Tailings dam breach whole process simulation method and system

Abstract

The application provides a tailing pond dam-break whole process simulation method and system, including constructing a three-dimensional geological grid model according to ground point cloud data of a target area, cooperating with drilling data, solving an initial ground stress field through a virtual mass method and setting a stress imbalance rate condition; a landslide simulation stage is based on the initial ground stress field and a landslide impact force to simulate a mountain rupture process, obtaining a damage area boundary and a pore water pressure distribution; when a dam body displacement mutation or a stress threshold value is exceeded in a disaster response, a dam-break simulation stage of a deformation damage area is started; in the dam-break simulation stage, a mud and sand flow movement path is simulated based on the damage area boundary and topographic data; finally, a disaster path graph, an accumulation thickness cloud graph and an influence range thermal cloud graph are generated based on the mud and sand flow movement path; the application breaks through the limitations of traditional methods, first realizes high-precision and efficient simulation of the whole process of "deformation, damage, dam-break and disaster" of a tailing pond dam-break, and provides a quantitative prevention and control basis for high-risk scenarios.

Description

Technical Field

[0001] This application belongs to the field of tailings dam failure disaster prevention and control technology, and in particular relates to a method and system for simulating the entire process of tailings dam failure. Background Technology

[0002] Tailings dams are industrial waste storage sites constructed by damming valley mouths or enclosing land. They are mainly used to store tailings and other waste discharged after mineral processing in metal or non-metal mines. As a high-potential man-made hazard source, they pose a risk of dam failure.

[0003] The entire process of tailings dam failure is a continuous deformation of a continuum, internal rupture and damage, and discrete discharge after collapse. Currently, different mechanical analysis methods are applicable to different deformation modes of tailings dam failure, making it difficult to calculate, simulate, and analyze the entire process of tailings dam failure from deformation, damage, to collapse.

[0004] Therefore, there is an urgent need for a scheme that can accurately analyze the entire process of "geological disaster dam failure" and accurately simulate and observe the movement and disaster-causing process after the dam body collapses.

[0005] The foregoing statements are for informational purposes only and are not intended to provide background information in connection with this application. Unless otherwise stated herein, the content described in this section is not prior art to the rest of this application. Summary of the Invention

[0006] This invention proposes a method and system for simulating the entire process of tailings dam failure. By using a multi-stage coupling mechanism and dynamic contact algorithm, it breaks through the limitations of traditional methods and achieves high-precision and efficient simulation of the entire tailings dam failure process for the first time, providing a quantitative basis for prevention and control in high-risk scenarios.

[0007] According to a first aspect of the embodiments of this application, a method for simulating the entire process of a tailings dam failure is provided, comprising the following steps:

[0008] Raster-shaped surface data is generated based on the surface point cloud data of the target area, and a three-dimensional geological grid model is constructed in conjunction with borehole data. Geomechanical parameters are applied to each geological grid. The geomechanical parameters include density, elastic modulus, Poisson's ratio, cohesion, internal friction angle, tensile strength, and dilatation angle.

[0009] Based on a three-dimensional geological grid model and geomechanical parameters, the initial geostress field is solved by the virtual mass method and by setting the stress imbalance rate condition.

[0010] In the landslide simulation stage, based on the initial geostress field and landslide impact force, the mountain fracture process is simulated using a coupled method of discrete element method and material point method to obtain the boundary of the failure area and the distribution of pore water pressure; when the dam displacement changes abruptly or the stress exceeds the threshold in the disaster response, the dam failure simulation stage of the deformation and failure area is initiated.

[0011] In the dam break simulation phase, based on the boundary of the failure area and topographic data, the depth integral finite volume method was used to simulate the movement path of sediment flow using the Savage-Hutter model.

[0012] Based on the movement path of sediment flow, a disaster path map, a deposition thickness cloud map, and a thermal cloud map of the affected area are generated.

[0013] In some embodiments of this application, the landslide simulation stage also includes using the explicit finite volume method combined with the Mohr-Coulomb criterion to calculate and correct the dynamic response of the landslide impacting the tailings dam and the coupling effect of seepage stress.

[0014] In some embodiments of this application, the explicit finite volume method combined with the Mohr-Coulomb criterion is used to calculate and correct the dynamic response and seepage stress coupling effect of landslide impact tailings dams, including:

[0015] The fixed displacement field and fixed seepage field steps are performed alternately until convergence; after fixing the displacement field, the Darcy seepage equation is solved to update the pore water pressure; after fixing the seepage field, the force balance equation is solved to update the effective stress.

[0016] When the cell satisfies the Mohr-Coulomb failure criterion, the porosity is updated and the permeability coefficient is corrected.

[0017] In some embodiments of this application, the dam failure simulation stage further includes:

[0018] Tensile / shear fracture criteria are introduced through a block-particle contact algorithm to transmit the interaction forces between soil and water debris.

[0019] By using a coordinate integral model along the path to correct the earth pressure coefficient under steep terrain, the particle flow reflection / climbing effect can be captured.

[0020] In some embodiments of this application, after generating a three-dimensional geological mesh model, the method further includes: using a hybrid discretization technique to decompose a pentahedral or hexahedral mesh into two sets of tetrahedral meshes.

[0021] In some embodiments of this application, the landslide simulation stage includes:

[0022] The DEM-MPM coupled model was used to simulate the movement of the landslide body. When the strain rate was greater than or equal to the critical value, the MPM particles were converted into DEM particles.

[0023] The pore water pressure distribution was calculated using a seepage-stress coupling model, and the Mohr-Coulomb criterion was used to determine the dam failure zone.

[0024] Contact forces are calculated based on a block-particle contact algorithm, and material breakage is determined by applying tensile / shear fracture criteria.

[0025] In some embodiments of this application, the dam-break simulation phase includes:

[0026] The depth integral finite volume method (FVM) was used to simulate the movement of mud and sand flow at the breach, and the accumulation thickness was calculated by combining it with the Savage-Hutter model.

[0027] Activate the block-particle contact algorithm in areas with a slope greater than 30°.

[0028] According to a second aspect of the embodiments of this application, a tailings dam failure simulation system is provided, comprising:

[0029] The model building unit is used to generate a three-dimensional geological mesh model based on the point cloud data of the target area and assign mesh attributes through geological parameters.

[0030] The initial geostress solution element is used to solve the initial geostress field based on a three-dimensional geological grid model and geological parameters, using the virtual mass method and setting the stress imbalance rate condition.

[0031] Deformation and failure elements are used in the landslide simulation stage. Based on the initial geostress field and landslide impact force, the mountain fracture process is simulated by a coupling method of discrete element method and material point method to obtain the boundary of the failure area and the distribution of pore water pressure. When the dam displacement changes abruptly or the stress exceeds the threshold in the disaster response, the dam failure simulation stage of the deformation and failure area is initiated.

[0032] The motion-induced disaster unit is used in the dam break simulation stage. Based on the boundary of the failure area and topographic data, the depth integral finite volume method is used to simulate the movement path of sediment flow using the Savage-Hutter model.

[0033] The application unit is used to generate disaster path maps, deposition thickness cloud maps, and thermal cloud maps of the affected area based on the movement path of sediment flow.

[0034] According to a third aspect of the embodiments of this application, a tailings dam failure simulation device is provided, comprising: a storage unit for storing executable instructions; and a processing unit for connecting to the storage unit to execute the executable instructions to complete the tailings dam failure simulation method.

[0035] According to a fourth aspect of the embodiments of this application, a computer-readable storage medium is provided, on which a computer program is stored; the computer program is executed by a processor to implement a method for simulating the entire process of a tailings dam failure.

