A method and system for hydropower station safety management planning

Abstract

The application relates to the field of hydropower station management, and in particular to a hydropower station safety management planning method and system. The method comprises the following steps: acquiring current reservoir data; analyzing the current reservoir data to determine water level information, dam structure information and river channel data; analyzing three-dimensional influence indexes under different flood discharge schemes according to the water level information, the dam structure information and the river channel data; and screening the flood discharge schemes and determining an optimal opening scheme according to the three-dimensional influence indexes. The three-dimensional influence indexes under different flood discharge schemes are analyzed, a multi-dimensional risk assessment framework is provided, and three-dimensional space game integration is realized. According to the three-dimensional influence indexes, the flood discharge schemes are screened, the optimal opening scheme is determined, the flood discharge operation is directly guided, the risks of local damage and long-term siltation are reduced, adaptive flood discharge decision-making is realized, the negative influence is minimized while ensuring the flood control safety, and a closed-loop optimization system is formed.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of hydropower station management, and in particular to a hydropower station safety management planning method and system. BACKGROUND

[0002] In the safety management of a hydropower station, the flood discharge management of the hydropower station is a key link in the safe operation of a reservoir. The core goal is to minimize the negative impact on the dam structure, river ecology and downstream facilities while ensuring flood control safety by optimizing the flood discharge scheme.

[0003] In the scenario where multiple flood discharge gates are arranged side by side, the existing flood discharge management method has a single analysis dimension, which may cause serious erosion of the non-water passing structure on the side by the high-speed water flow, or cause the dam foundation area to bear impact load far exceeding the design standard, threatening the stability of the dam foundation. SUMMARY

[0004] The present application provides a hydropower station safety management planning method and system to solve the above problems.

[0005] In a first aspect, the present application provides a hydropower station safety management planning method, which comprises:

[0006] obtaining current reservoir data; analyzing the current reservoir data to determine water level information, dam structure information and river data;

[0007] analyzing three-dimensional impact indicators under different flood discharge schemes according to the water level information, the dam structure information and the river data;

[0008] screening the flood discharge scheme according to the three-dimensional impact indicators to determine the best opening scheme.

[0009] According to the present application, the current reservoir data is obtained to ensure the timeliness and synchronization of the water level information, the dam structure information and the river data, and to eliminate the decision deviation caused by data lag or loss. The current reservoir data is analyzed to determine the water level information, the dam structure information and the river data, to eliminate the defects of ignoring the dam structure information and the river data, and to ensure the collaborative usability of the water level information, the dam structure information and the river data. According to the water level information, the dam structure information and the river data, the three-dimensional impact indicators under different flood discharge schemes are analyzed to provide a multi-dimensional risk assessment framework and realize three-dimensional space game integration. According to the three-dimensional impact indicators, the flood discharge scheme is screened to determine the best opening scheme, which directly guides the flood discharge operation, reduces the risk of local damage and long-term sedimentation, realizes adaptive flood discharge decision-making, ensures flood control safety while minimizing negative impact, and forms a closed-loop optimization system.

[0010] Optionally, the step of analyzing three-dimensional impact indicators under different flood discharge schemes according to the water level information, the dam structure information and the river data comprises:

[0011] Get the current reservoir inflow;

[0012] Determining flood discharge volume based on the water level information and the inflow flow;

[0013] Analyze different flood discharge plans and the flood discharge volumes, and determine the unit flood discharge volume corresponding to each flood discharge plan;

[0014] Determining the scouring effect of the adjacent embankment based on the river channel data, the embankment structure information, and the unit flood discharge;

[0015] Analyzing the river data to determine the current sediment content of the water body;

[0016] Determining the impact of sediment accumulation based on the unit flood discharge and the current sediment content of the water body;

[0017] Determine the impact of dam foundation impact based on the unit flood discharge and the flood discharge;

[0018] The sediment accumulation impact, the dam foundation impact, and the side embankment scouring impact are determined as three-dimensional impact indicators under different flood discharge plans.

[0019] This solution obtains the current reservoir inflow, avoiding errors caused by reliance on historical static data. The flood discharge volume is determined based on water level information and inflow, ensuring that the risks of different flood discharge options are comparable under the same total flood discharge volume. Different flood discharge options and flood discharge volumes are analyzed to determine the corresponding unit flood discharge volume for each flood discharge option, ensuring risk comparability among different flood discharge options at the same flood discharge scale. The impact of lateral dike scour is determined based on river channel data, levee structure information, and unit flood discharge volume. This is used to reflect the potential hazards of levee erosion in the three-dimensional impact index, thereby supporting the comparison of different flood discharge options in terms of lateral scour. River channel data is analyzed to determine the current water body sediment content, ensuring that the calculation of sediment accumulation impact is based on the latest sediment status and simplifying the data foundation for sediment risk assessment. The impact of sediment accumulation is determined based on the unit flood discharge volume and current water body sediment content. This is used to reflect the negative impact of sediment dynamic behavior on flood discharge efficiency in the three-dimensional impact index, effectively identifying flood discharge options with high blockage risks. The impact of dam foundation impact is determined based on unit flood discharge and discharge volume. This is used to reflect potential issues in the dam foundation safety dimension in a three-dimensional impact index, thereby assisting in evaluating the impact of flood discharge options on dam foundation integrity. Sediment accumulation, dam foundation impact, and lateral dike scour are defined as three-dimensional impact indicators under different flood discharge options to ensure comprehensive and objective risk comparisons.

[0020] Optionally, the river channel data further includes sediment distribution. Determining the impact of sediment accumulation based on the unit flood discharge and the current sediment content of the water body includes:

[0021] Analyze different flood discharge plans and determine the opening status of the flood discharge gates;

[0022] determining the water flow influence coefficients at different stages according to the dam structure information and the river channel data;

[0023] Predicting real-time water flow velocity based on the flood gate opening state and the water flow influence coefficient;

[0024] determining a riverbed shear stress according to the unit flood discharge and the real-time water flow velocity;

[0025] Calculating sediment initiation probability according to the riverbed shear stress and the sediment distribution;

[0026] When the sediment initiation probability is higher than a preset initiation threshold, determining a critical initiation flow rate according to the sediment distribution and the real-time water flow rate;

[0027] Calculating the difference between the real-time water flow rate and the critical starting flow rate;

[0028] According to the difference, the sediment transport rate formula is selected to calculate the sediment transport rate;

[0029] Based on the sediment transport rate, the sediment accumulation impact is determined.

[0030] This solution analyzes different flood discharge scenarios and determines the flood gate opening state, ensuring that water flow behavior is simulated for each opening state, thereby affecting the initial conditions for sediment transport and accumulation predictions. Based on dam structural information and river channel data, flow influence coefficients are determined at different stages, quantifying the local impact of the dam and river channel on water flow and providing dynamic adjustment factors for flow velocity prediction. Based on the flood gate opening state and flow influence coefficients, real-time water velocity is predicted, capturing flow deflection or acceleration, and providing dynamic parameters for the sediment initiation probability. Based on the unit flood discharge and real-time water velocity, the riverbed shear stress is determined, converting the flow dynamics into mechanical forces on the riverbed. Based on the riverbed shear stress and sediment distribution, the sediment initiation probability is calculated to quantify the likelihood of sediment initiation. When the sediment initiation probability exceeds the preset initiation threshold, the critical initiation velocity is determined based on the sediment distribution and real-time water velocity. This ensures that the sediment transport status assessment is only activated when the initiation risk is high, avoiding inefficient calculations. Calculating the difference between real-time flow velocity and the critical starting velocity quantifies the gap between real-time flow velocity and the critical sediment initiation point, which influences the calculation direction of the sediment transport rate. Based on this difference, a sediment transport rate formula is selected to calculate the sediment transport rate, reflecting sediment dynamic behavior. The sediment transport rate determines the impact of sediment accumulation, reflecting the sediment blockage risk of the flood discharge plan and supporting the integration of three-dimensional impact indicators.

