A method for rapid calculation and real-time three-dimensional dynamic simulation of earth-rock dam break
Patent Information
- Application Number
- CN202611296477.8
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2026-08-25
- Publication Date
- 2026-10-09
AI Technical Summary
参数模型通过回归分析历史溃坝数据建立经验方程来预测峰值流量等关键参数，虽计算快速，但难以模拟溃口动态演化过程
本发明通过采用显式欧拉格式离散水库水量平衡方程，避免了隐式格式的迭代求解，大幅提高了溃坝过程计算的求解效率；在洪水演进计算中，基于动量方程与曼宁公式简化流速求解，没有水位梯度项的复杂计算，将二维浅水方程转化为水深单变量抛物型方程，极大降低了水动力模拟的计算量，实现了溃坝洪水的分钟级快速推演，为应急抢险决策争取了宝贵时间。
Smart Images
Figure CN122886231A_ABST
Abstract
Description
Technical Field
[0001] This invention relates to the field of earth-rock dam failure analysis, specifically to a method for rapid calculation and real-time three-dimensional dynamic simulation of earth-rock dam failure. Background Technology
[0002] Earth-rock dams, due to their advantages such as readily available materials, high adaptability, and simple construction, have become the most widely used dam type worldwide, playing an irreplaceable role in irrigation, power generation, water supply, flood control, and navigation. However, earth-rock dams have a relatively weak ability to withstand overtopping overflows from floods exceeding standard levels. In the event of a dam breach, the consequences would be catastrophic for the lives and property of people downstream and for the ecological environment. In recent years, the frequent occurrence of extreme precipitation events caused by climate change has posed significant challenges to the safe operation of earth-rock dams, placing higher demands on the timeliness and accuracy of dam breach risk assessment and emergency response decision-making.
[0003] Currently, simulation methods for earth-rock dam breach processes are mainly divided into three categories: parametric models, simplified physical models, and refined numerical models. Parametric models establish empirical equations based on regression analysis of historical dam breach data to predict key parameters such as peak flow. Although computationally fast, they are difficult to simulate the dynamic evolution of the breach. Simplified physical models (such as DABA and DB-IWHR) simulate the dam breach process based on simplified assumptions about the breach geometry. They have high computational efficiency, but heavily rely on simplified descriptions of breach development patterns, making it difficult to accurately capture complex water-soil coupling effects. Refined numerical models (such as FLOW-3D, methods based on SPH or LES-VOF) can simulate water and sediment transport and breach evolution relatively accurately, but are limited by particle number, time step, and computational resources, and still face bottlenecks in computational efficiency in large-scale actual dam breach case analysis and real-time emergency rescue forecasting.
[0004] Existing dam-break simulation models have the following main shortcomings: First, the breach erosion equation fails to fully consider the influence of key material parameters such as the dry unit weight of the dam body on the scour rate. The longitudinal profile shape of the breach is often based on artificial assumptions, and the lateral widening of the breach depends on simplified treatments such as erosion depth, resulting in significant deviations between the breach flow process line and the downcut process line and measured data. Second, there is a lack of organic integration between dam-break calculation and 3D visualization simulation. Most simulation results are output as data or 2D graphics, which makes it difficult to intuitively display the entire process of dam-break flood evolution and is not conducive to rapid situation assessment in emergency decision-making. Third, although existing 3D refined simulation methods can present realistic effects, the calculation time is too long, making it difficult to meet the real-time dynamic simulation requirements in emergency rescue scenarios.
[0005] Therefore, there is an urgent need to develop a dam failure simulation method that can reflect the physical mechanism of dam failure and enable rapid calculation, and to combine it with three-dimensional dynamic visualization technology to provide efficient and intuitive technical support for dam failure risk assessment and emergency rescue decision-making. Summary of the Invention
[0006] To address the aforementioned shortcomings of existing technologies, this invention provides a method for rapid calculation and real-time three-dimensional dynamic simulation of earth-rock dam failure.