[0036] The tailings dam failure simulation method and system proposed in this application include the following steps: First, generate raster-shaped surface data based on surface point cloud data of the target area. Second, construct a three-dimensional geological grid model using borehole data. Third, solve the initial geostress field using the virtual mass method and setting stress imbalance rate conditions. Fourth, in the landslide simulation stage, simulate the mountain fracture process based on the initial geostress field and landslide impact force to obtain the boundary of the failure area and the pore water pressure distribution. Fifth, when the dam displacement changes abruptly or the stress exceeds the threshold during the disaster response, initiate the dam failure simulation stage of the deformed and damaged area. Sixth, in the dam failure simulation stage, simulate the sediment flow path based on the boundary of the failure area and topographic data. Finally, generate a disaster path map, a sediment deposition thickness cloud map, and a thermal cloud map of the affected area based on the sediment flow path.

[0037] This application, through a full-process coupling mechanism and dynamic contact algorithm, adopts a chain-like solution process of landslide stage, seepage stress coupling, and disaster-causing stage, breaking through the limitations of traditional methods. For the first time, it achieves high-precision and efficient simulation of the entire process of tailings dam failure, including deformation, damage, collapse, and disaster, providing a quantitative basis for prevention and control in high-risk scenarios. Attached Figure Description

[0038] The accompanying drawings, which are included to provide a further understanding of this application and form part of this application, illustrate exemplary embodiments and are used to explain this application, but do not constitute an undue limitation of this application. In the drawings:

[0039] Figure 1 The diagram shows a step-by-step schematic of a tailings dam failure simulation method according to an embodiment of this application;

[0040] Figure 2 The diagram shows a step-by-step illustration of a landslide simulation stage according to an embodiment of this application;

[0041] Figure 3 The diagram illustrates the link relationships of the coupling model according to embodiments of this application at various stages of the full-process simulation;

[0042] Figure 4 The diagram shows a schematic of a bidirectional coupling process according to an embodiment of this application;

[0043] Figure 5 The diagram shows a schematic representation of the hybrid discrete technology according to an embodiment of this application.

[0044] Figure 6 The diagram shows a mixed discretization method of pentahedrons and hexahedrons according to embodiments of this application;

[0045] Figure 7 The diagram shows another step of the landslide simulation stage according to an embodiment of this application;

[0046] Figure 8 An aerial photograph of a tailings dam according to an embodiment of this application is shown in the figure;

[0047] Figure 9 The diagram shows a schematic representation of the tailings dam analysis range according to an embodiment of this application;

[0048] Figure 10 The image shows a simulation of a landslide stage according to an embodiment of this application;

[0049] Figure 11 The diagram shows a simulation of mud and sand movement according to an embodiment of this application;

[0050] Figure 12 The diagram shows the tailings dam migration and accumulation development according to an embodiment of this application;

[0051] Figure 13 The figure shows a comparison between the flow rate on the left side of the dam body according to an embodiment of this application and the theoretical solution;

[0052] Figure 14 The diagram shows infiltration curves at different water levels according to embodiments of this application;

[0053] Figure 15 The figure shows displacement-time history curves of three monitoring points during simulated landslide movement according to an embodiment of this application;

[0054] Figure 16 This is a diagram showing the main impact range of the tailings dam overflow on the production area at 200s, according to an embodiment of this application.

[0055] Figure 17 The disaster-causing range of mud, sand and debris at the time of tailings dam overflow 200s in the embodiments of this application;

[0056] Figure 18 The flowchart of the finite volume method calculation according to an embodiment of this application is shown in the figure;

[0057] Figure 19 The diagram shows a contact coupling between a block and particles according to an embodiment of this application;

[0058] Figure 20 The diagram shows a structural schematic of a tailings dam failure simulation system according to an embodiment of this application;

[0059] Figure 21 The diagram shows a structural schematic of a tailings dam failure simulation device 400 according to an embodiment of this application. Detailed Implementation

[0060] Regarding this application, the entire process of tailings dam failure is a process of continuous deformation of a continuum, internal rupture and damage, and discrete discharge after collapse. Different mechanical analysis methods are applicable to the above three different deformation modes. Currently, it is difficult to simulate the entire process of tailings dam failure from deformation, damage and collapse using a single calculation method.

[0061] Current technology is insufficient:

[0062] Limitations of a single model: Traditional methods (such as the finite element method and the discrete element method) are difficult to simultaneously and accurately simulate multiple physical field processes such as landslide rupture (large deformation), seepage stress coupling, and sediment transport.

[0063] There is a trade-off between computational efficiency and accuracy: continuous medium methods (such as FVM) cannot handle multiphase flows and complex phase interfaces; the discrete element method (DEM) has a large computational load and is difficult to apply to large-scale disaster simulation at the kilometer level.

[0064] The coupling mechanism is immature: existing soil and water debris coupling algorithms lack efficient contact models (such as dynamic fracture and slip criteria between blocks and particles), resulting in large deviations in dam failure path prediction.

[0065] Poor terrain adaptability: Traditional models struggle to accurately capture the reflection, climbing, and diffraction effects of particle flows in steep terrain.

[0066] Based on this, the present invention aims to perform high-precision full-process calculation simulation of the entire tailings dam failure process. This invention relates to the field of tailings dam safety monitoring and disaster simulation, specifically a full-process analysis model of tailings dam failure under dynamic action based on multi-scale coupled numerical simulation.

[0067] The tailings dam failure simulation scheme of this invention breaks through the limitations of traditional methods by using a multi-stage coupling mechanism and dynamic contact algorithm. It achieves high-precision and efficient simulation of the entire tailings dam failure process for the first time, providing a quantitative basis for prevention and control in high-risk scenarios.

[0068] The tailings dam failure simulation scheme of this invention includes: generating a three-dimensional geological grid model based on point cloud data of the target area, and assigning grid attributes according to geological parameters; solving the initial geostress field based on the three-dimensional geological grid model and geological parameters using the virtual mass method and setting stress imbalance rate conditions; in the landslide simulation stage, simulating the mountain fracture process using a coupled method of discrete element method and material point method based on the initial geostress field and landslide impact force to obtain the boundary of the failure area and the pore water pressure distribution; initiating the dam failure simulation stage when the dam displacement changes abruptly or the stress exceeds the threshold during the disaster response; in the dam failure simulation stage, simulating the sediment flow path using the depth integral finite volume method based on the Savage-Hutter model based on the boundary of the failure area and topographic data; and generating a disaster path map, a sediment thickness cloud map, and a thermal cloud map of the impact range based on the sediment flow path.

[0069] The core difference compared to existing technologies lies in constructing a coupled model of the entire process of "geological disaster dam break," which includes the following key innovations in a hybrid numerical architecture:

[0070] 1) Landslide stage: The discrete element method (DEM) of the block and the material point method (MPM) are coupled to simulate the mountain fracture and the impact of the inflow.

[0071] 2) Dam break stage: Depth integral finite volume method (FVM) + SavageHutter model to achieve large-scale and efficient simulation of sediment flow.

[0072] Among them, a dynamic contact algorithm was used to propose a block particle contact coupling model and introduce a tensile / shear fracture criterion, which can accurately transmit the interaction force between soil and water debris.

[0073] Among them, the shock wave capture and terrain effect in the particle flow motion in steep terrain were solved by integrating along the coordinate system.

[0074] Thus, it achieved: breaking through the bottleneck of multi-physics field (stress seepage fluid) cross-scale coupling, realizing the whole chain simulation from landslide triggering to downstream disaster; improving computational efficiency by 30 times (kilometer-level model) and accuracy by 50%.

[0075] In order to simulate the overall stability, deformation and failure process and dam failure disaster process of tailings dams, this application proposes a numerical calculation method that integrates the finite element method, discrete element method and depth integral finite volume method.

[0076] The finite element method is used to analyze the overall stability and macroscopic continuous medium deformation process of tailings dams, the discrete element method is used to analyze the damage and failure process of tailings dams, and the finite volume method with depth integral is used to simulate the motion disaster process after the dam collapse.

[0077] Therefore, by integrating multiple mechanical models, this invention considers more comprehensive factors and can more realistically reflect the physical and mechanical processes of tailings dam development and evolution. It can effectively simulate the initial geostress state and overtopping disaster process of tailings dams, and provide a reliable basis for tailings dam stability analysis and disaster range assessment.

[0078] Improved accuracy: the simulation error of the infiltration line is less than 5%, and the prediction error of the sediment deposition thickness is less than 10%.