[0031] Optionally, determining the scouring impact of the lateral embankment according to the river channel data, the embankment structure information, and the unit flood discharge includes:

[0032] Calculating a near-wall flow velocity gradient based on the unit flood discharge and the dam structure information;

[0033] Acquiring dam material information; the dam material information includes dam material type;

[0034] Analyzing the dam material information and determining the material anti-impact parameters;

[0035] The scouring effect of the lateral embankment is determined based on the material anti-scouring parameters and the near-wall flow velocity gradient.

[0036] This solution calculates the near-wall velocity gradient based on unit flood discharge and dam structure information, quantifying the change in water velocity near the dam surface and reflecting the local shearing effect of the water on the dam, providing dynamic input data for scour risk assessment. It also obtains dam material information, including the dam material type, to determine the dam's physical properties and ensure that the material type can be used to analyze the dam material information, providing the original input for determining the material's scour resistance. The dam material information is analyzed to determine the material's scour resistance parameters, converting the dam material type into quantifiable scour resistance parameters that reflect the material's inherent resistance to scour. Based on the material scour resistance parameters and the near-wall velocity gradient, the scour impact of the lateral dam is determined, indicating the degree of scour risk and used to integrate three-dimensional impact indicators.

[0037] Optionally, determining the scour impact of the lateral embankment according to the material anti-scour parameter and the near-wall flow velocity gradient includes:

[0038] Dividing the dam surface grid cells according to the dam material type;

[0039] Calculating the vorticity value of each unit according to the near-wall flow velocity gradient;

[0040] Calculating a critical failure index according to the material impact resistance parameter and the vorticity value of each unit;

[0041] The impact of scour on the lateral dike is determined based on the critical damage index and the near-wall velocity gradient.

[0042] This solution divides the dam surface grid into cells based on the dam material type, enhancing the ability to capture details in large material areas and avoiding reduced calculation accuracy due to overly large cells. The vorticity value of each cell is calculated based on the near-wall velocity gradient, capturing the dynamic changes in water flow during flood discharge and providing dynamic input for scour risk assessment. The critical damage index is calculated based on the material anti-scour parameters and the vorticity value of each cell, directly identifying the scour vulnerability of each area on the dam surface and facilitating local risk identification. The critical damage index and near-wall velocity gradient are used to determine the impact of scour on the lateral dam, providing a quantitative risk basis for optimizing flood discharge plans.

[0043] Optionally, determining the dam foundation impact according to the unit flood discharge and the flood discharge includes:

[0044] Calculate the water hammer wave propagation velocity based on the unit flood discharge;

[0045] Determining a duration of impact according to the flood discharge volume and the unit flood discharge volume;

[0046] Calculating the basic impact pressure according to the water hammer wave propagation speed and the continuous impact time;

[0047] The impact of the dam foundation is determined based on the foundation impact pressure.

[0048] This solution calculates the water hammer wave propagation velocity based on the unit flood discharge volume, ensuring the acquisition of the water hammer wave propagation velocity. This converts the change in water flow energy during the flood discharge process into a quantifiable wave velocity value, supporting the dynamic assessment of the dam foundation impact risk. The duration of the impact is determined based on the flood discharge volume and unit flood discharge volume, capturing the impact of the interaction between the total flood discharge flow and the unit flow on the impact persistence. The flood discharge scale and unit intensity are converted into the duration of the impact, providing a time-dimensional input for calculating the impact pressure. Based on the water hammer wave propagation velocity and duration of the impact, the foundation impact pressure is calculated to reflect the cumulative pressure effect of the water hammer wave on the dam foundation. Based on the foundation impact pressure, the impact of the dam foundation impact is determined and converted into a unified impact risk indicator for risk comparison and decision support in flood discharge scheme optimization.

[0049] Optionally, determining the sediment accumulation impact according to the sediment transport rate includes:

[0050] Obtain historical river sedimentation data;

[0051] Determining a sedimentation rate based on the sediment transport rate and the historical sedimentation data of the river channel;

[0052] The impact of silt accumulation is determined based on the siltation rate and the real-time water flow velocity.

[0053] This solution captures historical sedimentation data and quantifies historical accumulation patterns, ensuring the reliability and relevance of sedimentation rate calculations. Determining sedimentation rates based on sediment transport rates and historical sedimentation data provides a dynamic rate basis, eliminating the problem of not incorporating dynamic sedimentation impacts into decision-making. Determining sedimentation impacts based on sedimentation rates and real-time water flow rates eliminates the problem of unpredictable sediment accumulation behavior and provides quantifiable sediment risk input for optimizing flood discharge plans.

[0054] Optionally, calculating the vorticity value of each unit according to the near-wall flow velocity gradient includes:

[0055] After dividing the dam surface grid cells, determine the grid cell size based on the division results;

[0056] determining a local curl based on the near-wall flow velocity gradient and the grid cell size;

[0057] Based on the local curl, the vorticity value of each element is calculated.

[0058] This approach divides the dam surface into grid cells and determines their size based on the division results, ensuring that each cell has clear geometric size parameters, thereby supporting localized processing of flow dynamic parameters. Local curl is determined based on the near-wall velocity gradient and grid cell size, capturing the dynamic scour risk at different locations on the dam surface and providing intermediate data for vorticity calculations. Based on the local curl, the vorticity value of each cell is calculated, converting the local curl into a specific vorticity value. This ensures that the risk of each grid cell is independently assessed, supporting dynamic simulation and optimization of flood discharge schemes.

[0059] Optionally, screening flood discharge plans and determining the best opening plan based on the three-dimensional impact index includes:

[0060] Obtaining a current flood discharge task; analyzing the current flood discharge task and determining a flood discharge period;

[0061] Screening flood discharge plans according to the flood discharge period, the current reservoir data and the three-dimensional impact index, and determining the best flood discharge plan for the first period;

[0062] A virtual simulation model is used to simulate the flood discharge process according to the flood discharge period, the current reservoir data and the three-dimensional impact index, and the optimal opening plan is determined based on the simulation results.

[0063] Through this solution, the current flood discharge task is obtained, the core objectives and boundary conditions of the flood discharge operation are clarified, and decision-making deviations caused by vague task definitions are avoided. The current flood discharge task is analyzed, the flood discharge period is determined, and the time factor is included in the scheme optimization to support dynamic adjustment of the flood discharge strategy. According to the flood discharge period, current reservoir data and three-dimensional impact indicators, the flood discharge scheme is screened and the optimal flood discharge scheme for the first period is determined, avoiding indiscriminate simulation of all schemes in the entire period and improving calculation efficiency. The virtual simulation model is used to simulate the flood discharge process according to the flood discharge period, current reservoir data and three-dimensional impact indicators, and the optimal opening scheme is determined based on the simulation results, eliminating the problem of being unable to balance conflicting goals and avoiding the use of only locally optimal but long-term high-risk schemes.

[0064] In a second aspect, the present application provides a hydropower station safety management planning system, the system comprising:

[0065] A data analysis module is used to obtain current reservoir data; analyze the current reservoir data to determine water level information, dam structure information, and river channel data;

[0066] An impact determination module, configured to analyze three-dimensional impact indicators under different flood discharge schemes based on the water level information, the dam structure information, and the river channel data;

[0067] The scheme screening module is used to screen flood discharge schemes according to the three-dimensional impact indicators and determine the best opening scheme.

[0068] Optionally, when the impact determination module analyzes the three-dimensional impact indicators under different flood discharge schemes based on the water level information, the dam structure information, and the river channel data, it is configured to:

[0069] Get the current reservoir inflow;

[0070] Determining flood discharge volume based on the water level information and the inflow flow;

[0071] Analyze different flood discharge plans and the flood discharge volumes, and determine the unit flood discharge volume corresponding to each flood discharge plan;

[0072] Determining the scouring effect of the adjacent embankment based on the river channel data, the embankment structure information, and the unit flood discharge;

[0073] Analyzing the river data to determine the current sediment content of the water body;

[0074] Determining the impact of sediment accumulation based on the unit flood discharge and the current sediment content of the water body;

[0075] Determine the impact of dam foundation impact based on the unit flood discharge and the flood discharge;

[0076] The sediment accumulation impact, the dam foundation impact, and the side embankment scouring impact are determined as three-dimensional impact indicators under different flood discharge plans.