[0007] To achieve the above-mentioned objectives, the technical solution adopted by this invention is as follows: A method for rapid calculation and real-time three-dimensional dynamic simulation of earth-rock dam failure is provided, which includes the following steps: S1: Collect the geometric parameters of the earth-rock dam, the material parameters of the dam, the characteristic parameters of the reservoir, and the downstream topographic data; S2: Simplify the shape of the breach in the cross section of the dam body to a trapezoid, construct the relationship between the bottom width, top width and depth of the breach, the relationship between the cross section area of the breach and time, and the relationship between the wetted perimeter of the breach and time, and calculate the cross section area of the breach and the wetted perimeter of the breach at the current time step. S3: Based on the breach geometry, construct the relationship between the breach outflow and time, calculate the breach flow at the current time step, and construct the reservoir water balance equation discretized by explicit Euler scheme by combining the reservoir storage and inflow. S4: Construct a vertical scour rate model at the bottom of the breach and its discrete form, as well as a formula for calculating the safety factor of the breach slope, and introduce seepage force to correct the formula for calculating the safety factor of the breach slope. S5: Based on the iterative calculation of the safety factor of the breach slope until the breach slope is stable, output the breach flow process line under the steady state; S6: Divide the simulation area of dam-break flood evolution into square grids, construct a dam-break flood evolution model based on the continuity equation and momentum equation, assign the stable breach flow as the boundary condition to the square grid where the breach is located, and output the spatial field and characteristic parameters of each square grid. S7: Input the spatial field and characteristic parameters of the dam-break flood evolution simulation area and the corresponding square grid into the 3D graphics engine to perform real-time 3D dynamic simulation of the dam-break flood evolution process.
[0008] The beneficial effects of this invention are as follows: This invention employs an explicit Euler-style discrete reservoir water balance equation, avoiding the iterative solution of the implicit scheme and significantly improving the solution efficiency of dam-break process calculations. In flood evolution calculations, the flow velocity solution is simplified based on the momentum equation and Manning's formula, eliminating the complex calculation of water level gradient terms. The two-dimensional shallow water equation is transformed into a single-variable parabolic equation for water depth, greatly reducing the computational load of hydrodynamic simulation and enabling rapid simulation of dam-break floods within minutes, thus saving valuable time for emergency rescue decisions.
[0009] This invention comprehensively considers the coupled effects of multiple physical processes, including the dynamic changes in the geometry of the breach, the outflow from the breach, the water balance of the reservoir, the vertical scouring at the bottom of the breach, and the stability of the breach slope. It introduces seepage force correction in the slope stability analysis, making the safety factor assessment more closely reflect actual working conditions. The established water-sediment coupled scouring model is based on the theory of sediment transport mechanics. By calculating the shear stress of the flow through the hydraulic radius and energy gradient, it can reflect the differences in the scour resistance of different dam materials, effectively overcoming the shortcomings of traditional models that oversimplify the description of breach development.
[0010] This invention divides the simulation area of dam-break flood evolution into square grids, and inputs the spatial field and characteristic parameters such as water depth, flow velocity, and inundation range of each grid into a 3D graphics engine (such as Unreal Engine 5, Unity 3D, etc.), thereby realizing real-time 3D dynamic simulation of the dam-break flood evolution process. The water system and physical interaction functions built into the 3D graphics engine can present realistic flood evolution effects, providing an intuitive platform support for flood control drills, emergency command, and disaster visualization assessment.
[0011] The calculation process of this invention is logically clear, and the iterative framework is easy to implement in a program. It can be embedded into existing digital twin watershed platforms or flood control decision support systems, and has broad engineering application prospects. Attached Figure Description
[0012] Figure 1 The flowchart shows a method for rapid calculation and real-time three-dimensional dynamic simulation of earth-rock dam failure. Detailed Implementation
[0013] The specific embodiments of the present invention are described below to enable those skilled in the art to understand the present invention. However, it should be understood that the present invention is not limited to the scope of the specific embodiments. For those skilled in the art, various changes are obvious as long as they are within the spirit and scope of the present invention as defined and determined by the appended claims. All inventions utilizing the concept of the present invention are protected.