[0079] Efficiency breakthrough: The calculation time for kilometer-level models has been reduced from weeks to hours for traditional DEMs (a 30-fold increase in efficiency).

[0080] Engineering value: Accurately outputs disaster path, accumulation thickness, and impact range, guiding downstream concentrators' disaster prevention layout.

[0081] Verification of reliability: The small-scale model agrees with the experimental data in more than 90% of cases.

[0082] To make the technical solutions and advantages of the embodiments of this application clearer, the exemplary embodiments of this application will be described in further detail below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of this application, and not an exhaustive list of all embodiments. It should be noted that, unless otherwise specified, the embodiments and features in the embodiments of this application can be combined with each other.

[0083] Example 1

[0084] Figure 1 The diagram illustrates the steps of a tailings dam failure simulation method according to an embodiment of this application.

[0085] like Figure 1 As shown, a method for simulating the entire process of a tailings dam failure is provided, including the following steps:

[0086] S1: Generate raster-shaped surface data based on the surface point cloud data of the target area, and construct a three-dimensional geological grid model in conjunction with borehole data. Apply geomechanical parameters to each geological grid, including density, elastic modulus, Poisson's ratio, cohesion, internal friction angle, tensile strength, and dilatation angle.

[0087] S2: Based on a three-dimensional geological grid model and geological parameters, the initial geostress field is solved by the virtual mass method and by setting the stress imbalance rate condition.

[0088] S3: Landslide simulation stage. Based on the initial geostress field and landslide impact force, the mountain fracture process is simulated by a coupled method of discrete element method and material point method to obtain the boundary of the failure area and the distribution of pore water pressure. When the dam displacement changes abruptly or the stress exceeds the threshold in the disaster response, the dam failure simulation stage of the deformation and failure area is initiated.

[0089] S4: Dam break simulation stage. Based on the boundary of the failure area and topographic data, the depth integral finite volume method is used to simulate the movement path of sediment flow using the Savage-Hutter model.

[0090] S5: Generate disaster path map, deposition thickness cloud map and influence range thermal cloud map based on the movement path of sediment flow.

[0091] In S2, based on the aforementioned three-dimensional geological grid model and geomechanical parameters, the initial geostress field is solved using the virtual mass method and by setting the stress imbalance rate condition. The specific calculation steps include:

[0092] 1) Starting from a known initial state, after each time step (e.g., the nth step), fix all cells within the computational region;

[0093] 2) Calculate the spring force at each element node. and will and external forces Summing yields the net external force at the nodes. ;

[0094] .........Formula (1);

[0095] 3) Next, calculate the unbalanced force at each element node. ;

[0096] .........Formula (2);

[0097] 4) Then, based on the unbalanced forces at the nodes of each block... Calculate the acceleration of these nodes. ;

[0098] .........Formula (3);

[0099] 5) Based on acceleration He Shibu At the same time, relax all nodes ;

[0100] .........Formula (4);

[0101] 6) Fix all nodes in the new position and repeat the next iteration until the exit condition is met.

[0102] In S3, the landslide impact force is the result of the dynamic interaction between the kinetic energy of the landslide body and the structural resistance of the tailings dam. The impact force is a time-varying load, and the impact process lasts for 10-20 seconds, with the peak occurring at the moment when the landslide body fully contacts the dam body. The impact force is spatially non-uniformly distributed and is related to the shape of the landslide body, velocity distribution, and dam geometry.

[0103] Landslide impact force directly affects pore water pressure distribution and dam stability; landslide impact force can cause an instantaneous effect of compressing the dam body during impact, leading to a sudden increase in pore water pressure; and can also trigger local liquefaction.

[0104] The impact of landslides also has a sustained effect, as the impact disrupts the seepage path and creates new advantageous water-conducting channels; it also accelerates the intrusion of reservoir water, leading to a continuous increase in pore water pressure.

[0105] In the seepage-stress iterative cycle, the impact force is added as an additional load term to the stress balance equation.

[0106] In S3, the calculation process for discrete elements is as follows:

[0107] First, calculate the contact force F of each particle in the discrete element method. i and contact torque M i ;

[0108] .........Formula (5);

[0109] .........Formula (6);

[0110] in, and This represents the external force and torque applied to the particles. The contact force between particle i and particle j The particle is the contact vector between particle i and particle j. and This represents the global damping force and damping moment. For contact damping force, The number of particles in contact with particle i.

[0111] Then, calculate the translational acceleration of the particle. and rotational acceleration The formula is:

[0112] .........Formula (7);

[0113] .........Formula (8);

[0114] The velocity of particles can be calculated using either Euler's forward interpolation method or the central difference method. and displacement Taking Euler's forward interpolation method as an example, the calculation formula is:

[0115] .........Formula (9);

[0116] .........Formula (10);

[0117] Incremental displacement at step n and incremental turning angle The calculation formula is:

[0118] .........Formula (11);

[0119] ...Formula (12);

[0120] Displacement of particle i in step n New coordinates of the centroid and corners The calculation formula is:

[0121] .........Formula (13);

[0122] .........Formula (14);

[0123] ………Formula (15).

[0124] In S3, the calculation process for matter points is as follows:

[0125] First, using the established shape function, the mass and momentum information of the particle is transformed into variables of the background mesh nodes:

[0126] .........Formula (16);

[0127] .........Formula (17);

[0128] in and They represent momentum and velocity, respectively. Indicates quality. Here... and This indicates the time step in the solution process.

[0129] Then, the boundary conditions are substituted into the momentum to solve for the velocities of the mesh nodes.

[0130] .........Formula (18);

[0131] Once the velocities of the mesh nodes are obtained, the strain increments and densities of the particles can be correspondingly derived. Finally, the stress increments are calculated using the material's constitutive relations.

[0132] .........Formula (19);

[0133] .........Formula (20);

[0134] Calculate the internal and external forces at the nodes of the background mesh, as well as the resultant force at the mesh nodes:

[0135] .........Formula (21);

[0136] .........Formula (22);

[0137] .........Formula (23);

[0138] Integrating the momentum equation at the background grid nodes:

[0139] .........Formula (24);

[0140] Finally, the variable information of the background mesh nodes is transformed onto the corresponding mass points on the large disk using shape functions, thereby updating the velocity and position of these mass points:

[0141] .........Formula (25);

[0142] ………Formula (26).

[0143] The coupling process between discrete elements and material points is as follows:

[0144] Force is transmitted between discrete elements and material points via contact coupling. First, it is determined whether material point particle i and discrete element particle j are in contact; the calculation formula is as follows:

[0145] .........Formula (27);

[0146] If the inequality holds, then the two parts come into contact. Wherein, R is the distance between the point particles and the discrete element particles. i R is the radius of the point particle. j Let be the radius of the discrete element particle.

[0147] Next, we calculate the interaction force between the two types of particles, assuming that they can only produce normal contact force. The calculation formula is as follows:

[0148] .........Formula (28);

[0149] Among them, F n Where K is the normal contact force and K is the normal contact stiffness. It is the normal embedding quantity.

[0150] Calculate the contact force F n On the one hand, the contact force is applied to each material point particle, and on the other hand, the contact force is applied to discrete element particles.

[0151] The S3 landslide simulation stage also includes using the explicit finite volume method combined with the Mohr-Coulomb criterion to calculate and correct the dynamic response of the landslide impacting the tailings dam and the coupling effect of seepage stress.

[0152] The equations of the Savage-Hutter model are shown in equations (29) to (31), where h is the depth of the landslide, and u and v are the depth-averaged velocities in the x and y directions, respectively. The friction angle of the base surface. These are the components of gravity in the three directions of the coordinate system.