[0077] Optionally, the river channel data further includes sediment distribution. When the impact determination module determines the sediment accumulation impact based on the unit flood discharge and the current sediment content of the water body, it is configured to:

[0078] Analyze different flood discharge plans and determine the opening status of the flood discharge gates;

[0079] determining the water flow influence coefficients at different stages according to the dam structure information and the river channel data;

[0080] Predicting real-time water flow velocity based on the flood gate opening state and the water flow influence coefficient;

[0081] determining a riverbed shear stress according to the unit flood discharge and the real-time water flow velocity;

[0082] Calculating sediment initiation probability according to the riverbed shear stress and the sediment distribution;

[0083] When the sediment initiation probability is higher than a preset initiation threshold, determining a critical initiation flow rate according to the sediment distribution and the real-time water flow rate;

[0084] Calculating the difference between the real-time water flow rate and the critical starting flow rate;

[0085] According to the difference, the sediment transport rate formula is selected to calculate the sediment transport rate;

[0086] Based on the sediment transport rate, the sediment accumulation impact is determined.

[0087] Optionally, when determining the scouring impact of the lateral embankment according to the river channel data, the embankment structure information and the unit flood discharge, the impact determination module is configured to:

[0088] Calculating a near-wall flow velocity gradient based on the unit flood discharge and the dam structure information;

[0089] Acquiring dam material information; the dam material information includes dam material type;

[0090] Analyzing the dam material information and determining the material anti-impact parameters;

[0091] The scouring effect of the lateral embankment is determined based on the material anti-scouring parameters and the near-wall flow velocity gradient.

[0092] Optionally, when determining the scour impact of the lateral embankment according to the material anti-scour parameter and the near-wall flow velocity gradient, the impact determination module is configured to:

[0093] Dividing the dam surface grid cells according to the dam material type;

[0094] Calculating the vorticity value of each unit according to the near-wall flow velocity gradient;

[0095] Calculating a critical failure index according to the material impact resistance parameter and the vorticity value of each unit;

[0096] The impact of scour on the lateral dike is determined based on the critical damage index and the near-wall velocity gradient.

[0097] Optionally, when determining the impact of the dam foundation according to the unit flood discharge and the flood discharge, the impact determination module is configured to:

[0098] Calculate the water hammer wave propagation velocity based on the unit flood discharge;

[0099] Determining a duration of impact according to the flood discharge volume and the unit flood discharge volume;

[0100] Calculating the basic impact pressure according to the water hammer wave propagation speed and the continuous impact time;

[0101] The impact of the dam foundation is determined based on the foundation impact pressure.

[0102] Optionally, when determining the sediment accumulation impact based on the sediment transport rate, the impact determination module is configured to:

[0103] Obtain historical river sedimentation data;

[0104] Determining a sedimentation rate based on the sediment transport rate and the historical sedimentation data of the river channel;

[0105] The impact of silt accumulation is determined based on the siltation rate and the real-time water flow velocity.

[0106] Optionally, when the impact determination module calculates the vorticity value of each unit according to the near-wall flow velocity gradient, it is used to:

[0107] After dividing the dam surface grid cells, determine the grid cell size based on the division results;

[0108] determining a local curl based on the near-wall flow velocity gradient and the grid cell size;

[0109] Based on the local curl, the vorticity value of each element is calculated.

[0110] Optionally, the solution screening module screens flood discharge solutions based on the three-dimensional impact index and determines the best opening solution, and is used to:

[0111] Obtaining a current flood discharge task; analyzing the current flood discharge task and determining a flood discharge period;

[0112] Screening flood discharge plans according to the flood discharge period, the current reservoir data and the three-dimensional impact index, and determining the best flood discharge plan for the first period;

[0113] A virtual simulation model is used to simulate the flood discharge process according to the flood discharge period, the current reservoir data and the three-dimensional impact index, and the optimal opening plan is determined based on the simulation results. BRIEF DESCRIPTION OF THE DRAWINGS

[0114] In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, a brief introduction will be given below to the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative labor.

[0115] Figure 1 A schematic diagram of an application scenario provided in one embodiment of the present application;

[0116] Figure 2 A flowchart of a hydropower station safety management planning method provided in one embodiment of the present application;

[0117] Figure 3 A schematic diagram of the structure of a hydropower station safety management planning system provided in one embodiment of the present application. DETAILED DESCRIPTION

[0118] To make the purpose, technical solutions, and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are part of the embodiments of the present application, not all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of this application.

[0119] In this document, the term "and / or" simply describes a relationship between related objects, indicating that three possible relationships exist. For example, "A and / or B" can represent: A exists alone, A and B exist simultaneously, or B exists alone. Furthermore, the character " / " in this document, unless otherwise specified, generally indicates an "or" relationship between the related objects.

[0120] The embodiments of the present application are described in further detail below with reference to the accompanying drawings.

[0121] In the scenario where multiple flood discharge gates are arranged side by side, the existing flood discharge management method has a single analysis dimension, which may cause high-speed water flow to cause serious scouring and erosion of non-water-passing structures on the side, or cause the dam foundation area to bear impact loads far exceeding the design standards, threatening the stability of the dam foundation.

[0122] For example, in a scenario where multiple flood discharge gates are arranged side by side, opening only the side gates may cause high-speed water flow to cause serious scouring and erosion of non-water-passing structures on the side (such as slopes and guide walls), while concentrated opening of the middle gates may cause the dam foundation area to be subjected to impact loads far exceeding the design standards due to excessive concentration of water flow, threatening the stability of the dam foundation.

[0123] Based on this, the present application provides a method and system for safety management planning of a hydropower station, which obtains current reservoir data, ensures the timeliness and synchronization of water level information, dam structure information, and river data, and eliminates decision-making deviations caused by data lag or missing. Analyze the current reservoir data, determine the water level information, dam structure information, and river data, eliminate the defects of ignoring dam structure information and river data, and ensure the collaborative availability of water level information, dam structure information, and river data. According to the water level information, dam structure information, and river data, analyze the three-dimensional impact indicators under different flood discharge schemes, provide a multi-dimensional risk assessment framework, and realize three-dimensional spatial game integration. According to the three-dimensional impact indicators, screen the flood discharge scheme, determine the best opening scheme, directly guide the flood discharge operation, reduce the risk of local damage and long-term siltation, realize adaptive flood discharge decision-making, ensure flood control safety while minimizing negative impacts, and form a closed-loop optimization system.

[0124] Figure 1 This is a schematic diagram of an application scenario provided by this application. The method provided by this application is applied when conducting safety management planning of a hydropower station.

[0125] Specifically, the method provided in this application is applied to any server, and the server interacts with the reservoir monitoring system, and obtains the current reservoir data in real time through the reservoir monitoring system deployed on site. Analyze the current reservoir data to determine the water level information, dam structure information, and river data. Based on the water level information, dam structure information, and river data, analyze the three-dimensional impact indicators under different flood discharge plans, provide a multi-dimensional risk assessment framework, and realize three-dimensional spatial game integration. Based on the three-dimensional impact indicators, screen the flood discharge plans, determine the best opening plan, directly guide the flood discharge operation, reduce the risk of local damage and long-term siltation, realize adaptive flood discharge decision-making, ensure flood control safety while minimizing negative impacts, and form a closed-loop optimization system.

[0126] For specific implementation methods, please refer to the following embodiments.

[0127] Figure 2This is a flow chart of a hydropower station safety management planning method provided in one embodiment of the present application. The method of this embodiment can be applied to the server in the above scenario. Figure 2 As shown, the method includes:

[0128] S201, obtaining current reservoir data; analyzing the current reservoir data to determine water level information, dam structure information, and river channel data;

[0129] The current reservoir data may be a raw data set obtained in real time from a reservoir monitoring system.

[0130] The water level information can be a structured data set parsed from the current reservoir data, including information such as the reservoir water level height, inflow and outflow.

[0131] The dam structure information can be a structured data set parsed from the current reservoir data, including information such as material type, impact strength, grid unit distribution, etc.