[0014] like Figure 1 As shown, a method for rapid calculation and real-time three-dimensional dynamic simulation of earth-rock dam failure includes the following steps: S1: Collect the geometric parameters of the earth-rock dam, the material parameters of the dam, the characteristic parameters of the reservoir, and the downstream topographic data; The geometric parameters of the dam body in this embodiment include: dam height. H d (Unit: m): Vertical height from dam crest to dam foundation; dam crest width (Unit: m): Width of the dam crest along the dam axis; Length of the dam crest (Unit: m): Length of the dam crest along the river; upstream dam slope ratio The ratio of the horizontal projection to the vertical height of the upstream dam face; the slope ratio of the downstream dam slope. The ratio of the horizontal projection to the vertical height of the downstream dam face; dam volume. (Unit: m³): Total volume of dam fill; Initial elevation of dam body (Unit: m): Dam crest elevation.
[0015] The dam material parameters in this embodiment include: dry density of the dam material. (Unit: kg / m³); Saturated density of dam material (Unit: kg / m³); Internal friction angle of dam material (Unit: °); Cohesion of dam materials (Unit: kPa); Permeability coefficient of dam material (Unit: m / s); Critical starting shear stress of dam material (Unit: Pa); Erosion coefficient of dam material (Unit: m³ / (N·s)); Dam body material gradation characteristic parameters (Unit: m): Median particle size.
[0016] The reservoir characteristic parameters in this embodiment include: initial reservoir water level. (Unit: m); Reservoir water level-reservoir capacity curve : Reservoir storage capacity corresponding to different water levels; Inflow flow process curve (Unit: m³ / s): Changes in upstream flow over time.
[0017] The downstream topographic data in this embodiment is the topographic data of the downstream river channel and the affected area, including: digital elevation model (DEM) data, river cross-section data, and the location of important downstream facilities.
[0018] S2: Simplify the shape of the breach in the cross section of the dam body to a trapezoid, construct the relationship between the bottom width, top width and depth of the breach, the relationship between the cross-sectional area of the breach and the time, and the relationship between the wetted perimeter of the breach and the time, and calculate the cross-sectional area of the breach and the wetted perimeter of the breach at the current time step.
[0019] Step S2 specifically includes the following steps: S21: The shape of the breach in the cross-section of the dam is simplified to a trapezoid, based on the time-varying nature of the breach. Varying bottom width (Unit: m) Top width ,depth (Vertical depth from the dam crest to the bottom of the breach) and slope ratio (The ratio of the horizontal projection to the vertical height of the slopes on both sides of the breach) Constructs the bottom width of the breach. Top width With depth Relationships; = +2
[0020] S22: Construct the cross-sectional area of the breach for water passage. Relationship over time, wet periphery of ulcer (Unit: m) The relationship between time and the time of the expression; =2 + = + ; ; S23: Based on the current time step The ulcer 1. Wide ulcer base Calculate the current time step The cross-sectional area of the breach and wet perioral ulcer .
[0021] S3: Based on the breach geometry, construct the relationship between the breach outflow and time, calculate the breach flow at the current time step, and construct the reservoir water balance equation discretized by explicit Euler scheme by combining the reservoir storage and inflow.
[0022] Step S3 specifically includes the following steps: S31: Based on the width of the ulcer base Top width With depth Relational formulas are used to construct the breach outflow of the breach. The relationship that changes over time is used to calculate the current time step. Breach flow ; When the breach is a non-submerged outflow (i.e., the downstream water level is lower than or equal to the bottom elevation of the breach), the breach outflow rate is... The relationship that changes over time is: ; = + ; = - ; in, The breach flow coefficient (dimensionless) typically ranges from 0.30 to 0.45, and is determined based on the breach shape and flow regime. The effective water passage width of the breach (unit: m). It is the acceleration due to gravity. The upstream water head of the breach (from the reservoir water level-reservoir capacity relationship curve) ), This is the current reservoir water level. This is the elevation of the bottom of the breach; When the breach is a submerged outflow (i.e., the water level downstream of the breach is higher than the bottom elevation of the breach), the breach outflow rate is... The relationship that changes over time is: ; in, The water depth downstream of the breach (unit: m); The breach flow rate constructed in this invention The time-varying relationship establishes a nonlinear relationship between breach flow and head, considers the influence of the breach trapezoidal shape on the flow width, and makes corrections for submerged outflow, making the model applicable to different downstream water level conditions.