[0153] .........Formula (29);

[0154] …Formula (30);

[0155] ...Formula (31);

[0156] Mesh generation is performed using a finite volume method based on structured meshes. For each cell... Define the average value of the field variable as The time progression format is as follows:

[0157] ...Formula (32);

[0158] in and It is a cell Numerical flux on the right and top, It is the time step. and This refers to the cell boundary dimensions. Numerical flux is calculated using the Kurganov format. :

[0159] …Formula (33);

[0160] The MUSCL interpolation method, combined with the Minmod limiter, is used to construct cells. Vectors on the left and right sides of the boundary and This enables the spatial precision of the numerical format to reach second-order in the smooth region. and These are cells Maximum and minimum wave velocities at each boundary. Flux. The calculation method and similar.

[0161] Figure 2 The diagram shows a step-by-step illustration of a landslide simulation stage according to an embodiment of this application.

[0162] like Figure 2 As shown, in the preferred implementation, the explicit finite volume method combined with the Mohr-Coulomb criterion is used to calculate and correct the dynamic response of the landslide impacting the tailings dam and the coupling effect of seepage stress, specifically including:

[0163] S31: Alternately execute the fixed displacement field and fixed seepage field steps until convergence; after fixing the displacement field, solve the Darcy seepage equation to update the pore water pressure; after fixing the seepage field, solve the force balance equation to update the effective stress.

[0164] S32: When the element satisfies the Mohr-Coulomb failure criterion, update the porosity and correct the permeability coefficient.

[0165] This application takes into account the problems of traditional methods either ignoring seepage (leading to distortion of stress calculation) or being completely coupled (computational explosion). The embodiments of this application adopt iterative separation solution in numerical coupling simulation, which can both ensure simulation accuracy and control the amount of computation.

[0166] Regarding the iterative coupling mechanism of this application, the stress field and the seepage field are solved separately first, and then the dynamic coupling of solid pore fluid is achieved through data exchange.

[0167] In this application, the dam failure trigger is considered to be caused by rainwater infiltration leading to an increase in pore water pressure, which in turn reduces the effective stress of tailings sand, ultimately triggering dam instability. Therefore, the key problem to be solved by the iterative coupling mechanism in this application is to simulate the interaction between pore water pressure and soil deformation—water pressure changes affect soil strength (weakening the structure), and soil deformation changes the seepage path (reaction).

[0168] Compared with traditional methods that ignore seepage or simplify it to static water, fail to reflect hydraulic weakening effects, and suffer from calculation divergence (a problem of strong coupling), the coupling model of this scheme has advantages such as: dynamic coupling of pore water pressure-stress field, accurate capture of strength attenuation caused by seepage, and iterative separation solution to ensure stability.

[0169] Figure 3The diagram illustrates the link relationships of the coupling model according to embodiments of this application at various stages of the full-process simulation.

[0170] like Figure 3 As shown, during the landslide stage, the fracture surface is output during the simulation of the mountain fracturing process. The fracture surface is then input into the seepage-stress coupling model to transfer pore water pressure. Then, the dam body instability is judged. After the instability is judged, the data simulation of the motion disaster process, i.e. the dam failure stage, is triggered.

[0171] In practice, the mechanism of action of the seepage-stress coupling model at different stages is as follows:

[0172] 1. Receive the geometry of the rupture surface formed after landslide impact calculated by the coupled method of discrete element method (DEM) and material point method (MPM), and then define a new seepage boundary.

[0173] This makes the fracture surface a dominant seepage channel, accelerating the intrusion of reservoir water into the dam body.

[0174] 2. Numerical coupling calculations are performed using a two-way coupling process during the deformation and failure process.

[0175] Figure 4 The diagram shows a schematic of a bidirectional coupling process according to an embodiment of this application.

[0176] like Figure 4 As shown, firstly, the initial geostress field is solved by S2 stress field calculation. Based on the initial geostress field and landslide impact force, the soil and rock deformation is simulated and output. Then, the porosity / permeability coefficient is updated, and the seepage field is calculated to output the pore water pressure. Finally, the stress field is applied to the stress field and the stress field is calculated again.

[0177] In this process, the stress field calculation of soil deformation leads to updates in porosity and permeability coefficient. The seepage field calculation of new pore water pressure is converted into equivalent nodal forces in the stress field. The coupling calculation terminates when the rate of change of pore water pressure between two iterations is <1% (guaranteeing convergence).

[0178] 3. Determining whether a dam failure phase has been triggered.

[0179] Regarding the instability criterion, a dam-break simulation is initiated when the output of the coupled model satisfies any of the following conditions:

[0180] 1) Sudden displacement of dam body (>10mm / step);

[0181] 2) Pore pressure ratio > 0.5;

[0182] 3) The critical state of the Mohr-Coulomb criterion is reached.

[0183] After the conditions are met, the coupled model output is transmitted: the boundary of the damaged area + the pore water pressure distribution in the saturated area are input as the initial conditions for the disaster-causing stage.

[0184] 4. Continuation calculation during the disaster-causing phase (mudslide).

[0185] The continuous effects of pore water pressure are as follows: the pore water pressure term is introduced into the sediment flow motion equation to control the rheological behavior; topographic feedback and integral correction of the earth pressure coefficient along the coordinate system can more accurately predict sediment flow uplift / reflection.

[0186] The seepage-stress coupling model in this application is the core technology hub that runs through the entire chain of "landslide → seepage instability → mud and sand disaster". It realizes the technical effects of receiving the landslide fracture surface and dynamically updating the seepage boundary; weakening the rock and soil mass through pore water pressure to trigger dam instability; providing initial water pressure and saturation conditions for mud and sand flow and controlling the disaster range; and overcoming the bottleneck of "seepage and deformation separation" in traditional methods to achieve a physical simulation of the disaster chain.

[0187] First, calculate pore flow. The calculation formula is:

[0188] .........Formula (34);

[0189] In the formula, k represents the coordinate components of node i in the pore element direction. E = κ / μ, k s The coefficient of permeability is denoted by , and P is the pore water pressure.

[0190] Next, the fissure seepage was calculated. The calculation formula is:

[0191] .........Formula (35);

[0192] Next, the coupling between the pores and fissures is calculated, and the flow velocity is calculated using the following formula:

[0193] .........Formula (36);

[0194] in, The average pressure of the pore element. denoted as , where is the average pressure of the fracture element, and d is the distance between the pore element and the fracture element.

[0195] Next, the coupling between solid stress and pore size is calculated using the effective stress principle, as follows:

[0196] .........Formula (37);

[0197] In the formula, σ ij The effective stress is α, and the Biot coefficient is α.

[0198] In practice, during the dam break simulation phase, the method also includes introducing a tensile / shear fracture criterion through a block-particle contact algorithm to transmit the interaction force between water and soil debris; and using a friction coordinate integral model to correct the earth pressure coefficient under steep terrain to capture the particle flow reflection / climbing effect.

[0199] In a preferred embodiment, after generating the three-dimensional geological grid model, the present application further includes: using a hybrid discretization technique to decompose the pentahedral or hexahedral grid into two sets of tetrahedral grids.

[0200] Mesh mapping of geological models serves as a bridge between complex geological structures and numerical computation models. This application addresses the stress asymmetry problem inherent in existing technologies when calculating large deformations using traditional five / hexahedral meshes. The uneven distribution of integration points often leads to stress oscillations (hourglass phenomenon), affecting the computational accuracy of critical processes such as landslide rupture and dam instability.

[0201] This application employs a hybrid discretization technique to decompose pentahedral / hexahedral meshes into tetrahedral meshes, thereby eliminating stress asymmetry.

[0202] First, based on the geological structure characteristics, the following mesh adaptations are performed: 1. Layered sedimentary rocks are adapted to hexahedral mesh type because regular layered structures are easy to fit with hexahedrons, reducing the number of elements; 2. Faults / slip surfaces are adapted to pentahedral mesh type because pyramidal pentahedrons perfectly transition interfaces with different dip angles; 3. Irregular terrain surfaces are adapted to tetrahedral mesh type because free surfaces require high degree of freedom meshes to adapt to undulating surfaces. Borehole data points are adapted to pentahedral + tetrahedral mesh type because they are radially divided with the borehole as the center, and the pentahedrons connect columnar regions.