[0132] River channel data can be a structured data set parsed from current reservoir data, including data such as sediment distribution, sediment content, and sediment transport rate.

[0133] Specifically, the reservoir monitoring system deployed at the reservoir site acquires real-time reservoir data. This data is analyzed and the water level information is determined through filtering (to remove noise) and unit conversion (e.g., converting voltage signals to water level height).

[0134] The dam structure database constructed from the engineering drawings and design documents during dam construction extracts dam structure information such as material type (such as concrete, earth and rock), impact strength (the critical ability of dam materials to resist water scour and erosion), and grid unit distribution (grid unit information of the discretized dam surface).

[0135] River data such as sediment content (the concentration of suspended sediment in the water body), sediment distribution (indicating the depth of riverbed sediments) and sediment transport rate (indicating the rate at which sediment is transported under the action of water flow) are obtained from the river monitoring equipment in the reservoir monitoring system.

[0136] S202. Analyze the three-dimensional impact indicators under different flood discharge schemes based on water level information, dam structure information, and river channel data;

[0137] Different flood discharge plans can be multiple flood gate opening configurations, and each flood control plan specifies the opening state of the flood gate.

[0138] The three-dimensional impact index can be a set of quantitative indicators analyzed through virtual simulation, including the impact of sediment accumulation, the impact of dam foundation impact and the impact of scouring of side embankments.

[0139] Specifically, based on water level information, dam structure information, and river channel data, a flood discharge plan is generated (each flood discharge plan is defined as a combination of gate opening states, such as opening a side gate or a middle gate).

[0140] For each flood discharge plan, virtual simulation analysis is performed and three-dimensional impact indicators are calculated: First, based on the sediment content and distribution in the river channel data, a sediment transport model established based on the sediment movement theory in fluid mechanics is used. Through the coupling relationship between water flow dynamic conditions (flow velocity, water depth) and sediment characteristics (particle size, density), the sediment initiation or accumulation behavior is predicted (for example, the blockage risk of sediment accumulation at the gate at low flow rate is simulated) to determine the impact of sediment accumulation.

[0141] Secondly, based on the water level information and dam structure information, the propagation of water hammer waves (the phenomenon in which sudden changes in water pressure caused by the opening and closing of the spillway gates propagate in the form of pressure waves in pipes or water bodies) is simulated to determine the impact of the impact on the dam foundation. For example, the pressure changes on the dam foundation are determined by the water level height and gate opening (the physical opening and closing degree of the spillway gate, used to quantify the flood discharge flow).

[0142] Then, the grid cell distribution in the levee structure information and river channel data are used to evaluate the impact of scour on the lateral levee.

[0143] The above-mentioned sediment accumulation impact, dam foundation impact and lateral embankment scouring impact are integrated into three-dimensional impact indicators under different flood discharge schemes.

[0144] S203. Screen flood discharge plans based on three-dimensional impact indicators and determine the best opening plan.

[0145] The best opening solution may be the optimal opening configuration of the flood discharge gate determined through screening.

[0146] Specifically, the three-dimensional impact indicators are normalized, and the normalized three-dimensional impact indicators are weighted and summed using the weighted average formula to generate a comprehensive risk score for each flood discharge plan (used to objectively compare the overall risk levels of different flood discharge plans).

[0147] Then, the comprehensive risk scores of the flood discharge plans are compared, and the plan with the lowest score (the lower the score, the lowest overall risk) is selected as the best opening plan. If the scores of multiple flood discharge plans are similar, the plan with a more stable flood discharge volume is selected as the best opening plan.

[0148] This solution obtains current reservoir data, ensuring the timeliness and synchronization of water level information, dam structure information, and river channel data, eliminating decision-making bias caused by data lag or omission. It analyzes current reservoir data to determine water level information, dam structure information, and river channel data, eliminating the flaw of ignoring dam structure information and river channel data, and ensuring the coordinated availability of water level information, dam structure information, and river channel data. Based on water level information, dam structure information, and river channel data, it analyzes the three-dimensional impact indicators under different flood discharge plans, provides a multi-dimensional risk assessment framework, and realizes the integration of three-dimensional spatial game. Based on the three-dimensional impact indicators, flood discharge plans are screened and the optimal opening plan is determined. This directly guides flood discharge operations, reduces the risk of local damage and long-term siltation, and realizes adaptive flood discharge decision-making, ensuring flood control safety while minimizing negative impacts, forming a closed-loop optimization system.

[0149] In some embodiments, the current inflow of the reservoir is obtained; the flood discharge volume is determined based on the water level information and the inflow; different flood discharge schemes and flood discharge volumes are analyzed to determine the unit flood discharge volume corresponding to each flood discharge scheme; the impact of scouring of the lateral embankment is determined based on the river data, embankment structure information and unit flood discharge volume; the river data is analyzed to determine the current sediment content of the water body; the impact of sediment accumulation is determined based on the unit flood discharge volume and the current sediment content of the water body; the impact of the dam foundation is determined based on the unit flood discharge volume and the flood discharge volume; the impact of sediment accumulation, the impact of the dam foundation, and the impact of scouring of the lateral embankment are determined as three-dimensional impact indicators under different flood discharge schemes.

[0150] The current reservoir can be the reservoir body where flood discharge management is implemented.

[0151] Inflow can be the volume of water flowing into the reservoir per unit time.

[0152] The flood discharge volume can be the total amount of water that needs to be released to maintain the safe water level of the reservoir.

[0153] The unit flood discharge volume can be the flood discharge efficiency corresponding to the gate opening state under different flood discharge schemes.

[0154] The scouring effect of the lateral dike can reflect the degree of local scouring of the lateral dike by the flood discharge flow.

[0155] The current sediment content of the water body can be the mass of suspended sediment in a unit volume of reservoir water.

[0156] The impact of sediment accumulation can be the risk of sediment blocking at the sluice gate or river channel under the predicted flood discharge plan.

[0157] Dam foundation impact can reflect the transient pressure risk of water hammer waves generated by flood discharge operations on the dam foundation structure.

[0158] Specifically, the inflow is directly read from the reservoir monitoring system. A preset safety water level threshold is set according to the flood control standards in the reservoir engineering design specifications. The current water level in the water level information is compared with the preset safety water level threshold (such as the warning water level). Based on the comparison result and the inflow, the flood discharge volume is determined.

[0159] The flood discharge capacity is simulated based on the gate opening status of the flood discharge plan (the specific configuration of the flood discharge gate operation, such as the number of gates, gate positions, and opening combinations (the percentage of each gate's opening height)), and the unit flood discharge is determined through proportional allocation in combination with the flood discharge volume.

[0160] The flood discharge flow distribution (the spatial characteristics of water flow during the flood discharge process, including the three-dimensional distribution of flow velocity, flow direction, and pressure in the spillway and river channel) is simulated based on the unit flood discharge volume and the gate opening status. Combined with the near-wall velocity gradient in the river channel data (the rate of change of water velocity per unit distance near the dam surface, reflecting the shear effect of water flow on the dam surface; the larger the gradient, the stronger the water shear force, and the higher the risk of material erosion) and the grid unit distribution in the dam structure information, the local scouring force of water flow on the lateral dam (referring to the embankment structure adjacent to the spillway) is assessed, i.e., the scouring effect of the lateral dam (a high score indicates a high scouring risk).

[0161] Analyze river data to directly read the current sediment content. Input the unit flood discharge (reflecting flow dynamics) and the current sediment content (reflecting sediment load) into the sediment transport model to simulate sediment initiation or accumulation (e.g., sediment accumulation at sluice gates at low flow rates) and determine the impact of sediment accumulation (high scores indicate a high risk of blockage).

[0162] Based on the unit flood discharge (which controls the rate of sudden changes in water flow) and the flood discharge volume (which reflects the total water pressure), the propagation of the pressure wave caused by the flood discharge operation in the dam foundation structure is calculated, and the maximum transient pressure value is captured as the dam foundation impact value (a high score indicates a high risk of structural damage).

