a computer program product, including a computer program that, when executed by a processor, implements a two-dimensional hydrodynamic calculation method for weir and sluice gate flow as described above.

[0016] The present invention provides a two-dimensional hydrodynamic calculation method, apparatus, equipment, and medium for weir and sluice gate flow. By dividing the grid interface containing the weir and sluice gate into layers vertically and determining the flow properties of each layer based on the opening state of the weir and sluice gate, differentiated physical solution methods are used to calculate the layered fluxes for different flow states. Finally, the total flux is accumulated and used for model solving, achieving a weir and sluice gate flow simulation entirely based on physical equations. Because this invention abandons the dependence on empirical coefficients in traditional weir or orifice flow formulas, it effectively avoids the problem of low simulation accuracy caused by the difficulty in calibrating empirical coefficients. Attached Figure Description

[0017] To more clearly illustrate the technical solutions in this invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0018] Figure 1 This is a flowchart illustrating the two-dimensional hydrodynamic calculation method for weir and sluice gate flow provided by the present invention.

[0019] Figure 2 This is a simplified schematic diagram of the hydraulic structure provided by the present invention in a two-dimensional model.

[0020] Figure 3 These are schematic diagrams illustrating four generalized forms of weirs and sluices provided by this invention.

[0021] Figure 4 This is a schematic diagram of the layering and flow arrangement under the four generalized forms of weirs and gates provided by the present invention.

[0022] Figure 5 This is a schematic diagram of the interface normal flux calculation of the closed layer provided by the present invention.

[0023] Figure 6 This is a schematic diagram of the layered arrangement of conserved variables under four different flow states of weirs and sluices provided by this invention.

[0024] Figure 7 This is a schematic diagram of the experimental model provided by the present invention.

[0025] Figure 8 This is a schematic diagram comparing the water level calculation results under different test conditions provided by the present invention.

[0026] Figure 9 This is a schematic diagram comparing the flow rate calculation results under different test conditions provided by the present invention.

[0027] Figure 10 This is a schematic diagram of the structure of the two-dimensional hydrodynamic calculation device for weir and sluice gate flow provided by the present invention.

[0028] Figure 11 This is a schematic diagram of the structure of the electronic device provided by the present invention. Detailed Implementation

[0029] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this invention. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without creative effort are within the scope of protection of this invention.

[0030] In current two-dimensional hydrodynamic models, weir or orifice flow formulas are typically used to calculate the flow through hydraulic structures. However, these formulas are usually derived based on the principle of energy conservation under steady flow conditions and contain multiple empirical coefficients, requiring calibration for different hydraulic structure morphologies. Since flood evolution is a highly unsteady flow process, directly applying weir or orifice flow formulas based on steady flow assumptions to calculate the flood's passage through hydraulic structures often suffers from insufficient theoretical rigor and difficulty in accurately calibrating empirical coefficients. This leads to low simulation accuracy and is prone to numerical instability, making it difficult to meet the development requirements of modern high-precision, high-stability two-dimensional hydrodynamic simulation technology.

[0031] To address this issue, the present invention provides a two-dimensional hydrodynamic calculation method for weir and sluice gate flow. The method involves dividing the weir and sluice gate, which is generalized as a grid cell interface in the two-dimensional hydrodynamic model, into several horizontal layers in the vertical direction. The flow properties of each horizontal layer are determined based on the opening height of the weir and sluice gate and their relative positions. The interface normal flux of each horizontal layer is then calculated and accumulated to obtain the total flux. Finally, the two-dimensional hydrodynamic model is numerically solved based on the total flux. This method achieves high-precision calculation of weir and sluice gate flow without relying on empirical coefficients, effectively solving the problems of low simulation accuracy and numerical instability caused by inconsistent theoretical assumptions and difficulties in calibrating empirical coefficients in traditional methods. This significantly improves the accuracy and stability of weir and sluice gate flow calculation in two-dimensional hydrodynamic simulation.

[0032] in, Figure 1 This is a flowchart illustrating the two-dimensional hydrodynamic calculation method for weir and sluice gate flow provided by the present invention, as shown below. Figure 1 As shown, the method includes steps 110, 120, 130, 140 and 150.

[0033] Step 110: In the two-dimensional hydrodynamic model, the weir and gate are generalized as the interface of grid cells, and the interface is divided into several horizontal layers in the vertical direction.

[0034] Here, the two-dimensional hydrodynamic model refers to a numerical model based on two-dimensional shallow water equations, used to simulate the motion of water flow on a free surface. This model is typically used to calculate the distribution and evolution of water depth and depth-average velocity in two-dimensional space. In applications such as flood evolution simulation, the two-dimensional hydrodynamic model is implemented by discretizing the computational domain into a series of grid cells and solving for the conserved variables in each grid cell.

[0035] In a two-dimensional hydrodynamic model, a weir or sluice gate refers to a hydraulic structure such as a spillway, sluice gate, or bridge that obstructs or controls water flow. The weir or sluice gate is generalized as the interface of a grid cell, meaning that during the model's mesh generation process, the physical location of the weir or sluice gate is treated as a common boundary surface between two adjacent grid cells.