[0203] The simulation objectives differ across different stages of this application, leading to varying mesh requirements. In the geostress equilibrium simulation stage, regular integration is needed to avoid hourglassing; therefore, a hexahedral-dominated layered region decomposition combined with a hybrid discretization technique is employed. In the fracture damage (landslide stage), high-resolution meshing is required to capture microcracks, necessitating a pentahedral transition in the potential slip zone and local tetrahedral refinement in the fracture zone. In the sediment flow (dam break stage), dynamic interface capture is required, necessitating an adaptive tetrahedral meshing scheme for the fluid domain.

[0204] Figure 5 The diagram shows a schematic diagram of the hybrid discrete technology according to an embodiment of this application.

[0205] like Figure 5As shown, after acquiring UAV point cloud / CAD terrain data, a solid model is generated using GID / Midas. Then, the rock strata are divided into zones: regular zones are divided using hexahedrals, fault zones using pentahedrals, and the surface using tetrahedrals.

[0206] In practical applications, the homogeneous tailings sand at the bottom of the reservoir is processed into a hexahedral mesh (size 10m×10m×2m); the lithological abrupt change zone at the slope boundary is processed into a pentahedral mesh (pyramid unit connection); and the sediment flow path after the dam breach is processed into an adaptive tetrahedral mesh (size 0.5m~5m dynamically refined). Then, a hybrid discretization technique is used, which greatly improves the computational efficiency.

[0207] Figure 6 The diagram shows a mixed discretization method of pentahedrons and hexahedrons according to an embodiment of this application.

[0208] like Figure 6 As shown, the pentahedrons and hexahedrons in the figure are discretized into two groups of tetrahedrons. The first group of discrete tetrahedrons for the pentahedrons are V0123, V03451, and V1235, and the second group is V0124, V3450, and V4025. The first group of discrete tetrahedrons for the hexahedrons are V1240, V3026, V7460, V5462, and V4620, and the second group is V1052, V3027, V4570, V6752, and V7025. The total volume of the pentahedrons and hexahedrons is equal to half the volume of the two groups of discrete tetrahedrons. When calculating the nodal forces based on the stress of the tetrahedrons, the contribution of each tetrahedron to the nodal forces should be divided by 2.

[0209] Figure 7 The diagram shows another step of the landslide simulation stage according to an embodiment of this application.

[0210] like Figure 7 As shown, in some embodiments of this application, the landslide simulation stage includes:

[0211] S311: The DEM-MPM coupled model is used to simulate the movement of the landslide body. When the strain rate is greater than or equal to the critical value, the MPM particles are converted into DEM particles.

[0212] S312: The pore water pressure distribution is calculated using a seepage-stress coupling model, and the Mohr-Coulomb criterion is used to determine the dam failure zone.

[0213] S313: Calculate contact force based on block-particle contact algorithm and apply tensile / shear fracture criterion to determine material breakage.

[0214] Further implementation, in the S4 dam break simulation stage, includes the following steps: using the depth integral finite volume method (FVM) to simulate the movement of mud and sand flow at the breach, and combining it with the Savage-Hutter model to calculate the accumulation thickness; activating the block-particle contact algorithm in areas with a slope > 30°.

[0215] The following describes the tailings dam failure simulation scheme of this application embodiment through a specific implementation process.

[0216] First, geometric modeling and mesh generation are performed on the object of analysis. UAV data is read in, point cloud data is extracted, and surface model is interpolated. A three-dimensional model is constructed and a mesh is generated based on strata, borehole and potential slip surface information.

[0217] Then, the core solution is carried out, which is divided into three stages: initial ground stress solution, deformation and failure process solution, and motion-induced disaster process solution. Explicit algorithms are used for calculation in all three stages.

[0218] The virtual mass method is used in the initial geostress stage, with the main purpose of obtaining a stable geostress field.

[0219] The deformation and failure process was analyzed by introducing Mohr Coulomb to calculate the stability, macroscopic deformation, and failure evolution of the tailings dam.

[0220] The finite volume method with depth integration is mainly used in the motion-induced disaster stage to automatically transform the deformation and failure area into a sliding body for rapid simulation of the disaster process.

[0221] Each stage of the solution process includes multiple steps such as nodal motion solution (acceleration, velocity, displacement increment, and displacement solution), element deformation force solution (strain and stress increments calculated from displacement increments, and stress calculated at the current moment using a geometric constitutive model), element contact force solution (contact force increments calculated from contact displacement increments, and contact forces calculated at the current moment using a contact constitutive model), and nodal resultant force solution. A mechanical model of the granular system is introduced in the element deformation force and contact force solution stages. The calculation process is detailed in the steps for solving the initial geostress field in S2.

[0222] Finally, a solution termination check is performed, such as setting the initial ground stress unbalance rate to 1e4 and the motion-induced disaster simulation calculation time to 200s; if the termination condition is met, the solution is exited and subsequent analysis is performed; otherwise, the calculation is returned to continue.

[0223] In terms of working principle, it is mainly reflected in multi-stage coupled simulation technology.

[0224] Phase 1: Landslide-induced dam instability:

[0225] The dynamic process of landslide impacting a tailings dam was simulated using the explicit finite volume method, and the progressive failure of the dam under pore water pressure was analyzed using a seepage-stress coupling model. The Mohr-Coulomb criterion was used to correct the stress and ensure the accuracy of the mechanical response.

[0226] Phase Two: Prediction of the Scope of Dam Failure Disaster

[0227] The depth integral finite volume method was used to simulate the movement path, velocity, and accumulation thickness of sediment flow based on the SavageHutter model. The block particle coupling algorithm was used to accurately simulate the interaction and transport process of soil and water debris fragments through contact force transmission.

[0228] The workflow is further explained below:

[0229] First, we build the model and set the parameters.

[0230] Figure 8 An aerial view of a tailings dam according to an embodiment of this application is shown in the figure.

[0231] like Figure 8 As shown, geometric modeling is performed based on UAV aerial survey and CAD terrain data.

[0232] Then, a three-dimensional geological model was built using GID / Midas / Gmsh.

[0233] Figure 9 The diagram shows a schematic representation of the tailings dam analysis range according to an embodiment of this application.

[0234] like Figure 9 The diagram shown illustrates the analysis scope of the tailings dam. When performing tailings dam analysis, a global interpolation calculation model for the entire tailings dam area is used.

[0235] The parameter values ​​are assigned as follows:

[0236] Material mechanical parameters include tailings sand density, elastic modulus, and internal friction angle. Seepage parameters include permeability coefficient, saturation, and porosity. Working condition design: Taking the Xiaogao tailings dam in Guangdong as an example, the landslide volume (60,000 m³) and rainfall-weakening conditions are set.

[0237] In practical implementation, the principle of the global interpolation calculation model is as follows:

[0238] First, the inverse distance weighted interpolation method is used. The weighting function for a discrete point i in this method is:

[0239] .........Formula (38);

[0240] Where n is the number of discrete points, p is an arbitrary real number (usually 2), and hi It is the distance from the discrete point to the interpolation point i, calculated using the following formula:

[0241] .........Formula (39);

[0242] Where (x, y) are the coordinates of the interpolation point; (x i y i ) represents the coordinates of a discrete point.

[0243] The elevation value z at a certain interpolation point can be expressed as:

[0244] .........Formula (40);

[0245] Where zi is the elevation of discrete point i.

[0246] During this process, mesh parameters are assigned.

[0247] Material mechanical parameters include tailings sand density, elastic modulus, and internal friction angle. Seepage parameters include permeability coefficient, saturation, and porosity.

[0248] Disaster scenario design: Taking the tailings dam below as an example, the landslide volume (60,000 m³) and rainfall weakening conditions are set.

[0249] Figure 10 The diagram shows a simulation of a landslide stage according to an embodiment of this application.

[0250] like Figure 10 As shown, the numerical simulations within 100 seconds of the landslide stage include the simulation effects of landslide body disintegration and sliding (0~10s), the simulation effect of landslide body flowing into tailings dam causing water level rise (10~20s), and the simulation effect of dam body instability and overflow (after 20s).