[0023] S32: Reservoir water level-reservoir capacity relationship curve Obtaining reservoir water storage (Unit: m³) Inbound flow rate process line And based on the breach flow The relationship that changes over time is used to construct the reservoir water balance equation: ; in, The spillway discharge capacity is expressed in m³ / s. Other loss flows (unit: m³ / s) include leakage, evaporation, etc.
[0024] S33: Discretize the reservoir water balance equation on the time scale using an explicit Euler scheme to obtain the discrete reservoir water balance equation. ; in, n To discretize the current time step, Each represents the current time step. n Inflow, breach flow, spillway discharge, and other loss flows, For the current time step n The reservoir's water storage capacity.
[0025] The reservoir water balance equation is one of the core governing equations in dam-break process simulation. It reflects the physical laws of reservoir water storage changes. The explicit scheme discretization avoids the iterative solution of the implicit scheme, which greatly improves the computational efficiency and is the key to achieving rapid calculation.
[0026] S4: Construct a vertical scour rate model at the bottom of the breach and its discrete form, as well as a formula for calculating the safety factor of the breach slope, and introduce seepage force to correct the formula for calculating the safety factor of the breach slope.
[0027] Step S4 specifically includes the following steps: S41: Dry density of dam material based on dam material parameters erosion coefficient of dam material Critical starting shear stress of dam material and ulcer depth Construct a vertical erosion rate model at the bottom of the breach; ; = = / , = / ; in, For the shear stress of the water flow at the bottom of the breach, The density of water, The hydraulic radius of the breach cross-section is given by the given information. The energy gradient of the breach section, The length of the breach along the direction of water flow; S42: Discretize the vertical erosion rate model at the bottom of the breach to obtain a discrete vertical erosion rate model for the next time step. Update; = + ; in, For the next , for Shear stress of water flow at the bottom of the breach.
[0028] Based on the theory of sediment transport mechanics, the scour rate is expressed as a linear function of the difference between the flow shear stress and the critical initiation shear stress. The flow shear stress is calculated by the hydraulic radius and energy gradient. The vertical scour rate model can reflect the differences in scour resistance of different dam materials. When the flow shear stress exceeds the material's critical initiation shear stress, scour begins and continues to develop.
[0029] S43: Angle of internal friction of dam material based on dam material parameters dam material cohesion saturated density of dam body materials Constructing the safety factor of the breach slope The calculation formula; ; - ; = ; in, The normal stress on the slip surface of the breach slope. This refers to the shear stress on the slip surface of the breach slope. The angle between the slip surface and the horizontal plane is taken in this embodiment. (Actively destructive surface) The pore water pressure on the slip surface, This represents the average height of the soil mass above the slip surface; S44: Introducing seepage force into the stability analysis of breach slopes Regarding the safety factor The calculation formula is modified to obtain the corrected safety factor for the breach slope. The calculation formula; ; = ; in, The specific weight of water is taken as 9.81 kN / m³ in this embodiment. The hydraulic gradient within the slope is dimensionless. The difference in water head between the reservoir level and the water level inside the breach. This is the seepage path length. This represents the volume of the soil above the slip surface.
[0030] S5: Iteratively calculate the safety factor of the breach slope until the breach slope stabilizes, and output the breach flow process line under the steady state.