[0036] Figure 2 This is a simplified schematic diagram of the hydraulic structure provided by the present invention in a two-dimensional model, such as... Figure 2 As shown, in the two-dimensional hydrodynamic model, the computational domain is discretized into a grid, mapping the physical location of the weir and sluice gate structure onto the boundary surface of a specific grid cell. Then, the weir and sluice gate structure is generalized into a special grid cell boundary surface, which is located between two adjacent grid cells. m and Cell m+1 Between; then, after determining the boundary surface, define the physical properties of the mesh elements on both sides of the boundary surface, where the left mesh element Cell m With a water depth of h m Normal velocity u m and tangential flow velocity v m Right grid cell m+1 With a water depth of h m+1 Normal velocity u m+1 and tangential flow velocity v m+1 The process of water flowing through a weir is simulated by calculating the flux across the boundary surface.

[0037] Figure 3 These are schematic diagrams illustrating four generalized forms of weirs and sluices provided by this invention, such as... Figure 3 As shown, weirs and gates can generally be categorized into four types: free weir flow, submerged weir flow, free orifice flow, and submerged orifice flow.

[0038] Furthermore, to more accurately describe the non-uniformity of water flow in the vertical direction, especially the complex flow pattern when obstructed by weirs, this embodiment divides the aforementioned interface into several horizontal layers in the vertical direction. These horizontal layers can be understood as a layered discretization of the water flow in the vertical direction, with each layer representing a water flow channel within a certain height range.

[0039] As an alternative implementation, the number of horizontal layers can be determined based on the geometric characteristics of the weir and the required simulation accuracy. For example, the interface can be divided into two or three layers. This layered approach breaks the assumption of complete vertical uniformity in traditional two-dimensional shallow water equations, enabling the model to distinguish between water layers blocked by the weir and those not blocked, thus laying the foundation for achieving physical solutions without empirical coefficients.

[0040] Specifically, the layers can be divided by setting the height ratio or absolute height value of each layer. For example, each layer can be set to have the same height, or the height of each layer can be dynamically adjusted according to the water depth. The layered interface is no longer a single flux calculation surface in the vertical direction, but a collection of multiple sub-interfaces, each sub-interface corresponding to a horizontal layer.

[0041] Step 120: Determine the flow properties of each horizontal layer based on the opening height of the weir and the relative position of each horizontal layer.

[0042] Specifically, the opening height of a weir refers to the vertical distance from the bottom of the weir to the riverbed, which determines the height of the cross-section through which the water flows. The relative position of each horizontal layer refers to the vertical distribution of each horizontal layer, such as the bottom elevation and top elevation of each horizontal layer.

[0043] Flow regime properties characterize whether the water flow within a horizontal layer is physically obstructed by a weir or gate. Flow regime properties include at least open layers and closed layers. An open layer is a horizontal layer through which water can flow freely without being obstructed by a weir or gate; a closed layer is a horizontal layer through which the water flow path is blocked by a weir or gate, preventing direct passage.

[0044] As an optional embodiment, the flow characteristics of any horizontal layer can be determined by comparing its vertical position with the opening height of the weir. For example, if the vertical position of any horizontal layer is lower than the opening height of the weir, it indicates that the layer is located below the gate opening, and the water flow is unobstructed; therefore, the flow characteristics of this horizontal layer are determined to be an open layer. Conversely, if the vertical position of any horizontal layer is higher than or equal to the opening height of the weir, it indicates that the layer is directly opposite the gate plate, and the water flow is obstructed; therefore, the flow characteristics of this horizontal layer are determined to be a closed layer.

[0045] Step 130: Calculate the interface normal flux of each horizontal layer based on the flow properties of each horizontal layer.

[0046] Specifically, the interface normal flux refers to the amount of physical quantity passing through the interface of a horizontal layer per unit time. Calculating the interface normal flux of each horizontal layer means solving for the flux of each layer using different physical mechanisms or calculation methods based on the aforementioned determined flow properties.

[0047] As an optional embodiment, for a horizontal layer with an open flow regime, since the water flow is unobstructed, its flow characteristics follow the convection laws of fluid dynamics. Therefore, the interface normal flux of this layer can be directly calculated based on the water depth and flow velocity of the grid cells on the left and right sides of the interface where the horizontal layer is located.

[0048] As an alternative embodiment, for a horizontal layer with a closed flow regime, the water flow exhibits reflective or stagnant characteristics due to the obstruction of the solid wall. Therefore, the calculation methods for free flow cannot be simply applied. In this case, a virtual flow state can be constructed to simulate the physical process of water impacting the wall, thereby calculating the interfacial normal flux of the layer.

[0049] Through this differentiated computational strategy, this embodiment can simultaneously handle two distinct physical phenomena—free flow and wall obstruction—within a unified two-dimensional hydrodynamic framework, avoiding the reliance on empirical coefficients in traditional methods and improving the physical realism of the calculations.

[0050] Step 140: Sum the interface normal flux of each horizontal layer to obtain the total interface flux.

[0051] Specifically, the total flux at the interface refers to the sum of the fluxes of all horizontal layers across the entire grid cell interface. Since two-dimensional hydrodynamic models are typically based on depth-averaged governing equations, updating the conserved variables of the grid cells requires the net flux across the entire interface.

[0052] Specifically, according to the principle of flux conservation, the total mass flux at the interface is equal to the sum of the mass fluxes of each layer, and the total momentum flux is equal to the sum of the momentum fluxes of each layer. The total flux at the interface can be calculated using the following formula: ; in, Indicates the number is ( The total throughput on the left side of the interface. Indicates the number is ( The total throughput on the right side of the interface. Indicates the number is ( The left side of the interface Interface normal flux of the horizontal layer Indicates the number is ( The right side of the interface Interface normal flux of the horizontal layer This represents the total number of horizontal layers.