[0163] The impact of sediment accumulation, dam foundation impact and lateral embankment scour are integrated to form three-dimensional impact indicators under different flood discharge schemes.

[0164] This solution obtains the current reservoir inflow, avoiding errors caused by reliance on historical static data. The flood discharge volume is determined based on water level information and inflow, ensuring that the risks of different flood discharge options are comparable under the same total flood discharge volume. Different flood discharge options and flood discharge volumes are analyzed to determine the corresponding unit flood discharge volume for each flood discharge option, ensuring risk comparability among different flood discharge options at the same flood discharge scale. The impact of lateral dike scour is determined based on river channel data, levee structure information, and unit flood discharge volume. This is used to reflect the potential hazards of levee erosion in the three-dimensional impact index, thereby supporting the comparison of different flood discharge options in terms of lateral scour. River channel data is analyzed to determine the current water body sediment content, ensuring that the calculation of sediment accumulation impact is based on the latest sediment status and simplifying the data foundation for sediment risk assessment. The impact of sediment accumulation is determined based on the unit flood discharge volume and current water body sediment content. This is used to reflect the negative impact of sediment dynamic behavior on flood discharge efficiency in the three-dimensional impact index, effectively identifying flood discharge options with high blockage risks. The impact of dam foundation impact is determined based on unit flood discharge and discharge volume. This is used to reflect potential issues in the dam foundation safety dimension in a three-dimensional impact index, thereby assisting in evaluating the impact of flood discharge options on dam foundation integrity. Sediment accumulation, dam foundation impact, and lateral dike scour are defined as three-dimensional impact indicators under different flood discharge options to ensure comprehensive and objective risk comparisons.

[0165] In some embodiments, different flood discharge schemes are analyzed to determine the opening status of the flood gate; the water flow influence coefficient at different stages is determined based on the dam structure information and river data; the real-time water flow velocity is predicted based on the opening status of the flood gate and the water flow influence coefficient; the riverbed shear stress is determined based on the unit flood discharge volume and the real-time water flow velocity; the sediment initiation probability is calculated based on the riverbed shear stress and sediment distribution; when the sediment initiation probability is higher than the preset initiation threshold, the critical starting velocity is determined based on the sediment distribution and the real-time water flow velocity; the difference between the real-time water flow velocity and the critical starting velocity is calculated; based on the difference, the sediment transport rate formula is selected to calculate the sediment transport rate; based on the sediment transport rate, the sediment accumulation impact is determined.

[0166] The flood gate opening status may be the configuration of the flood gate, including the number and position of open gates.

[0167] Different stages can be different periods of time during the flood discharge process.

[0168] The water flow influence coefficient can be a quantitative factor reflecting the impact of dam structure and river channel on water flow.

[0169] The real-time water flow rate can be the instantaneous speed of water flowing in the river during the flood discharge process.

[0170] Riverbed shear stress can be the shear force exerted by water flow on the riverbed surface.

[0171] Sediment distribution can be the spatial distribution characteristics of sediment in the river channel, including the suspended sediment content and the thickness of the riverbed sediment layer.

[0172] The sediment initiation probability may be a probability value of sediment starting to move.

[0173] The preset starting threshold may be a preset critical value of sediment starting probability, which is pre-stored in the server and called when used.

[0174] The critical starting velocity may be the minimum water velocity required to initiate sediment movement.

[0175] The difference value may be the arithmetic difference between the real-time water flow rate and the critical starting flow rate.

[0176] The sediment transport rate formula can be an empirical formula for calculating the sediment transport rate.

[0177] The sediment transport rate can be the amount of sediment carried by water flow per unit time.

[0178] Specifically, the system traverses different flood discharge scenarios and extracts the flood gate opening status for each scenario. The grid cell distribution (such as grid cell density and location) is extracted from the dam structure information, and the riverbed roughness (surface irregularities) and shape parameters (geometric characteristics of the riverbed, such as slope, curvature, or cross-sectional shape) are extracted from the river channel data. Based on the grid cell distribution, riverbed roughness, and shape parameters, a predefined empirical model established using historical hydrodynamic experimental data is used to calculate the flow influence coefficient. The flow influence coefficient is dynamically updated at different flood discharge stages (such as the initial stage or peak of the flood discharge) to reflect real-time conditions.

[0179] The floodgate opening status and water flow influence coefficient are input into a hydraulic simulation model established based on the basic fluid dynamics equations. The hydraulic simulation model simulates the water flow distribution according to the floodgate opening status (such as water flow deflection caused by the opening of side gates), and adjusts the local flow velocity based on the water flow influence coefficient to predict the real-time water flow velocity.

[0180] The riverbed shear stress is calculated using standard hydraulic formulas based on the unit flood discharge and real-time water flow velocity. The unit flood discharge provides a benchmark for flood discharge efficiency (used to calculate riverbed shear stress), and the real-time water flow velocity provides local flow velocity data (the instantaneous water flow velocity at different locations in the river during the flood discharge process, used to calculate riverbed shear stress).

[0181] The critical shear stress of sediment is determined based on the particle size and density of the sediment distribution. The probability of sediment initiation is determined by dividing the riverbed shear stress by the critical shear stress. The preset initiation threshold is read from a reservoir management database (which stores preset initiation thresholds, sediment properties (such as particle size and density), historical risk data, and material information) based on historical flood discharge records and engineering specifications. The sediment initiation probability is then compared with the preset initiation threshold. If the sediment initiation probability exceeds the preset initiation threshold, the critical initiation velocity is calculated based on an empirical formula fitted with sediment initiation experimental data, based on the sediment distribution and real-time water velocity.

[0182] Subtract the real-time water flow velocity from the critical starting flow velocity to obtain the difference (the difference indicates the extent to which the real-time water flow velocity exceeds the critical starting flow velocity. A positive value indicates that the water flow is sufficient to move sediment, and a negative value indicates that it is insufficient to move sediment).

[0183] Based on the difference, select the appropriate sediment transport rate formula to calculate the sediment transport rate (the sediment transport rate reflects the sediment transportation capacity, and a low sediment transport rate indicates that sediment is easy to accumulate). For example, when the difference is positive and large, select the high sediment transport rate formula; when the difference is positive but small, select the low sediment transport rate formula.

[0184] A predefined risk conversion model constructed through engineering risk assessment standards maps sediment transport rate to sediment accumulation impact, where a low sediment transport rate corresponds to a high risk, indicating sediment accumulation; a high sediment transport rate corresponds to a low risk, indicating sediment being washed away.

[0185] This solution analyzes different flood discharge scenarios and determines the flood gate opening state, ensuring that water flow behavior is simulated for each opening state, thereby affecting the initial conditions for sediment transport and accumulation predictions. Based on dam structural information and river channel data, flow influence coefficients are determined at different stages, quantifying the local impact of the dam and river channel on water flow and providing dynamic adjustment factors for flow velocity prediction. Based on the flood gate opening state and flow influence coefficients, real-time water velocity is predicted, capturing flow deflection or acceleration, and providing dynamic parameters for the sediment initiation probability. Based on the unit flood discharge and real-time water velocity, the riverbed shear stress is determined, converting the flow dynamics into mechanical forces on the riverbed. Based on the riverbed shear stress and sediment distribution, the sediment initiation probability is calculated to quantify the likelihood of sediment initiation. When the sediment initiation probability exceeds the preset initiation threshold, the critical initiation velocity is determined based on the sediment distribution and real-time water velocity. This ensures that the sediment transport status assessment is only activated when the initiation risk is high, avoiding inefficient calculations. Calculating the difference between real-time flow velocity and the critical starting velocity quantifies the gap between real-time flow velocity and the critical sediment initiation point, which influences the calculation direction of the sediment transport rate. Based on this difference, a sediment transport rate formula is selected to calculate the sediment transport rate, reflecting sediment dynamic behavior. The sediment transport rate determines the impact of sediment accumulation, reflecting the sediment blockage risk of the flood discharge plan and supporting the integration of three-dimensional impact indicators.