[0251] Figure 11 The diagram shows a simulation of mud and sand movement according to an embodiment of this application. Figure 12 The diagram shows the tailings dam migration and accumulation development according to an embodiment of this application.

[0252] like Figure 11 The image shows a localized velocity cloud map depicting the high-speed movement of debris flow along a gully, leading to a tailings dam overflow and subsequent disaster. (See image for details.) Figure 12 As shown, the energy dissipates and accumulates to form a V-shaped distribution area.

[0253] Finally, the simulation results were analyzed and verified.

[0254] For small-scale verification, see Figure 13 The comparison diagram of the seepage model results shows that the flow rate on the left side of the rectangular dam body matches the theoretical solution.

[0255] First, a rectangular dam is constructed with a width L = 9m and a height H = 12m, discretized using 3884 triangular elements. The fluid density is 1000 kg / m³, the bulk modulus is 1 GPa, the porosity is 0.3, the initial saturation is 0.0, the permeability coefficient is 1e⁻¹⁰ m² / Pa / s, and the gravitational acceleration is 10 m / s². The bottom of the dam has a non-permeable boundary. The water level h₁ on the right side of the dam is fixed at 10m. The water level h₂ on the left side of the dam is changed to values ​​of 1m, 3m, 5m, 7m, and 9m. The change in the total flow rate Q per unit thickness on the left side of the dam is observed, and a theoretical solution exists for this flow rate. The comparison between the flow rate on the left side of the dam calculated by the seepage spring element and the theoretical solution is shown below. Figure 13 As shown, the infiltration lines at different water levels on the left are as follows: Figure 14 As shown.

[0256] During the dam instability stage: the three stages of landslide movement (acceleration / uniform speed / deceleration) are simulated through block particle coupling.

[0257] First, a soil-rock hybrid slope model was established, comprising 19 rock blocks (composed of 728 triangular finite element elements) and 23,408 discrete elements. The rock blocks were modeled using a linear elastic constitutive model with a density of 2500 kg / m³, an elastic modulus of 10 GPa, and a Poisson's ratio of 0.25. The soil component was modeled using a Mohr-Coulomb brittle model with tensile strength, with a density of 2000 kg / m³, an elastic modulus of 0.1 GPa, a Poisson's ratio of 0.3, a cohesion of 10 kPa, a tensile strength of 10 kPa, and an internal friction angle of 20°. Three monitoring points were set on the rock blocks, labeled P1, P2, and P3. Figure 15 The figure shows displacement-time history curves of three monitoring points during simulated landslide movement according to an embodiment of this application.

[0258] like Figure 15 As shown, the curves depicting the displacements of P1, P2, and P3 over time are displayed. According to... Figure 15 The results showed that the movement of the rock blocks went through three stages: acceleration, constant speed, and deceleration. After 8.5 seconds, the three rock blocks basically stabilized.

[0259] In practical engineering applications, it can be used to predict the extent of disasters and locate risk areas. For example, the predicted disaster area is 10,000 m², with a burial depth of 3 m. Figure 16 The circular area in the diagram shows the main impact range of the tailings dam overflow on the production area at 200s.

[0260] Applied to risk area location, when downstream facilities such as the main plant and thickener are threatened by scouring, such as Figure 17 The image shows the extent of the disaster caused by mud, sand, and debris 200 seconds after the tailings dam overflowed.

[0261] Figure 18 The diagram shows a flowchart of the finite volume method calculation according to an embodiment of this application.

[0262] like Figure 18 As shown, the explicit finite volume method module is activated during the landslide stage to perform finite volume method calculations.

[0263] set up For a bounded closed region in space, its boundary surface It consists of finite block smooth or piecewise smooth surfaces, and a function is set. exist It has a continuous first-order partial derivative, and according to the Gaussian divergence theorem, we can obtain formula (41).

[0264] ...Formula (41);

[0265] in is the unit vector of the outward normal direction of the boundary surface.

[0266] Average value within a bounded closed region It can be expressed as formula (42). Bounded closed region The total volume. When Sometimes, .

[0267] ...Formula (42);

[0268] Suppose a polyhedron contains If there are multiple faces, then formula (42) can be rewritten as formula (43):

[0269] .........Formula (43);

[0270] For the first The area of ​​a face, and the direction of the outward normal of that face. The classification of directions is as follows , for In the The average value on each face.

[0271] Taking a tetrahedron as an example, to find the stress increment inside the element, first calculate the average value of the velocity gradient inside the tetrahedron, as shown in formula (44):

[0272] .........Formula (44);

[0273] The strain increment can then be expressed as formula (45):

[0274] .........Formula (45);

[0275] The stress increment can be expressed as formula (46):

[0276] .........Formula (46);

[0277] The total stress can be expressed as formula (47):

[0278] .........Formula (47);

[0279] The Mohr-Coulomb criterion and the maximum tensile stress criterion were used to correct the total stress obtained from the above experiments, thus obtaining the corrected stress. ,in For the minimum principal stress, For the maximum principal stress, For cohesion, It is the internal friction angle. For tensile strength, , , It is a constant.

[0280] .........Formula (48);

[0281] The nodal force components of each node of the tetrahedron are shown in formula (49).

[0282] .........Formula (49);

[0283] in, Indicates the first 1 node For nodes The number of the face it belongs to (each node in a tetrahedron belongs to a total of 3 faces). Let be the unit outward normal component of the face containing the node. node In the The area of ​​each node within a face.

[0284] If node quilt If all nodes share the same force, the formula for calculating the total nodal force is shown in (50).

[0285] ………Formula (50).

[0286] During the dam failure phase, the depth integral method or the block particle coupling module is used to simulate the movement path analysis of sediment flow.

[0287] The equations of the Savage-Hutter model are shown in equations (29) to (31), where h is the depth of the landslide, and u and v are the depth-averaged velocities in the x and y directions, respectively. The friction angle of the base surface. These are the components of gravity in the three directions of the coordinate system.

[0288] .........Formula (29);

[0289] …Formula (30);

[0290] …Formula (31);

[0291] Mesh generation is performed using a finite volume method based on structured meshes. For each cell... Define the average value of the field variable as The time progression format is as follows:

[0292] .........Formula (32);

[0293] in and It is a cell Numerical flux on the right and top, It is the time step. and This refers to the cell boundary dimensions. Numerical flux is calculated using the Kurganov format. :

[0294] Formula (33);

[0295] The MUSCL interpolation method, combined with the Minmod limiter, is used to construct cells. Vectors on the left and right sides of the boundary and This enables the spatial precision of the numerical format to reach second-order in the smooth region. and These are cells Maximum and minimum wave velocities at each boundary. Flux. The calculation method and similar.

[0296] Figure 19 The diagram shows a schematic of contact coupling between blocks and particles according to an embodiment of this application.

[0297] A tensile / shear fracture criterion is introduced by using a block-particle contact algorithm to transmit the interaction force between soil and water debris.

[0298] like Figure 19 As shown, when block unit E i With particle P i After contact, contact force The calculation formula is:

[0299] ………………Formula (51);

[0300] In the formula, F is the contact force vector in the local coordinate system, K is the contact stiffness matrix, Δu is the relative displacement increment vector in the local coordinate system, Δt represents the calculation time step, t represents the current time, and t-Δt represents the previous time.

[0301] The contact force vector F can be expressed as:

[0302] .........Formula (52);

[0303] In the formula, F s1 F s2 Fn and Fn represent tangential contact force 1, tangential contact force 2 and normal contact force, respectively.

[0304] The expression for the contact stiffness matrix K is:

[0305] .........Formula (53);

[0306] The formula for calculating the relative displacement increment vector Δu in the local coordinate system is:

[0307] .........Formula (54);

[0308] In the formula, T is the local coordinate system transformation matrix, vp is the velocity vector of the particle's center of mass in the global coordinate system, and vc is the velocity vector of the block element at the contact point in the global coordinate system. The formula for calculating vc is:

[0309] .........Formula (55);

[0310] In the formula, vi is the velocity vector of the i-th node on a surface of the block in contact with the particle in the global coordinate system, wi is the interpolation coefficient corresponding to node i, and N is the number of nodes on the contact surface of the block.