[0053] in, Figure 4 This is a schematic diagram of the layering and flow arrangement under the four generalized morphologies of weirs and sluices provided by this invention, as shown in the figure. Figure 4As shown, firstly, the weir is generalized into an interface of four types of grid cells: free weir flow, submerged weir flow, free orifice flow, and submerged orifice flow. The interface is then divided into three horizontal layers vertically. Next, based on the opening and closing states of each horizontal layer, the flow properties of each layer are determined, defining each layer as either an open or closed layer. Finally, the interface normal flux is defined according to the flow properties of each horizontal layer, such as... Figure 3 As shown, Indicates the number is ( The interface normal flux of the first horizontal layer on the left side of the interface. Indicates the number is ( The interface normal flux of the first horizontal layer on the right side of the interface. Indicates the number is ( The interface normal flux of the second horizontal layer on the left side of the interface. Indicates the number is ( The interface normal flux of the second horizontal layer on the right side of the interface. Indicates the number is ( The interface normal flux of the third horizontal layer on the left side of the interface. Indicates the number is ( The interface normal flux of the third horizontal layer on the right side of the interface. Indicates the first The center coordinates of each grid cell Indicates the first The center coordinates of each grid cell Indicates the first The first grid cell and the first The coordinates of the interface between each grid cell, i.e., the coordinates of the location of the weir.

[0054] Step 150: Based on the total flux, perform numerical solution on the two-dimensional hydrodynamic model to obtain the hydrodynamic calculation results of the weir and sluice gate flow.

[0055] Specifically, numerically solving a two-dimensional hydrodynamic model involves using numerical discretization methods such as the finite volume method to update the conserved variables (such as water depth and velocity) of each grid cell based on the calculated total interface flux and source terms (such as bottom slope and friction).

[0056] Specifically, based on the conservation law, the rate of change of water volume within a grid cell is equal to the net inflow and outflow flux plus the contribution of the source term. By substituting the total flux, which includes weir and gate flow information, obtained in step 140 into the discrete equations of the model, the flow state at the next moment can be deduced step by step.

[0057] Finally, through iterative calculations over time steps, the hydrodynamic calculation results of the flow through the weir can be obtained. These results include, but are not limited to, the water level distribution upstream and downstream of the weir, the velocity vector distribution, and the flow process curve through the weir.

[0058] It should be noted that the hydrodynamic calculation results obtained in this embodiment based on the updated conserved variables can be directly applied to the following water conservancy engineering fields: This embodiment can be applied to flood evolution simulation and risk assessment. By accurately calculating the water level rise and flow velocity changes when the flood passes through the weir, the flood risk to downstream areas can be assessed, providing a scientific basis for flood control and disaster reduction planning and emergency evacuation route formulation.

[0059] This embodiment can be applied to the assessment of the flow capacity of hydraulic structures. By using the simulated flow process line, it is possible to verify whether the discharge capacity of the design structure such as the spillway dam and sluice gate meets the design standards, thereby guiding the optimized design and safe operation management of hydraulic structures.

[0060] This embodiment can be applied to water resource scheduling and management. Based on accurate flow simulation, water conservancy departments can formulate more reasonable gate scheduling schemes to achieve refined regulation of water volume in the basin and improve water resource utilization efficiency.

[0061] This embodiment can be applied to the analysis of river scour and sediment transport. Combined with the results of velocity vector distribution, it can further analyze the scouring effect of high velocity areas on the riverbed, predict the location of sediment deposition, and provide technical support for river regulation and embankment reinforcement.

[0062] The two-dimensional hydrodynamic calculation method for weir and sluice gate flow provided in this embodiment divides the grid interface where the weir and sluice gate are located into layers in the vertical direction, determines the flow properties of each layer according to the opening state of the weir and sluice gate, and then uses differentiated physical solution methods to calculate the layered flux for different flow states. Finally, the total flux is accumulated and used for model solution, realizing a weir and sluice gate flow simulation based entirely on physical equations. Since this embodiment abandons the dependence on empirical coefficients in traditional weir flow or orifice flow formulas, it effectively avoids the problem of low simulation accuracy caused by the difficulty of calibrating empirical coefficients. At the same time, the numerical stability under unsteady flow conditions is ensured by layered Riemann solutions and reflection boundary treatment, which significantly improves the accuracy and reliability of hydraulic structure flow calculation in flood evolution simulation.

[0063] Considering that the water layers at different depths are blocked by the weir during the flow process, traditional holistic calculation methods cannot accurately reflect this vertical flow field difference, especially the convection effect of unobstructed water flow and the reflection effect of obstructed water flow.

[0064] Based on this, this embodiment calculates the interface normal flux of each horizontal layer according to the flow properties of each horizontal layer, including: For a horizontal layer with an open flow regime, the interface normal flux of the corresponding horizontal layer is calculated based on the water depth and flow velocity of the grid cells on the left and right sides of the interface where the horizontal layer is located. For a horizontal layer with a flow state attribute of a closed layer, a virtual flow unit is set on one side of the interface where the corresponding horizontal layer is located. The interface normal flux of the corresponding horizontal layer is calculated based on the flow state between the virtual flow unit and the grid unit on the other side of the interface where the corresponding horizontal layer is located. The water depth of the virtual flow unit is the same as that of the grid unit on the other side, and the flow velocity direction is opposite to that of the grid unit on the other side.