[0031] Step S5 specifically includes the following steps: S51: Based on the modified safety factor for breach slopes The calculation formula calculates the current time step. n Safety factor of breach slope ; like If the slope breach is in a stable state, the breach flow rate at the current time step tends to stabilize, and the breach flow rate process curve under stable conditions is output. ; like If the slope breach is in an unstable state, proceed to step S52. S52: Collect the current time step The ulcer 1. Wide ulcer base and reservoir water level In step S2, the current time step is calculated. The cross-sectional area of the breach and wet perioral ulcer And calculate the current time step based on the vertical erosion rate model at the bottom of the breach. Shear stress of water flow at the bottom of the breach Update the next time step using a discrete vertical scour rate model. +1 Then utilize the increased depth of the breach Update the next time step +1 Breach Bottom Elevation ; S53: Return to step S2, based on the next time step. +1 Elevation of the bottom of the breach Calculate the next time step +1 and the safety factor of the breach slope ; The slope breach safety factor is simulated iteratively at the current time step until the slope breach is determined to be in a stable state, at which point the breach flow rate under stable conditions is output. .
[0032] S54: The breach flow rate under steady-state conditions As the initial boundary condition, based on the discrete reservoir water balance equation, the breach is treated as a dynamic point source or line source that varies with time, and the breach flow process line under steady state is output. .
[0033] S6: Divide the simulation area of dam-break flood evolution into square grids, construct a dam-break flood evolution model based on the continuity equation and momentum equation, assign the stable breach flow as the boundary condition to the square grid where the breach is located, and output the spatial field and characteristic parameters of each square grid.
[0034] Step S6 specifically includes the following steps: S61: Based on the digital elevation model (DEM) data of the downstream river channel and the affected area, the simulation area for dam-break flood evolution is divided into regular square grids, and a dam-break flood evolution model is constructed within the simulation area. Continuity equation: ; Momentum equation: , ; in, For time t grid The water depth at the location, for Flow velocity component in the direction, for Flow velocity component in the direction, For traffic source items; S62: Based on the momentum equation and Manning's formula, the relationship between flow velocity, water depth and topographic slope is obtained; That is, the direction of the flow velocity is consistent with the direction of the bottom slope, and its magnitude is determined by the water depth and the bottom slope. This eliminates the complex calculation of the water level gradient term and greatly simplifies the momentum solution.
[0035] S63: Substituting the relationship between flow velocity, water depth, and topographic slope into the continuity equation, we obtain the water depth. A single-variable parabolic equation; ; S64: Cross-sectional area of the breach under steady-state conditions The flow rate process of the breach under steady-state conditions The flow source terms are assigned to the square grid where the breach is located, resulting in the flow source terms of the dam-break flood evolution model. , ; ; in, They are respectively Directional square grid numbering, The grid indicator value is set to 1 within the breach projection area and 0 elsewhere. S65: Output the spatial field and characteristic parameters of different square grid locations within the dam-break flood evolution simulation area; the spatial field includes water depth, flow velocity, and inundation range at different square grid locations, and the characteristic parameters include flood arrival time and maximum water depth.
[0036] S7: Input the spatial field and characteristic parameters of the dam-break flood evolution simulation area and the corresponding square grid into the 3D graphics engine to perform real-time 3D dynamic simulation of the dam-break flood evolution process.
[0037] In this embodiment, the 3D graphics engine can be Unreal Engine 5, Unity 3D, or OSG. Unreal Engine 5 is suitable for large screens / high-end displays in command centers. It has a built-in water system that supports the creation of rivers and lakes based on splines. The water surface supports physical interaction and dynamic fluid simulation. It also provides a hydroerosion tool to simulate the erosion effect of water flow on terrain. Unity 3D is favored by many developers for its cross-platform compatibility and ease of use. It supports multiple operating systems such as Windows, iOS, and Android. It has a large number of application cases in the field of water conservancy. Some studies have integrated Unity URP with open-source hydrodynamic models to realize model operation and result visualization.