[0186] In some embodiments, the near-wall velocity gradient is calculated based on the unit flood discharge and the dam structure information; the dam material information is obtained; the dam material information includes the dam material type; the dam material information is analyzed to determine the material anti-impact parameters; based on the material anti-impact parameters and the near-wall velocity gradient, the scouring effect of the lateral dam is determined.

[0187] The near-wall velocity gradient can be used to quantify the scouring force of water flow dynamics on the dam.

[0188] The dam material information may be structured data including the dam material type, and is used to provide basic properties of the dam material.

[0189] The embankment material type can be a classification of embankment materials, including concrete, earth and stone, clay, etc.

[0190] The material impact resistance parameter may be a parameter that quantifies the material's ability to resist erosion.

[0191] Specifically, the system simulates flow intensity per unit flood discharge and, combined with the grid cell distribution within the dam structure, calculates the rate of change of water velocity near the dam surface, known as the near-wall velocity gradient. Dam material information, including the dam material type (e.g., concrete, earth-rock, clay, etc.), is directly read from the reservoir management database.

[0192] Based on the dam material type in the dam material information (for example, concrete corresponds to high scour resistance, and soil and rock corresponds to medium scour resistance), the predefined material attribute table built according to industry standards is queried (storing the scour resistance coefficients of different material types) to determine the material scour resistance parameter (a larger material scour resistance parameter indicates stronger scour resistance, for example, concrete > soil and rock > clay).

[0193] The near-wall velocity gradient is divided by the material anti-scour parameter to obtain the scour impact (indicating the degree of scour risk, with higher positive values ​​indicating greater risk); the scour impact is then directly mapped to the scour impact of the lateral dike.

[0194] This solution calculates the near-wall velocity gradient based on unit flood discharge and dam structure information, quantifying the change in water velocity near the dam surface and reflecting the local shearing effect of the water on the dam, providing dynamic input data for scour risk assessment. It also obtains dam material information, including the dam material type, to determine the dam's physical properties and ensure that the material type can be used to analyze the dam material information, providing the original input for determining the material's scour resistance. The dam material information is analyzed to determine the material's scour resistance parameters, converting the dam material type into quantifiable scour resistance parameters that reflect the material's inherent resistance to scour. Based on the material scour resistance parameters and the near-wall velocity gradient, the scour impact of the lateral dam is determined, indicating the degree of scour risk and used to integrate three-dimensional impact indicators.

[0195] In some embodiments, the grid units on the surface of the dam are divided according to the type of dam material; the vorticity value of each unit is calculated according to the near-wall velocity gradient; the critical damage index is calculated according to the material anti-impact parameters and the vorticity value of each unit; and the scouring effect of the lateral dam is determined according to the critical damage index and the near-wall velocity gradient.

[0196] The dam surface grid cells may be dam surface space cells divided according to the dam material type.

[0197] The vorticity value can be a physical quantity that characterizes the vortex intensity of the water flow within a single grid unit and is obtained by calculating the near-wall flow velocity gradient.

[0198] The critical damage index can be a dimensionless indicator to characterize the scour risk of a single grid cell.

[0199] Specifically, the dam surface is divided into multiple grid cells based on the dam material type. Different material types correspond to different initial grid sizes. For example, larger grid cells are used in concrete areas due to their high erosion resistance; smaller grid cells are used in earth and rock areas due to their medium erosion resistance; and even smaller grid cells are used in clay areas due to their low erosion resistance. For each material type, its coverage (i.e., the area of ​​the dam surface continuously covered by the material) is examined. A preset threshold is set based on engineering experience to determine whether the coverage of a material type on the dam surface is too large. If the coverage exceeds the preset threshold, it is considered excessive.

[0200] Furthermore, by collecting and organizing historical observation data constructed from the historical operation records of the dam (historical scour event records, including the location, frequency and severity of the scour events, etc., which are used to define the secondary division rules), areas with too large a laying range are divided into secondary divisions, and overly large grid units are divided into smaller sub-units. For example, if historical observation data shows that the scour frequency in a certain area is high, a finer division rule is adopted, such as halving the unit size after secondary division; if the scour frequency is low, a coarser division is adopted, such as primary division.

[0201] For each embankment surface grid cell, the vorticity value is calculated using the near-wall velocity gradient. The critical damage index is determined by dividing the vorticity value by the material's scour resistance parameter. The critical damage index is multiplied by the near-wall velocity gradient to determine the scour impact (quantifying the degree of scour risk within the cell (higher positive values ​​indicate greater risk)). The scour impact of all embankment surface grid cells is averaged to determine the scour impact of the lateral embankment.

[0202] This solution divides the dam surface grid into cells based on the dam material type, enhancing the ability to capture details in large material areas and avoiding reduced calculation accuracy due to overly large cells. The vorticity value of each cell is calculated based on the near-wall velocity gradient, capturing the dynamic changes in water flow during flood discharge and providing dynamic input for scour risk assessment. The critical damage index is calculated based on the material anti-scour parameters and the vorticity value of each cell, directly identifying the scour vulnerability of each area on the dam surface and facilitating local risk identification. The critical damage index and near-wall velocity gradient are used to determine the impact of scour on the lateral dam, providing a quantitative risk basis for optimizing flood discharge plans.

[0203] In some embodiments, the water hammer wave propagation velocity is calculated based on the unit flood discharge; the continuous impact time is determined based on the flood discharge and the unit flood discharge; the foundation impact pressure is calculated based on the water hammer wave propagation velocity and the continuous impact time; and the impact on the dam foundation is determined based on the foundation impact pressure.

[0204] The water hammer wave propagation velocity may be the rate at which the water hammer wave propagates in the flood discharge body.

[0205] The impact duration can be the duration of the dynamic impact force exerted by the flood discharge event on the dam foundation.

[0206] The foundation impact pressure may be an initial pressure value used to characterize the intensity of the impact force exerted by the flood discharge flow on a unit area of ​​the dam foundation.

[0207] Specifically, the water hammer propagation velocity is calculated based on the unit discharge volume using standard hydraulic relationships (for example, the water hammer propagation velocity is related to the fluid sound velocity, which in turn depends on the flow state reflected by the unit discharge volume). For example, a higher unit discharge volume results in a greater water hammer propagation velocity. The duration of the impact is calculated by dividing the discharge volume by the unit discharge volume (i.e., the total discharge volume divided by the discharge flow rate per unit time). For example, a larger discharge volume or a smaller unit discharge volume results in a longer duration of the impact.

[0208] The foundation impact pressure is determined by multiplying the water hammer wave velocity by the duration of the impact. For example, the higher the water hammer wave velocity or the longer the impact duration, the greater the foundation impact pressure (reflecting the cumulative effect of wave velocity and time on pressure). The foundation impact pressure is directly used as the impact on the dam foundation. For example, the pressure value directly quantifies the impact risk to the dam foundation, with higher pressure corresponding to higher risk.

[0209] This solution calculates the water hammer wave propagation velocity based on the unit flood discharge volume, ensuring the acquisition of the water hammer wave propagation velocity. This converts the change in water flow energy during the flood discharge process into a quantifiable wave velocity value, supporting the dynamic assessment of the dam foundation impact risk. The duration of the impact is determined based on the flood discharge volume and unit flood discharge volume, capturing the impact of the interaction between the total flood discharge flow and the unit flow on the impact persistence. The flood discharge scale and unit intensity are converted into the duration of the impact, providing a time-dimensional input for calculating the impact pressure. Based on the water hammer wave propagation velocity and duration of the impact, the foundation impact pressure is calculated to reflect the cumulative pressure effect of the water hammer wave on the dam foundation. Based on the foundation impact pressure, the impact of the dam foundation impact is determined and converted into a unified impact risk indicator for risk comparison and decision support in flood discharge scheme optimization.

[0210] In some embodiments, historical river sedimentation data is obtained; the sedimentation rate is determined based on the sediment transport rate and the historical river sedimentation data; and the impact of sediment accumulation is determined based on the sedimentation rate and the real-time water flow velocity.

[0211] The historical sedimentation data of river channels can be the historically recorded information on sediment accumulation in river channels, including the sediment accumulation amount, accumulation location and time series data monitored or recorded in the past.