[0065] Specifically, the water depth and velocity corresponding to the grid cells on the left and right sides of the interface where the horizontal layer is located refer to the local water depth and velocity components in the grid cell on the left side of the interface, and the local water depth and velocity components in the grid cell on the right side of the interface, respectively.

[0066] As an alternative embodiment, a modified HLLC (Harten-Lax-van Leer-Contact) solution method can be used to calculate the interface normal flux of the open layer. The HLLC solution method can capture contact discontinuities well and is suitable for calculating shallow water flows with wet-dry boundaries or complex terrain. In this embodiment, for a horizontal layer with open flow properties, the fluxes on both sides of the interface are continuous and equal.

[0067] After obtaining the interface normal flux of the open layer, considering that for a horizontal layer with a closed flow regime, the water flow is directly blocked by the weir, the physical process is no longer simple fluid convection, but involves the interaction between the fluid and the solid wall. If conventional transmission calculations are still used, the rebound and energy loss after the water flow hits the gate will not be reflected. Therefore, for a horizontal layer with a closed flow regime, a virtual flow unit is set on one side of the interface of the corresponding horizontal layer. The interface normal flux of the corresponding horizontal layer is calculated based on the flow state between the virtual flow unit and the grid unit on the other side of the interface. The water depth of the virtual flow unit is the same as that of the grid unit on the other side, and the flow velocity direction is opposite to that of the grid unit on the other side.

[0068] Here, the virtual flow element is a hypothetical element constructed for the convenience of numerical computation. It does not exist in the real physical space but is used to provide the boundary conditions required for the calculation. The other side of the grid element refers to the real fluid computation grid element, which is the opposite of the virtual flow element.

[0069] in, Figure 5 This is a schematic diagram of the interface normal flux calculation for the closed layer provided by the present invention, specifically including three scenarios: flux deployment, right-side virtual flow, and left-side virtual flow. Figure 5 As shown, firstly, for the horizontal layer with the flow regime property of a closed layer, due to the obstruction of the weir structure, the layer numbered ( The left side of the interface Interface normal flux of horizontal layer , and the right side of the interface Interface normal flux of horizontal layer The fluxes are not necessarily equal, therefore flux deployment and solution need to be performed separately. Then, in order to calculate the normal flux of the interface on the left, the reflection boundary method is used, and a virtual flow unit is set on the right side of the interface where the corresponding horizontal layer is located (as shown by the dashed box in "Right Virtual Flow" in the figure). The water depth of this virtual flow unit is the same as the water depth of the calculation unit on the left. The normal velocity directions are equal, but the normal velocity direction is the same as the normal velocity of the calculation unit on the left. Conversely, assuming unobstructed flow between the computational unit's water flow and the virtual unit's water flow, the interface normal flux on the left side is calculated using the HLLC solution method. Next, to calculate the interface normal flux on the right side of the interface, another virtual flow unit is set on the left side of the interface corresponding to the horizontal layer (as shown by the dashed box in "Left Virtual Flow" in the figure), and its water depth is the same as that of the calculation unit on the right. Equal to the normal velocity direction of the calculation cell on the right. Conversely, the interface normal flux on the right side is also calculated using the HLLC solution method. .in, This represents the interface normal flux on the right side, calculated using the HLLC solver. This represents the interface normal flux on the left side, calculated using the HLLC solver. , , They represent the first The first grid cell The water depth, normal velocity, and tangential velocity of the layer. , , They represent the first The first grid cell The water depth, normal velocity, and tangential velocity of the layer. This represents the normal velocity of the virtual flow unit set on the right. This indicates the normal velocity of the virtual flow unit set on the left.

[0070] Considering the drastic changes in flow velocity and depth when water passes through a weir structure, the fluid states on the left and right sides of the interface may differ significantly, such as a rapid flow on one side and a slow flow on the other, or the presence of discontinuities such as hydraulic jumps. To accurately capture these flow characteristics and ensure the stability of numerical calculations, this embodiment employs a flux solution method that can adaptively adjust the calculation strategy based on local flow field characteristics.

[0071] Specifically, this embodiment calculates the interface normal flux of the corresponding horizontal layer based on the water depth and flow velocity of the grid cells on the left and right sides of the interface where the corresponding horizontal layer is located, including: Based on the water depth and flow velocity of the grid cells on the left and right sides of the interface where the corresponding horizontal layer is located, determine the wave velocity on the left, right and middle sides of the corresponding horizontal layer. Based on the relationship between the wave velocities on the left, right, and middle sides, select the appropriate flux calculation formula to calculate the interface normal flux of the corresponding horizontal layer.

[0072] Specifically, based on the water depth and flow velocity of the grid cells on the left and right sides of the interface where the corresponding horizontal layer is located, the wave velocity on the left, right, and middle sides of the corresponding horizontal layer are determined, including: Based on the water depth and flow velocity of the grid cell on the left side of the interface where the corresponding horizontal layer is located, and combined with the gravitational acceleration, the wave velocity on the left side is determined. Based on the water depth and flow velocity of the grid cell on the right side of the interface where the corresponding horizontal layer is located, and combined with the gravitational acceleration, the wave velocity on the right side is determined. The intermediate wave velocity is determined based on the wave velocity on the left and right sides, as well as the water depth and flow velocity of the grid cells on the left and right sides of the interface where the corresponding horizontal layer is located.