Claims
1. A method for rapid calculation and real-time three-dimensional dynamic simulation of earth-rock dam failure, characterized in that, Includes the following steps: S1: Collect the geometric parameters of the earth-rock dam, the material parameters of the dam, the characteristic parameters of the reservoir, and the downstream topographic data; S2: Simplify the shape of the breach in the cross section of the dam body to a trapezoid, construct the relationship between the bottom width, top width and depth of the breach, the relationship between the cross section area of the breach and time, and the relationship between the wetted perimeter of the breach and time, and calculate the cross section area of the breach and the wetted perimeter of the breach at the current time step. S3: Based on the breach geometry, construct the relationship between the breach outflow and time, calculate the breach flow at the current time step, and construct the reservoir water balance equation discretized by explicit Euler scheme by combining the reservoir storage and inflow. S4: Construct a vertical scour rate model at the bottom of the breach and its discrete form, as well as a formula for calculating the safety factor of the breach slope, and introduce seepage force to correct the formula for calculating the safety factor of the breach slope. S5: Based on the iterative calculation of the safety factor of the breach slope until the breach slope is stable, output the breach flow process line under the steady state; S6: Divide the simulation area of dam-break flood evolution into square grids, construct a dam-break flood evolution model based on the continuity equation and momentum equation, assign the stable breach flow as the boundary condition to the square grid where the breach is located, and output the spatial field and characteristic parameters of each square grid. S7: Input the spatial field and characteristic parameters of the dam-break flood evolution simulation area and the corresponding square grid into the 3D graphics engine to perform real-time 3D dynamic simulation of the dam-break flood evolution process.
2. The method for rapid calculation and real-time three-dimensional dynamic simulation of earth-rock dam failure according to claim 1, characterized in that, Step S2 includes: S21: The shape of the breach in the cross-section of the dam is simplified to a trapezoid, based on the time-varying nature of the breach. Varying bottom width Top width ,depth and slope ratio Construct the bottom width of the breach Top width With depth Relationships; = +2 S22: Construct the cross-sectional area of the breach for water passage. Relationship over time, wet periphery of ulcer The relationship that changes over time; =2 + = + ； ； S23: Based on the current time step The ulcer 1. Wide ulcer base Calculate the current time step The cross-sectional area of the breach and wet perioral ulcer .
3. The method for rapid calculation and real-time three-dimensional dynamic simulation of earth-rock dam failure according to claim 2, characterized in that, Step S3 includes: S31: Based on the width of the ulcer base Top width With depth Relational formulas are used to construct the breach outflow of the breach. The relationship that changes over time is used to calculate the current time step. Breach flow ; When the breach is a non-submerged outflow, the breach outflow is the breach flow rate. The relationship that changes over time is: ； = + ； = - ； in, The breach flow coefficient, The effective water passage width of the breach, It is the acceleration due to gravity. The upstream water head of the breach, This is the current reservoir water level. This refers to the elevation of the bottom of the breach. When the breach is a submerged outflow, the breach outflow is the breach flow rate. The relationship that changes over time is: ； in, The depth of the water downstream of the breach; S32: Reservoir water level-reservoir capacity relationship curve Obtaining reservoir water storage Inbound flow process line And based on the breach flow The relationship that changes over time is used to construct the reservoir water balance equation: ； in, To allow the spillway to discharge water, For other lost traffic; S33: Discretize the reservoir water balance equation on the time scale using an explicit Euler scheme to obtain the discrete reservoir water balance equation. ； in, n To discretize the current time step, Each represents the current time step. n Inflow, breach flow, spillway discharge, and other loss flows, For the current time step n The reservoir's water storage capacity.