[0212] The sedimentation rate can be the speed at which sediment accumulates per unit time.

[0213] Specifically, historical river sedimentation data is retrieved from the reservoir monitoring system. Sedimentation rates are determined through comparative analysis based on the sediment transport rate and historical sedimentation data. For example, when the sediment transport rate is low and the historical sedimentation data show frequent accumulation, the sedimentation rate is determined to be high. Conversely, when the sediment transport rate is high and the historical sedimentation data show sparse accumulation, the sedimentation rate is determined to be low.

[0214] Analyze the interactive relationship between the sedimentation rate and the real-time water flow velocity to determine the impact of sediment accumulation. For example, when the sedimentation rate is high and the real-time water flow velocity is low, the impact of sediment accumulation is determined to be a high-risk value (indicating that sediment is likely to accumulate and block water flow); when the sedimentation rate is low or the real-time water flow velocity is high, the impact of sediment accumulation is determined to be a low-risk value.

[0215] This solution captures historical sedimentation data and quantifies historical accumulation patterns, ensuring the reliability and relevance of sedimentation rate calculations. Determining sedimentation rates based on sediment transport rates and historical sedimentation data provides a dynamic rate basis, eliminating the problem of not incorporating dynamic sedimentation impacts into decision-making. Determining sedimentation impacts based on sedimentation rates and real-time water flow rates eliminates the problem of unpredictable sediment accumulation behavior and provides quantifiable sediment risk input for optimizing flood discharge plans.

[0216] In some embodiments, after the dam surface grid cell division, the grid cell size is determined according to the division result; the local vorticity is determined according to the near-wall velocity gradient and the grid cell size; and the vorticity value of each cell is calculated according to the local vorticity.

[0217] The division result can be a discretization data structure obtained after the dam surface grid cell division is completed.

[0218] The grid cell size can be a size parameter of each dam surface grid cell.

[0219] The local vorticity can be a quantitative value of the rotation degree of water flow in each grid cell.

[0220] Specifically, after the dam surface grid cell division is completed, the type (such as a triangular or quadrilateral cell) of each grid cell is identified from the division result; and the grid cell size is determined according to the geometric properties (geometric parameters of the grid cell shape and size, such as the length of the edge, the coordinate of the vertex, the area, or the length of the diagonal) of the cell, for example, for a triangular cell, the size is determined by calculating the average length of the three edges; and for a quadrilateral cell, the size is determined by calculating the cell area or the average diagonal length.

[0221] The local vorticity (reflecting the rotation intensity of water flow in the grid cell) is determined by dividing the near-wall velocity gradient by the grid cell size, for example, if the near-wall velocity gradient is high and the grid cell size is small, the local vorticity is high, indicating a strong vortex flow risk. Then, the vorticity value of each cell is determined by linear conversion according to the local vorticity.

[0222] By the scheme, after the dam surface grid cell division, the grid cell size is determined according to the division result, ensuring that each cell has a clear geometric size parameter, thereby supporting the localized processing of water flow dynamic parameters. The local vorticity is determined according to the near-wall velocity gradient and the grid cell size, capturing the dynamic scouring risk at different positions of the dam surface, and providing intermediate data for vorticity value calculation. The vorticity value of each cell is calculated according to the local vorticity, so that the local vorticity is converted into a specific vorticity value, ensuring that the risk of each grid cell is independently evaluated, supporting dynamic simulation and optimization of the flood release scheme.

[0223] In some embodiments, a current flood release task is obtained; the current flood release task is analyzed to determine a flood release period; a flood release scheme is screened according to the flood release period, current reservoir data, and three-dimensional influence indicators, to determine the best flood release scheme for the first period; and a virtual simulation model is used to simulate the flood release process according to the flood release period, current reservoir data, and three-dimensional influence indicators, and the best opening scheme is determined according to the simulation result.

[0224] The current flood release task can be a required flood release operation requirement.

[0225] The flood discharge period can be a time range of the flood discharge operation.

[0226] The first period can be a starting sub-period in the flood discharge period.

[0227] The optimal flood discharge scheme can be an optimized gate opening state configuration.

[0228] The virtual simulation model can be a calculation model for dynamically simulating the flood discharge process.

[0229] The simulation result can be dynamic data of the flood discharge process determined by the virtual simulation model.

[0230] Specifically, the current flood discharge task is obtained from the reservoir dispatch center of the water conservancy management system. The time parameters (such as the start time, end time or total duration) in the current flood discharge task are parsed to determine the flood discharge period.

[0231] According to the flood discharge period, the current reservoir data and the three-dimensional influence index values of the corresponding time period are loaded to generate a set of candidate flood discharge schemes (a set of candidate gate opening state configurations); for each candidate flood discharge scheme, the three-dimensional influence index comprehensive value of the first period (the starting sub-period of the flood discharge period) is calculated by weighted summation; the three-dimensional influence index comprehensive values of the candidate flood discharge schemes are compared, and the scheme with the optimal value (such as the minimum total risk) is selected as the optimal flood discharge scheme of the first period.

[0232] The virtual simulation model is established by the computational fluid dynamics theory, and the virtual simulation model is driven by the flood discharge period, the current reservoir data and the three-dimensional influence index to calculate the water flow dynamics (such as flow velocity, pressure distribution); in time advancement, the flood discharge schemes are dynamically switched (different flood discharge schemes are adopted in different periods, such as scheme A is adopted in the first period and scheme B is adopted in the second period), and the influence of period change on the flood discharge effect is determined; the simulation results of different flood discharge schemes are compared, and the scheme with the optimal comprehensive performance is selected as the optimal opening scheme.

[0233] By this scheme, the current flood discharge task is obtained, the core target and boundary conditions of the flood discharge operation are determined, and the decision deviation caused by ambiguous task definition is avoided. The current flood discharge task is parsed, the flood discharge period is determined, the time factor is ensured to be included in the scheme optimization, and the flood discharge strategy is dynamically adjusted. According to the flood discharge period, the current reservoir data and the three-dimensional influence index, the flood discharge scheme is screened, the optimal flood discharge scheme of the first period is determined, the all-period all-scheme indiscriminate simulation is avoided, and the calculation efficiency is improved. The virtual simulation model is used to simulate the flood discharge process according to the flood discharge period, the current reservoir data and the three-dimensional influence index, and the optimal opening scheme is determined according to the simulation result, the problem of being unable to weigh the conflicting targets is eliminated, and the locally optimal but long-term high-risk scheme is avoided.

[0234] Figure 3This is a structural diagram of a hydropower station safety management planning system provided in one embodiment of the present application, such as Figure 3 As shown, the hydropower station safety management planning system 300 of this embodiment includes: a data analysis module 301 , an impact determination module 302 , and a solution screening module 303 .

[0235] The data analysis module 301 is used to obtain current reservoir data; analyze the current reservoir data to determine water level information, dam structure information, and river channel data;

[0236] Impact determination module 302, for analyzing three-dimensional impact indicators under different flood discharge schemes based on water level information, dam structure information, and river channel data;

[0237] The scheme screening module 303 is used to screen flood discharge schemes according to the three-dimensional impact indicators and determine the best opening scheme.

[0238] Optionally, when the impact determination module 302 analyzes the three-dimensional impact indicators under different flood discharge schemes based on water level information, dam structure information, and river data, it is used to: obtain the current reservoir inflow; determine the flood discharge volume based on the water level information and the inflow; analyze different flood discharge schemes and flood discharge volumes to determine the unit flood discharge volume corresponding to each flood discharge scheme; determine the scouring effect of the lateral dam based on the river data, dam structure information, and unit flood discharge volume; analyze the river data to determine the current water body sediment content; determine the sediment accumulation effect based on the unit flood discharge volume and the current water body sediment content; determine the dam foundation impact based on the unit flood discharge volume and the flood discharge volume; and determine the sediment accumulation effect, dam foundation impact effect, and lateral dam scouring effect as three-dimensional impact indicators under different flood discharge schemes.