[0073] Specifically, the left-side wave velocity refers to the speed at which fluid disturbances propagate outward on the left side of the interface, the right-side wave velocity refers to the speed at which fluid disturbances propagate outward on the right side of the interface, and the middle wave velocity refers to the propagation speed of the tangential flow velocity discontinuity at the interface.

[0074] As an optional embodiment, the wave velocity can be estimated based on the flow regime of the units on the left and right sides of the horizontal layer. The specific calculation formula is as follows: ; ; ; ; in, Indicates the first Wave velocity on the left side of the layer, Indicates the first Wave velocity on the right side of the layer, This indicates the flow rate of the grid cells on the left side of the interface. This indicates the water depth in the grid cells on the left side of the interface. This indicates the flow rate of the grid cells on the right side of the interface. This indicates the water depth in the grid cells on the right side of the interface. Represents gravitational acceleration. This indicates the flow rate in the intermediate state. This indicates the water depth in an intermediate state.

[0075] After determining the left and right wave velocities, the middle wave velocity... It can be determined by the following formula: ; The intermediate wave speed This reflects the discontinuous propagation characteristics of the tangential flow velocity at the interface.

[0076] After obtaining the wave velocities on the left, right, and middle sides, the flux calculation method will change depending on the different positions of the fluid interface relative to the computational grid at different times. To ensure physical conservation, the correct flux expression needs to be selected based on the relative magnitudes of these wave velocities.

[0077] Therefore, this embodiment selects the appropriate flux calculation formula based on the magnitude relationship between the left-side wave velocity, right-side wave velocity, and middle wave velocity to calculate the interface normal flux of the corresponding horizontal layer. As an optional embodiment, the interface normal flux can be calculated according to the logic of the HLLC solver, based on the magnitude relationship between the wave velocity and 0 (representing the interface position), in four different cases. : ; ; ; in, For the first Conserved variables of the grid cells on the left side of the layer. For the first Conserved variables of the grid cells on the right side of the layer. For the first Conserved variables in the left region of the layer For the first Conserved variables in the right-hand region of the layer.

[0078] From the above formula, it can be seen that when When this occurs, it indicates that the fluid flows entirely to the right (supercritical flow), and the interfacial flux is determined by the state of the left-hand element. This indicates that the interface is between the left and middle waves, and the interface flux needs to include the flux change across the left wave. This indicates that the interface is between the middle wave and the right wave, and the interface flux needs to include the flux change across the right wave. When this occurs, it indicates that the fluid flows entirely to the left (supercritical flow), and the interfacial flux is determined by the state of the right-hand cell.

[0079] in, Figure 6 This is a schematic diagram of the layered arrangement of conserved variables under four different flow regimes in weirs and sluices provided by this invention, as shown in the figure. Figure 6 As shown, , and They represent the first The first grid cell The water depth, normal velocity, and tangential velocity of each layer. Since shallow water flow is generally considered to be primarily horizontal, and the tangential velocity is unaffected by the weir structure, the tangential velocity of each layer can be considered... Equal to the tangential velocity of the mesh cell Normal velocity per layer Related to the opening status of the weir gate, it can be written as: ; in, For the first The total water depth of each grid cell For the first The total normal velocity of each grid cell.

[0080] Considering that the gate opening height of a weir / sluice changes dynamically during actual operation, the effective cross-section of the water flowing through the weir / sluice also constantly changes. Traditional fixed boundary treatment methods are difficult to adapt to this dynamic change and cannot automatically distinguish whether the water flows out through the gate opening or overflows from the weir crest. In order for the model to flexibly adapt to various complex flow regimes such as free weir flow, submerged weir flow, free orifice flow, and submerged orifice flow, a dynamic determination mechanism based on geometric positional relationships is needed to determine the connectivity of each water layer in real time.

[0081] Based on this, in this embodiment, the flow properties of each horizontal layer are determined according to the opening height of the weir and the relative position of each horizontal layer, including: If the vertical position of any horizontal layer is lower than the opening height of the weir, then the flow state of any horizontal layer is determined to be an open layer. If the vertical position of any horizontal layer is higher than or equal to the opening height of the weir, then the flow state property of any horizontal layer is determined to be a closed layer.

[0082] Specifically, the vertical position of any horizontal layer usually refers to the elevation range of that horizontal layer in the vertical direction. For example, for the first... A horizontal layer is defined by its top and bottom elevations. The opening height of a weir typically refers to the vertical distance between the bottom edge of the gate and a reference plane. An open layer is one where fluid movement is unimpeded by the gate, allowing for normal momentum and mass exchange.

[0083] If the vertical position of any horizontal layer is lower than the opening height of the weir, it indicates that the horizontal layer is located below the gate opening, the water flow channel is not blocked by the gate body, and is in a connected state. At this time, the flow state attribute of the corresponding horizontal layer can be determined as an open layer. An open layer refers to a water layer in which fluid can flow freely across the interface. Its flux calculation follows the convection and wave laws of fluid dynamics and is suitable for simulating the flow part of orifice flow or weir flow.

[0084] If the vertical position of any horizontal layer is higher than or equal to the opening height of the weir, it indicates that the elevation range of the horizontal layer overlaps with the gate body in space, the water flow path is cut off by the rigid wall and is in a blocked state. The flow state property of any horizontal layer is determined as a closed layer. A closed layer is a water layer in which the fluid movement is completely blocked by a solid boundary. The physical process at its interface is manifested as fluid stagnation or reflection, which is suitable for simulating the blocking effect of the gate's water-blocking part on the water flow.