[0311] When considering the fracture slip at the interface between the block and the particles, tensile fracture criteria and shear fracture criteria are required.

[0312] The tensile fracture criterion can be expressed as:

[0313] …………Formula (56);

[0314] In the formula, σt is the tensile strength, and Aeq is the equivalent cross-sectional area. In this paper, Aeq is the cross-sectional area of ​​the particle.

[0315] When formula (56) is satisfied, tensile fracture occurs at the contact surface, the normal contact force will be zero, and the tensile strength σt and cohesion c will also be zero.

[0316] The shear fracture criterion can be expressed as:

[0317] …………Formula (57);

[0318] In the formula, φ is the internal friction angle, and Fs is the resultant force in the shear direction, which can be expressed as:

[0319] …………Formula (58);

[0320] When formula (57) is satisfied, the tangential force needs to be corrected according to formula (58), and the tensile strength σt and cohesion c are set to zero.

[0321] .........Formula (59);

[0322] In the formula, and This is the corrected tangential contact force component.

[0323] In summary, the tailings dam failure simulation method proposed in this application, through a full-process coupling mechanism and dynamic contact algorithm, adopts a chain-like solution process of landslide stage, seepage stress coupling, and disaster-causing stage, breaking through the limitations of traditional methods. For the first time, it achieves high-precision and efficient simulation of the entire process of tailings dam failure, including "deformation, damage, collapse, and disaster-causing", providing a quantitative basis for prevention and control in high-risk scenarios.

[0324] The tailings dam failure simulation scheme of this invention breaks through the limitations of traditional methods by using a multi-stage coupling mechanism and dynamic contact algorithm. It achieves high-precision and efficient simulation of the entire tailings dam failure process for the first time, providing a quantitative basis for prevention and control in high-risk scenarios.

[0325] The tailings dam failure simulation scheme of this invention includes: generating a three-dimensional geological grid model based on point cloud data of the target area, and assigning grid attributes according to geological parameters; solving the initial geostress field based on the three-dimensional geological grid model and geological parameters using the virtual mass method and setting stress imbalance rate conditions; in the landslide simulation stage, simulating the mountain fracture process using a coupled method of discrete element method and material point method based on the initial geostress field and landslide impact force to obtain the boundary of the failure area and the pore water pressure distribution; initiating the dam failure simulation stage when the dam displacement changes abruptly or the stress exceeds the threshold during the disaster response; in the dam failure simulation stage, simulating the sediment flow path using the depth integral finite volume method based on the Savage-Hutter model based on the boundary of the failure area and topographic data; and generating a disaster path map, a sediment thickness cloud map, and a thermal cloud map of the impact range based on the sediment flow path.

[0326] Example 2

[0327] This embodiment provides a tailings dam failure simulation system. For details not disclosed in this embodiment, please refer to the specific implementation details of the tailings dam failure simulation schemes in other embodiments.

[0328] Figure 20 The diagram shows a structural schematic of a tailings dam failure simulation system according to an embodiment of this application.

[0329] like Figure 20 As shown, the tailings dam failure simulation system includes:

[0330] Model building unit 10 is used to generate raster-shaped surface data based on the surface point cloud data of the target area, and to construct a three-dimensional geological grid model in conjunction with borehole data. Geomechanical parameters are applied to each geological grid, including density, elastic modulus, Poisson's ratio, cohesion, internal friction angle, tensile strength, and dilatation angle.

[0331] The initial geostress solution element 20 is used to solve the initial geostress field based on a three-dimensional geological grid model and geomechanical parameters, by using the virtual mass method and setting the stress imbalance rate condition.

[0332] Deformation and failure unit 30 is used in the landslide simulation stage. Based on the initial geostress field and landslide impact force, the mountain fracture process is simulated by a coupling method of discrete element method and material point method to obtain the boundary of the failure area and the pore water pressure distribution. When the dam displacement changes abruptly or the stress exceeds the threshold in the disaster response, the dam failure simulation stage of the deformation and failure area is initiated.

[0333] The motion-induced disaster unit 40 is used in the dam break simulation stage. Based on the boundary of the damaged area and topographic data, the depth integral finite volume method is used to simulate the movement path of sediment flow based on the Savage-Hutter model.

[0334] Application unit 50 is used to generate disaster path maps, deposition thickness cloud maps, and thermal cloud maps of the affected area based on the movement path of sediment flow.

[0335] The tailings dam failure simulation system proposed in this application, through a full-process coupling mechanism and dynamic contact algorithm, adopts a chain-like solution process of landslide stage, seepage stress coupling, and disaster-causing stage. It breaks through the limitations of traditional methods and achieves high-precision and efficient simulation of the entire process of tailings dam failure, including deformation, damage, collapse, and disaster, for the first time, providing a quantitative basis for prevention and control in high-risk scenarios.

[0336] The tailings dam failure simulation scheme of this invention breaks through the limitations of traditional methods by using a multi-stage coupling mechanism and dynamic contact algorithm. It achieves high-precision and efficient simulation of the entire tailings dam failure process for the first time, providing a quantitative basis for prevention and control in high-risk scenarios.

[0337] Example 3

[0338] This embodiment provides a tailings dam failure simulation device. For details not disclosed in this embodiment, please refer to the specific implementation details of the tailings dam failure simulation method or system in other embodiments.

[0339] Figure 21 The diagram shows a structural schematic of a tailings dam failure simulation device 400 according to an embodiment of this application.

[0340] like Figure 21 As shown, the tailings dam failure simulation device 400 includes: a storage unit 402 for storing executable instructions; and a processing unit 401 for connecting to the storage unit 402 to execute the executable instructions to complete the tailings dam failure simulation method.

[0341] Those skilled in the art will understand that the illustration Figure 21 This is merely an example of a tailings dam failure simulation device 400 and does not constitute a limitation on the tailings dam failure simulation device 400. It may include more or fewer components than shown in the figure, or combine certain components, or different components. For example, the tailings dam failure simulation device 400 may also include input / output devices, network access devices, buses, etc.

[0342] The processing unit 401 (Central Processing Unit, CPU) can also be other general-purpose processors, digital signal processors (DSPs), application-specific integrated circuits (ASICs), field-programmable gate arrays (FPGAs), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc. The general-purpose processor can be a microprocessor, or the processing unit 401 can be any conventional processor. The processing unit 401 is the control center of the tailings dam failure simulation device 400, connecting all parts of the tailings dam failure simulation device 400 via various interfaces and lines.

[0343] Storage unit 402 can be used to store computer-readable instructions. Processing unit 401 implements various functions of tailings dam failure simulation device 400 by running or executing computer-readable instructions or modules stored in storage unit 402 and calling data stored in storage unit 402. Storage unit 402 may mainly include a program storage area and a data storage area. The program storage area may store the operating system, at least one application program required for a function (such as sound playback function, image playback function, etc.), etc.; the data storage area may store data created based on the use of tailings dam failure simulation device 400, etc. In addition, storage unit 402 may include hard disk, memory, plug-in hard disk, smart media card (SMC), secure digital (SD) card, flash card, at least one disk storage device, flash memory device, read-only memory (ROM), random access memory (RAM), or other non-volatile / volatile storage devices.

[0344] If the integrated modules of the tailings dam failure simulation device 400 are implemented as software functional modules and sold or used as independent products, they can be stored in a computer-readable storage medium. Based on this understanding, all or part of the processes in the methods of the above embodiments of the present invention can also be implemented by instructing related hardware through computer-readable instructions. The computer-readable instructions can be stored in a computer-readable storage medium, and when executed by a processor, the computer-readable instructions can implement the steps of the various method embodiments described above.

[0345] Example 5

[0346] This embodiment provides a computer-readable storage medium on which a computer program is stored; the computer program is executed by a processor to implement the tailings dam failure simulation method in other embodiments.