4. The method for rapid calculation and real-time three-dimensional dynamic simulation of earth-rock dam failure according to claim 3, characterized in that, Step S4 includes: S41: Dry density of dam material based on dam material parameters erosion coefficient of dam material Critical starting shear stress of dam material and ulcer depth Construct a vertical erosion rate model at the bottom of the breach; ； = = / , = / ； in, For the shear stress of the water flow at the bottom of the breach, The density of water, The hydraulic radius of the breach cross-section. The energy gradient of the breach section, The length of the breach along the direction of water flow; S42: Discretize the vertical erosion rate model at the bottom of the breach to obtain a discrete vertical erosion rate model for the next time step. Update; = + ； in, For the next , for Shear stress of water flow at the bottom of the breach; S43: Angle of internal friction of dam material based on dam material parameters dam material cohesion saturated density of dam body materials Constructing the safety factor of the breach slope The calculation formula; ； - ； = ； in, The normal stress on the slip surface of the breach slope. This refers to the shear stress on the slip surface of the breach slope. The angle between the slip surface and the horizontal plane. The pore water pressure on the slip surface, This represents the average height of the soil mass above the slip surface; S44: Introducing seepage force into the stability analysis of breach slopes Regarding the safety factor The calculation formula is modified to obtain the corrected safety factor for the breach slope. The calculation formula; ； = ； in, For the specific gravity of water, The hydraulic gradient within the slope, The difference in water head between the reservoir level and the water level inside the breach. This is the seepage path length. This represents the volume of the soil above the slip surface.
5. The method for rapid calculation and real-time three-dimensional dynamic simulation of earth-rock dam failure according to claim 4, characterized in that, Step S5 includes: S51: Based on the modified safety factor for breach slopes The calculation formula calculates the current time step. n Safety factor of breach slope ; like If the slope breach is in a stable state, the breach flow rate at the current time step tends to stabilize, and the breach flow rate process curve under stable conditions is output. ; like If the slope breach is in an unstable state, proceed to step S52. S52: Collect the current time step The ulcer 1. Wide ulcer base and reservoir water level In step S2, the current time step is calculated. The cross-sectional area of the breach and wet perioral ulcer And calculate the current time step based on the vertical erosion rate model at the bottom of the breach. Shear stress of water flow at the bottom of the breach Update the next time step using a discrete vertical scour rate model. +1 Then utilize the increased depth of the breach Update the next time step +1 Breach Bottom Elevation ; S53: Return to step S2, based on the next time step. +1 Elevation of the bottom of the breach Calculate the next time step +1 and the safety factor of the breach slope ; The slope breach safety factor is simulated iteratively at the current time step until the slope breach is determined to be in a stable state, at which point the breach flow rate under stable conditions is output. ; S54: The breach flow rate under steady-state conditions As the initial boundary condition, based on the discrete reservoir water balance equation, the breach is treated as a dynamic point source or line source that varies with time, and the breach flow process line under steady state is output. .
6. The method for rapid calculation and real-time three-dimensional dynamic simulation of earth-rock dam failure according to claim 5, characterized in that, Step S6 includes: S61: Based on the digital elevation model (DEM) data of the downstream river channel and the affected area, the simulation area for dam-break flood evolution is divided into regular square grids, and a dam-break flood evolution model is constructed within the simulation area. Continuity equation: ; Momentum equation: , ; in, For time t grid The water depth at the location for Flow velocity component in the direction, for Flow velocity component in the direction, For traffic source items; S62: Based on the momentum equation and Manning's formula, the relationship between flow velocity, water depth and topographic slope is obtained; ； S63: Substituting the relationship between flow velocity, water depth, and topographic slope into the continuity equation, we obtain the water depth. A single-variable parabolic equation; ； S64: Cross-sectional area of the breach under steady-state conditions The flow rate process of the breach under steady-state conditions The flow source terms are assigned to the square grid where the breach is located, resulting in the flow source terms of the dam-break flood evolution model. , ; ； in, They are respectively Directional square grid numbering, The grid indicator value is set to 1 within the breach projection area and 0 elsewhere. S65: Output the spatial field and characteristic parameters of different square grid locations within the dam-break flood evolution simulation area.
7. The method for rapid calculation and real-time three-dimensional dynamic simulation of earth-rock dam failure according to claim 6, characterized in that, The spatial field includes water depth, flow velocity, and inundation range at different square grid locations, and the characteristic parameters include flood arrival time and maximum water depth.