[0085] Considering that the ultimate goal of the numerical model is to simulate the evolution of water flow over time, which mathematically manifests as the dynamic equilibrium of conserved variables within the grid cells, and that the total interface flux calculated in the preceding steps only represents the exchange rate at the boundary, this embodiment uses the total flux to numerically solve the two-dimensional hydrodynamic model, obtaining the hydrodynamic calculation results for the weir-sluice gate flow, including: Based on the total flux, update the conserved variables of the grid cells on the left and right sides of the interface. The conserved variables include the water depth and flow velocity of each grid cell. Based on the updated conserved variables, the hydrodynamic calculation results of the flow through the weir and sluice gate are obtained. The hydrodynamic calculation results include the water level distribution, flow velocity distribution and flow process line of the flow through the weir and sluice gate.

[0086] Here, conserved variables refer to physical quantities that are directly solved in the governing equations and obey conservation laws. In two-dimensional shallow water equations, the vector of conserved variables typically includes water depth, unit width flow rate in the x-direction, and unit width flow rate in the y-direction. Update refers to calculating the state at the next time step based on the current state and the calculated rate of change (flux and source term).

[0087] As an alternative embodiment, the fluid computation domain can be discretized into a series of finite-sized grid cells, and the conservation law in integral form can be applied to each grid cell. For the grid cells on the left and right sides of the interface, the value of the conserved variable at the next time step is equal to the value of the conserved variable at the current time step plus the net flux contribution and source term contribution during this time step.

[0088] After updating the conserved variables across the entire mesh, considering that engineering applications and analyses typically focus on intuitive hydraulic elements (such as water level and velocity) rather than intermediate variables (unit width flow rate), this embodiment uses the updated conserved variables to solve for the hydrodynamic calculation results of the weir and sluice gate flow. These results include the water level distribution, velocity distribution, and flow rate hydrograph of the weir and sluice gate flow. Here, water level distribution refers to the spatial distribution of the free water surface elevation at each point within the calculation area; velocity distribution refers to the spatial distribution of the flow velocity vector; and the flow rate hydrograph is the curve showing the change in flow rate over time at a specific cross-section.

[0089] Considering that flooding at weirs and sluices typically occurs in water bodies with free surfaces, and that their horizontal scale is often much larger than their vertical scale, directly solving the complete equations is not only computationally intensive but also unnecessary in many practical engineering problems. To improve computational efficiency while ensuring simulation accuracy, enabling its application to large-scale flood evolution simulations, this embodiment employs a mathematical model based on the depth-averaged assumption to describe water flow motion.

[0090] Specifically, the two-dimensional hydrodynamic model is constructed based on the two-dimensional shallow water equations. The two-dimensional shallow water equations include conserved variables, fluxes, and source terms. The conserved variables include water depth and the horizontal velocity component. The fluxes include the horizontal momentum flux and mass flux. The source terms include the bottom slope source term and the drag source term.

[0091] Here, the two-dimensional shallow water equations are a set of partial differential equations derived by integrating the Navier-Stokes equations for incompressible fluids in the depth direction and making a hydrostatic assumption. The two-dimensional shallow water equations include conserved variables, fluxes, and source terms. Conserved variables refer to the fundamental unknowns that evolve over time, including water depth and the horizontal velocity component. Fluxes refer to the amount of physical quantity transported per unit time through a unit area, including horizontal momentum flux and mass flux. Source terms refer to the factors within the fluid system that generate or consume physical quantities, including bottom slope source terms and drag source terms.

[0092] As an alternative embodiment, the conservation form of the two-dimensional shallow water equations can be expressed as: ; in, As a conserved variable, for Flux in the direction, for Flux in the direction, The source term consists of the bottom slope source term and the resistance source term. For time, its component forms can be as follows: ; ; ; ; in, For water depth; for Flow velocity in the direction, for Flow velocity in the direction, This refers to the surface elevation. It is the acceleration due to gravity. This is the coefficient of friction.

[0093] To verify and evaluate the accuracy and reliability of the method provided by this invention (hereinafter referred to as "this method"), this invention was verified through an experimental case of open channel gate flow, in which the numerical simulation results of this method were compared with the experimental data of the water tank.

[0094] Figure 7 This is a schematic diagram of the experimental model provided by the present invention, such as... Figure 7 As shown, the experimental model is a 12.5-meter-long water tank with a unit width, a continuous and stable flow rate q upstream, a gate 5m from the upstream inlet and 7.5m from the downstream outlet, and a gate opening height of a. The downstream boundary condition is set as a critical water depth boundary condition.

[0095] This case study simulates different test conditions, with specific initial and boundary conditions shown in Table 1. The test conditions include Test1 to Test4, corresponding to different flow rates q and gate opening heights a. For example, in Test1, the flow rate q = 0.13 m³ / s. 3 / s, opening height a=116mm; flow rate q=0.024m in Test2. 3 / s, opening height a=32mm.

[0096] Table 1. List of Initial and Boundary Conditions In terms of numerical simulation settings, the spatial resolution of the computational domain is set to d. x =0.01m and d y =0.05m, which discretizes the entire computational domain into a total of 25,000 grid cells. The initial water depth is set to 0.1m. To ensure the stability of the numerical calculation, the time step is determined based on the CFL condition; in this embodiment, the CFL number is set to 0.2. Furthermore, the Manning roughness coefficient n in the model is set to 0.12. For all test conditions, the simulation continues until the water flow reaches a steady state.