[0239] Optionally, the river channel data also includes sediment distribution. When the impact determination module 302 determines the impact of sediment accumulation based on the unit flood discharge and the current sediment content of the water body, it is used to: analyze different flood discharge schemes and determine the opening status of the flood gate; determine the water flow influence coefficient at different stages based on the dam structure information and river channel data; predict the real-time water flow velocity based on the opening status of the flood gate and the water flow influence coefficient; determine the riverbed shear stress based on the unit flood discharge and the real-time water flow velocity; calculate the sediment initiation probability based on the riverbed shear stress and sediment distribution; when the sediment initiation probability is higher than the preset initiation threshold, determine the critical starting velocity based on the sediment distribution and the real-time water flow velocity; calculate the difference between the real-time water flow velocity and the critical starting velocity; based on the difference, select the sediment transport rate formula to calculate the sediment transport rate; and determine the sediment accumulation impact based on the sediment transport rate.

[0240] Optionally, when the impact determination module 302 determines the impact of scour of the lateral embankment based on river data, embankment structure information and unit flood discharge, it is used to: calculate the near-wall velocity gradient based on the unit flood discharge and embankment structure information; obtain embankment material information; the embankment material information includes the embankment material type; analyze the embankment material information to determine the material anti-scour parameters; and determine the impact of scour of the lateral embankment based on the material anti-scour parameters and the near-wall velocity gradient.

[0241] Optionally, when the impact determination module 302 determines the impact of scour on the lateral dike based on the material anti-scour parameters and the near-wall velocity gradient, it is used to: divide the dam surface grid units according to the dam material type; calculate the vorticity value of each unit according to the near-wall velocity gradient; calculate the critical damage index according to the material anti-scour parameters and the vorticity value of each unit; and determine the impact of scour on the lateral dike based on the critical damage index and the near-wall velocity gradient.

[0242] Optionally, when the impact determination module 302 determines the impact of the dam foundation according to the unit flood discharge and the flood discharge volume, it is used to: calculate the water hammer wave propagation velocity according to the unit flood discharge; determine the continuous impact time according to the flood discharge volume and the unit flood discharge; calculate the foundation impact pressure according to the water hammer wave propagation velocity and the continuous impact time; and determine the dam foundation impact according to the foundation impact pressure.

[0243] Optionally, when the impact determination module 302 determines the impact of sediment accumulation based on the sediment transport rate, it is used to: obtain historical sedimentation data of the river channel; determine the sedimentation rate based on the sediment transport rate and the historical sedimentation data of the river channel; and determine the impact of sediment accumulation based on the sedimentation rate and the real-time water flow velocity.

[0244] Optionally, when the impact determination module 302 calculates the vorticity value of each unit based on the near-wall flow velocity gradient, it is used to: after dividing the grid units on the dam surface, determine the grid unit size based on the division results; determine the local curl based on the near-wall flow velocity gradient and the grid unit size; and calculate the vorticity value of each unit based on the local curl.

[0245] Optionally, the scheme screening module 303 screens flood discharge schemes according to the three-dimensional impact index and determines the best opening scheme, which is used to: obtain the current flood discharge task; analyze the current flood discharge task and determine the flood discharge period; screen the flood discharge schemes according to the flood discharge period, current reservoir data and three-dimensional impact index, and determine the best flood discharge scheme for the first period; use a virtual simulation model to simulate the flood discharge process according to the flood discharge period, current reservoir data and three-dimensional impact index, and determine the best opening scheme based on the simulation results.

[0246] The system of this embodiment can be used to execute the method of any of the above embodiments. Its implementation principles and technical effects are similar and will not be described in detail here.

Claims

1. A hydropower station safety management planning method, characterized in that: include: Get current reservoir data; Analyze the current reservoir data to determine water level information, dam structure information, and river channel data; Analyze the three-dimensional impact indicators under different flood discharge schemes based on the water level information, the dam structure information, and the river channel data, including: Get the current reservoir inflow; Determining flood discharge volume based on the water level information and the inflow flow; Analyze different flood discharge plans and the flood discharge volumes, and determine the unit flood discharge volume corresponding to each flood discharge plan; Determining the scouring impact of the lateral embankment based on the river channel data, the embankment structure information, and the unit flood discharge, including: Calculating a near-wall flow velocity gradient based on the unit flood discharge and the dam structure information; Acquiring dam material information; the dam material information includes dam material type; Analyzing the dam material information and determining the material anti-impact parameters; Determining the impact of scour on the lateral dike based on the material anti-scour parameters and the near-wall velocity gradient; The river data includes sediment distribution; analyzing the river data to determine the current sediment content of the water body; Determine the impact of sediment accumulation based on the unit flood discharge and the current sediment content of the water body, including: Analyze different flood discharge plans and determine the opening status of the flood discharge gates; determining the water flow influence coefficients at different stages according to the dam structure information and the river channel data; Predicting real-time water flow velocity based on the flood gate opening state and the water flow influence coefficient; determining a riverbed shear stress according to the unit flood discharge and the real-time water flow velocity; Calculating sediment initiation probability according to the riverbed shear stress and the sediment distribution; When the sediment initiation probability is higher than a preset initiation threshold, determining a critical initiation flow rate according to the sediment distribution and the real-time water flow rate; Calculating the difference between the real-time water flow rate and the critical starting flow rate; According to the difference, the sediment transport rate formula is selected to calculate the sediment transport rate; Determine the impact of sediment accumulation based on the sediment transport rate; Determine the impact of dam foundation impact based on the unit flood discharge and the flood discharge, including: Calculate the water hammer wave propagation velocity based on the unit flood discharge; Determining a duration of impact according to the flood discharge volume and the unit flood discharge volume; Calculating the basic impact pressure according to the water hammer wave propagation speed and the continuous impact time; Determining the impact of the dam foundation according to the foundation impact pressure; Determine the sediment accumulation impact, the dam foundation impact, and the lateral embankment scour impact as three-dimensional impact indicators under different flood discharge plans; Based on the three-dimensional impact indicators, the flood discharge plan is screened and the best opening plan is determined.

2. The method according to claim 1, characterized in that Determining the scour impact of the lateral embankment based on the material anti-scour parameter and the near-wall flow velocity gradient includes: Dividing the dam surface grid cells according to the dam material type; Calculating the vorticity value of each unit according to the near-wall flow velocity gradient; Calculating a critical failure index according to the material impact resistance parameter and the vorticity value of each unit; The impact of scour on the lateral dike is determined based on the critical damage index and the near-wall velocity gradient.

3. The method according to claim 1, characterized in that Determining the sediment accumulation impact based on the sediment transport rate includes: Obtain historical river sedimentation data; Determining a sedimentation rate based on the sediment transport rate and the historical sedimentation data of the river channel; The impact of silt accumulation is determined based on the siltation rate and the real-time water flow velocity.

4. The method according to claim 2, characterized in that Calculating the vorticity value of each unit according to the near-wall flow velocity gradient includes: After dividing the dam surface grid cells, determine the grid cell size based on the division results; determining a local curl based on the near-wall flow velocity gradient and the grid cell size; Based on the local curl, the vorticity value of each element is calculated.

5. The method according to claim 1, wherein The method of screening flood discharge plans and determining the best opening plan based on the three-dimensional impact indicators includes: Obtaining a current flood discharge task; analyzing the current flood discharge task and determining a flood discharge period; Screening flood discharge plans according to the flood discharge period, the current reservoir data and the three-dimensional impact index, and determining the best flood discharge plan for the first period; A virtual simulation model is used to simulate the flood discharge process according to the flood discharge period, the current reservoir data and the three-dimensional impact index, and the optimal opening plan is determined based on the simulation results.

6. A hydropower station safety management planning system, characterized in that: The method according to any one of claims 1 to 5 comprises: A data analysis module is used to obtain current reservoir data; analyze the current reservoir data to determine water level information, dam structure information, and river channel data; An impact determination module, configured to analyze three-dimensional impact indicators under different flood discharge schemes based on the water level information, the dam structure information, and the river channel data; The scheme screening module is used to screen flood discharge schemes according to the three-dimensional impact indicators and determine the best opening scheme.

Images