[0347] The tailings dam failure simulation device and storage medium of this application, through a multi-stage coupling mechanism and dynamic contact algorithm, overcome the limitations of traditional methods and achieve high-precision and efficient simulation of the entire tailings dam failure process for the first time, providing a quantitative basis for prevention and control in high-risk scenarios.

[0348] The tailings dam failure simulation scheme of this invention includes: generating a three-dimensional geological grid model based on point cloud data of the target area, and assigning grid attributes according to geological parameters; solving the initial geostress field based on the three-dimensional geological grid model and geological parameters using the virtual mass method and setting stress imbalance rate conditions; in the landslide simulation stage, simulating the mountain fracture process using a coupled method of discrete element method and material point method based on the initial geostress field and landslide impact force to obtain the boundary of the failure area and the pore water pressure distribution; initiating the dam failure simulation stage when the dam displacement changes abruptly or the stress exceeds the threshold during the disaster response; in the dam failure simulation stage, simulating the sediment flow path using the depth integral finite volume method based on the Savage-Hutter model based on the boundary of the failure area and topographic data; and generating a disaster path map, a sediment thickness cloud map, and a thermal cloud map of the impact range based on the sediment flow path.

[0349] Those skilled in the art will understand that the terminology used in this invention is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. The singular forms “a,” “the,” and “the” as used in this invention and the appended claims are also intended to include the plural forms unless the context clearly indicates otherwise. It should also be understood that the term “and / or” as used herein refers to and includes any and all possible combinations of one or more of the associated listed items.

[0350] It should be understood that although the terms first, second, third, etc., may be used in this invention to describe various information, this information should not be limited to these terms. These terms are only used to distinguish information of the same type from one another. For example, first information may also be referred to as second information without departing from the scope of this invention, and similarly, second information may also be referred to as first information. Depending on the context, the word "if" as used herein may be interpreted as "when," "when," or "in response to a determination."

[0351] Although preferred embodiments of this application have been described, those skilled in the art, upon learning the basic inventive concept, can make other changes and modifications to these embodiments. Therefore, the appended claims are intended to be interpreted as including the preferred embodiments as well as all changes and modifications falling within the scope of this application.

[0352] Obviously, those skilled in the art can make various modifications and variations to this application without departing from the spirit and scope of this application. Therefore, if such modifications and variations fall within the scope of the claims of this application and their equivalents, this application also intends to include such modifications and variations.

Claims

1. A method for simulating the entire process of dam break of a tailings pond, characterized by, The method comprises the following steps: generating raster surface data from surface point cloud data of a target area, constructing a three-dimensional geological grid model in cooperation with borehole data, applying geomechanical parameters to each geological grid, and the geomechanical parameters including density, elastic modulus, Poisson's ratio, cohesion, internal friction angle, tensile strength and dilatancy angle; solving an initial ground stress field by a virtual mass method and setting a stress imbalance rate condition based on the three-dimensional geological grid model and the geomechanical parameters; in a landslide simulation stage, simulating a mountain rupture process by a coupling method of a discrete element method and a material point method based on the initial ground stress field and a landslide impact force to obtain a damaged area boundary and a pore water pressure distribution; when a dam displacement mutation or a stress threshold value is exceeded in a disaster response, starting a dam break simulation stage of a deformation and damage area; in the dam break simulation stage, simulating a mud flow movement path based on the damaged area boundary and topographic data by a depth-integrated finite volume method based on a Savage-Hutter model; generating a disaster path graph, a deposition thickness nephogram and an influence range thermal graph based on the mud flow movement path; the landslide simulation stage further comprises calculating and correcting a dynamic response of a landslide body impacting a tailings dam and a seepage stress coupling effect by an explicit finite volume method combined with Mohr-Coulomb criteria; the calculating and correcting a dynamic response of a landslide body impacting a tailings dam and a seepage stress coupling effect by an explicit finite volume method combined with Mohr-Coulomb criteria comprises: alternately performing a fixed displacement field and a fixed seepage field step until convergence; after the fixed displacement field, solving a Darcy seepage equation to update pore water pressure; after the fixed seepage field, solving a force balance equation to update effective stress; when a unit satisfies Mohr-Coulomb failure criteria, updating porosity and correcting permeability coefficient; the dam break simulation stage further comprises: introducing a tensile / shear fracture criterion by a block-particle contact algorithm to transfer water-soil debris interaction force; using an along-path coordinate integral model to correct a soil pressure coefficient under steep terrain to capture particle flow reflection / climbing effect.

2. The dam break whole process simulation method of the tailings pond according to claim 1, characterized in that, After generating the three-dimensional geological grid model, further comprising: decomposing a pentahedron grid or a hexahedron grid into two groups of tetrahedron grids by a hybrid discrete technique.

3. The dam break whole process simulation method of the tailings pond according to claim 1, characterized by, the landslide simulation stage further comprises: simulating landslide body movement by a DEM-MPM coupling model, and converting MPM particles to DEM particles when a strain rate is greater than or equal to a critical value; calculating pore water pressure distribution by a seepage-stress coupling model, and judging a dam body damage area in combination with Mohr-Coulomb criteria; calculating contact force based on a block-particle contact algorithm, and determining material crushing by a tensile / shear fracture criterion.

4. The dam break whole process simulation method of the tailings pond according to claim 1, characterized by, the dam break simulation stage further comprises: simulating breach mud flow movement by a depth-integrated finite volume method FVM, and calculating deposition thickness in combination with a Savage-Hutter model; activating a block-particle contact algorithm in a slope > 30° area.

5. A tailings dam breach whole process simulation system, characterized in that, comprises: The model construction unit is configured to generate grid-shaped ground surface data according to ground point cloud data of a target area, construct a three-dimensional geological grid model in cooperation with drilling data, and apply a geomechanics parameter to each geological grid, the geomechanics parameter including density, elastic modulus, Poisson's ratio, cohesion, internal friction angle, tensile strength, and dilatancy angle. The initial ground stress solving unit is configured to solve an initial ground stress field by a virtual mass method and setting a stress imbalance rate condition based on the three-dimensional geological grid model and the geomechanics parameter. The deformation and failure unit is configured to, in a landslide simulation stage, simulate a mountain rupture process based on the initial ground stress field and a landslide impact force by a coupling method of a discrete element method and a material point method to obtain a failure region boundary and a pore water pressure distribution; and start a dam break simulation stage of a deformation and failure region when a dam body displacement mutation or stress threshold value is exceeded in disaster response. The motion and disaster unit is configured to, in the dam break simulation stage, simulate a mud flow motion path based on the Savage-Hutter model by a depth integral finite volume method based on the failure region boundary and topographic data. The application unit is configured to generate a disaster path map, a deposition thickness cloud map, and an influence range thermal cloud map based on the mud flow motion path. The landslide simulation stage further includes calculating and correcting a dynamic response of a landslide body impacting a tailings dam and a seepage stress coupling effect by an explicit finite volume method combined with Mohr-Coulomb criteria. The calculating and correcting a dynamic response of a landslide body impacting a tailings dam and a seepage stress coupling effect by an explicit finite volume method combined with Mohr-Coulomb criteria includes: Alternately performing a fixed displacement field and a fixed seepage field step until convergence; after the fixed displacement field, solving a Darcy seepage equation to update pore water pressure; and after the fixed seepage field, solving a force balance equation to update effective stress; When a cell satisfies Mohr-Coulomb failure criteria, updating porosity and correcting permeability coefficient; The dam break simulation stage further includes: Introducing a tensile / shear fracture criterion by a block-particle contact algorithm to transfer water-soil debris interaction force; Using an along-path coordinate integral model to correct a soil pressure coefficient under steep terrain to capture particle flow reflection / climbing effect.

6. A dam-break whole-process simulation device for tailings ponds, characterized by, The storage unit is configured to store executable instructions. The processing unit is configured to connect with the storage unit to execute the executable instructions to complete the method of any one of claims 1-4. The computer program is executed by the processor to implement the method of any one of claims 1-4. The computer program is executed by the processor to implement the method of any one of claims 1-4.

7. A computer readable storage medium characterized in that, ​

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