[0097] Through the detailed parameter settings and multi-condition tests described above, this embodiment can comprehensively evaluate the applicability and accuracy of the proposed layered weir and gate flow calculation method under different flow conditions.

[0098] Furthermore, in order to more intuitively demonstrate the superiority of this method in simulation results, this embodiment compares the calculated water level distribution and flow velocity distribution results with experimental measurement data and other existing numerical simulation results in detail.

[0099] Figure 8 This is a comparative diagram of water level calculation results under different test conditions provided by the present invention, such as... Figure 8 As shown, the calculation results of this embodiment agree well with the experimental measurement data downstream of the gate. For example, in Test 1, the traditional method exhibits a significant water-holding effect at the downstream outlet, while the solution obtained using the solver of this method shows a less pronounced effect, which is closer to the actual situation. Furthermore, in Test 2, the hydraulic jump position predicted by the traditional method was 0.8 meters earlier than the verification data, while this method only predicted it 0.3 meters earlier, indicating that this method significantly improves the prediction accuracy of the hydraulic jump position.

[0100] Figure 9 This is a comparative diagram of flow rate calculation results under different test conditions provided by the present invention, such as... Figure 9 As shown, the velocity distribution trend of this method is basically consistent with the experimental data. Although some differences still exist between the numerical depth and the measured depth, the distributions of both depth and velocity are within acceptable ranges, demonstrating the feasibility of the method. Notably, this method improves accuracy without significantly increasing computational costs.

[0101] The following describes the two-dimensional hydrodynamic calculation device for weir and sluice gate flow provided by the present invention. The two-dimensional hydrodynamic calculation device for weir and sluice gate flow described below can be referred to in correspondence with the two-dimensional hydrodynamic calculation method for weir and sluice gate flow described above.

[0102] Based on any of the above embodiments Figure 10 This is a schematic diagram of the structure of the two-dimensional hydrodynamic calculation device for weir and sluice gate flow provided by the present invention, as shown below. Figure 10 As shown, the device includes: The generalization module 1010 is used to generalize the weir and sluice gate into the interface of grid cells in the two-dimensional hydrodynamic model, and to divide the interface into several horizontal layers in the vertical direction. The determination module 1020 is used to determine the flow properties of each horizontal layer based on the opening height of the weir gate and the relative position of each horizontal layer. The calculation module 1030 is used to calculate the interface normal flux of each horizontal layer based on the flow properties of each horizontal layer. The accumulation module 1040 is used to accumulate the interface normal flux of each horizontal layer to obtain the total interface flux. The solver module 1050 is used to numerically solve the two-dimensional hydrodynamic model based on the total flux, and obtain the hydrodynamic calculation results of the flow through the weir and sluice gate.

[0103] Figure 11 This is a schematic diagram of the structure of the electronic device provided by the present invention, such as... Figure 11 As shown, the electronic device may include a processor 1110, a communications interface 1120, a memory 1130, and a communication bus 1140. The processor 1110, communications interface 1120, and memory 1130 communicate with each other via the communication bus 1140. The processor 1110 can call logical instructions from the memory 1130 to execute a two-dimensional hydrodynamic calculation method for weir and sluice gate flow.

[0104] Furthermore, the logical instructions in the aforementioned memory 1130 can be implemented as software functional units and, when sold or used as independent products, can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, essentially, or the part that contributes to the prior art, or a part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods described in the various embodiments of the present invention. The aforementioned storage medium includes various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0105] On the other hand, the present invention also provides a computer program product, which includes a computer program that can be stored on a non-transitory computer-readable storage medium. When the computer program is executed by a processor, the computer is able to execute the two-dimensional hydrodynamic calculation method for weir and sluice gate flow provided by the above methods.

[0106] In another aspect, the present invention also provides a non-transitory computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements a two-dimensional hydrodynamic calculation method for weir and sluice gate flow provided by the above methods.

[0107] The device embodiments described above are merely illustrative. The units described as separate components may or may not be physically separate. The components shown as units may or may not be physical units; that is, they may be located in one place or distributed across multiple network units. Some or all of the modules can be selected to achieve the purpose of this embodiment according to actual needs. Those skilled in the art can understand and implement this without any creative effort.

[0108] Through the above description of the embodiments, those skilled in the art can clearly understand that each embodiment can be implemented by means of software plus necessary general-purpose hardware platforms, and of course, it can also be implemented by hardware. Based on this understanding, the above technical solutions, in essence or the part that contributes to the prior art, can be embodied in the form of a software product. This computer software product can be stored in a computer-readable storage medium, such as ROM / RAM, magnetic disk, optical disk, etc., and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute the methods described in the various embodiments or some parts of the embodiments.

[0109] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A two-dimensional hydrodynamic calculation method for weir and sluice gate flow, characterized in that, include: In the two-dimensional hydrodynamic model, the weir is generalized as the interface of grid cells, and the interface is divided into several horizontal layers in the vertical direction; Based on the opening height of the weir and the relative position of each horizontal layer, the flow properties of each horizontal layer are determined. Calculate the interface normal flux of each horizontal layer based on the flow properties of each horizontal layer; The interface normal flux of each horizontal layer is summed to obtain the total flux of the interface; Based on the total flux, the two-dimensional hydrodynamic model is numerically solved to obtain the hydrodynamic calculation results of the weir and sluice gate flow.

2. The two-dimensional hydrodynamic calculation method for weir and sluice gate flow according to claim 1, characterized in that, The calculation of the interface normal flux of each horizontal layer based on the flow properties of each horizontal layer includes: For a horizontal layer with an open flow regime, the interface normal flux of the corresponding horizontal layer is calculated based on the water depth and flow velocity of the grid cells on the left and right sides of the interface where the horizontal layer is located. For a horizontal layer with a flow state attribute of a closed layer, a virtual flow unit is set on one side of the interface where the corresponding horizontal layer is located. The interface normal flux of the corresponding horizontal layer is calculated based on the flow state between the virtual flow unit and the grid unit on the other side of the interface where the corresponding horizontal layer is located. The water depth of the virtual flow unit is the same as that of the grid unit on the other side, and the flow velocity direction is opposite to that of the grid unit on the other side.

3. The two-dimensional hydrodynamic calculation method for weir and sluice gate flow according to claim 2, characterized in that, The step of calculating the interface normal flux of the corresponding horizontal layer based on the water depth and flow velocity of the grid cells on the left and right sides of the interface where the corresponding horizontal layer is located includes: Based on the water depth and flow velocity of the grid cells on the left and right sides of the interface where the corresponding horizontal layer is located, determine the wave velocity on the left, right and middle sides of the corresponding horizontal layer. Based on the relationship between the left wave velocity, the right wave velocity, and the middle wave velocity, select the appropriate flux calculation formula to calculate the interface normal flux of the corresponding horizontal layer.

4. The two-dimensional hydrodynamic calculation method for weir and sluice gate flow according to claim 3, characterized in that, The step of determining the left-side wave velocity, right-side wave velocity, and middle wave velocity of the corresponding horizontal layer based on the water depth and flow velocity of the grid cells on the left and right sides of the interface where the corresponding horizontal layer is located includes: The wave velocity on the left side is determined based on the water depth and flow velocity of the grid cell on the left side of the interface where the corresponding horizontal layer is located, combined with the gravitational acceleration. The right-side wave velocity is determined based on the water depth and flow velocity of the grid cell on the right side of the interface where the corresponding horizontal layer is located, combined with the gravitational acceleration. The intermediate wave velocity is determined based on the left wave velocity, the right wave velocity, and the water depth and flow velocity of the grid cells on the left and right sides of the interface where the corresponding horizontal layer is located.

5. The two-dimensional hydrodynamic calculation method for weir and sluice gate flow according to any one of claims 1 to 4, characterized in that, The determination of the flow properties of each horizontal layer based on the opening height of the weir and the relative position of each horizontal layer includes: If the vertical position of any horizontal layer is lower than the opening height of the weir, then the flow state attribute of any horizontal layer is determined to be an open layer. If the vertical position of any horizontal layer is higher than or equal to the opening height of the weir, then the flow state attribute of any horizontal layer is determined to be a closed layer.

6. The two-dimensional hydrodynamic calculation method for weir and sluice gate flow according to any one of claims 1 to 4, characterized in that, The process of numerically solving the two-dimensional hydrodynamic model based on the total flux to obtain the hydrodynamic calculation results of the weir and sluice gate flow includes: Based on the total flux, update the conservation variables of the grid cells on the left and right sides of the interface, whereby the conservation variables include the water depth and flow velocity of each grid cell; Based on the updated conserved variables, the hydrodynamic calculation results of the flow through the weir and sluice gate are obtained. The hydrodynamic calculation results include the water level distribution, velocity distribution and flow process line of the flow through the weir and sluice gate.

7. The two-dimensional hydrodynamic calculation method for weir and sluice gate flow according to any one of claims 1 to 4, characterized in that, The two-dimensional hydrodynamic model is constructed based on a set of two-dimensional shallow water equations. The two-dimensional shallow water equations include conserved variables, fluxes, and source terms. The conserved variables include water depth and horizontal velocity components. The fluxes include horizontal momentum flux and mass flux. The source terms include bottom slope source terms and drag source terms.

8. A two-dimensional hydrodynamic calculation device for weir and sluice gate flow, characterized in that, include: The generalization module is used to generalize the weir and sluice gate into a grid cell interface in a two-dimensional hydrodynamic model, and to divide the interface into several horizontal layers in the vertical direction. The determination module is used to determine the flow properties of each horizontal layer based on the opening height of the weir gate and the relative position of each horizontal layer; The calculation module is used to calculate the interface normal flux of each horizontal layer based on the flow properties of each horizontal layer. The accumulation module is used to accumulate the interface normal flux of each horizontal layer to obtain the total flux of the interface; The solution module is used to numerically solve the two-dimensional hydrodynamic model based on the total flux to obtain the hydrodynamic calculation results of the weir and sluice gate flow.

9. An electronic device comprising a memory, a processor, and a computer program stored in the memory and running on the processor, characterized in that, When the processor executes the computer program, it implements the two-dimensional hydrodynamic calculation method for weir and sluice gate flow as described in any one of claims 1 to 7.

10. A non-transitory computer-readable storage medium having a computer program stored thereon, characterized in that, When the computer program is executed by the processor, it implements the two-dimensional hydrodynamic calculation method for weir and sluice gate flow as described in any one of claims 1 to 7.

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