Tailing pond dam break whole process simulation method and system

Abstract

The invention provides a tailing pond dam break whole process simulation method and system, and the method comprises the steps: building a three-dimensional geological grid model according to the earth surface point cloud data of a target region in cooperation with drilling data, and solving an initial ground stress field through a virtual mass method and setting a stress unbalance rate condition; in the landslide simulation stage, mountain fracture process simulation is carried out based on an initial ground stress field and landslide impact force, and a fracture area boundary and pore water pressure distribution are obtained; when the displacement of the dam body in the disaster response suddenly changes or the stress exceeds a threshold value, a dam break simulation stage of the deformation failure area is started; in a dam break simulation stage, simulating a sand flow movement path based on the boundary of the destroyed area and topographic data; and finally, generating a disaster-forming path map, a stacking thickness cloud map and an influence range thermodynamic cloud map based on the mud and sand flow movement path. Limitations of a traditional method are broken through, full-process high-precision efficient simulation of deformation, damage, burst and disaster formation of tailing pond dam break is achieved for the first time, and quantitative prevention and control bases are provided for high-risk scenes.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of tailing dam break disaster prevention, and particularly relates to a tailing dam break whole process simulation method and system. BACKGROUND

[0002] The tailing dam is an industrial waste residue storage site formed by dam interception of valley mouth or land enclosure, and is mainly used for stacking tailings discharged after ore dressing of metal or non-metal mines and other waste residues. As a high potential man-made dangerous source, the tailing dam has a risk of dam break.

[0003] The whole process of tailing dam break is a process of continuous deformation, internal damage and discrete discharge, and different mechanical analysis methods are suitable for different deformation modes of the tailing dam break process. It is difficult to realize the calculation simulation and analysis of the whole process of tailing dam break from deformation, damage and break.

[0004] Therefore, a scheme capable of accurately analyzing the whole process of geological disaster dam break and accurately simulating the movement disaster process after dam break is urgently needed.

[0005] The above statements are only used to provide background technical information related to the application, and the content described in this part is not prior art to other parts of the application unless otherwise indicated. SUMMARY

[0006] The application provides a tailing dam break whole process simulation method and system, which breaks through the limitation of traditional methods through a whole process multi-stage coupling mechanism and a dynamic contact algorithm, and first realizes high-precision and high-efficiency simulation of the whole process of tailing dam break, thereby providing quantitative prevention and control basis for high-risk scenarios.

[0007] According to a first aspect of an embodiment of the application, a tailing dam break whole process simulation method is provided, including the following steps: 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 geomechanical parameters to each geological grid; the geomechanical parameters include density, elastic modulus, Poisson's ratio, cohesion, internal friction angle, tensile strength and dilatancy angle; Based on the three-dimensional geological grid model and the geomechanical parameters, the initial ground stress field is solved by the virtual mass method and by setting the stress imbalance rate condition; In the landslide simulation stage, the mountain rupture process is simulated by the coupling method of the discrete element method and the material point method based on the initial ground stress field and the landslide impact force, and the damage area boundary and the pore water pressure distribution are obtained; when the dam body displacement in the disaster response suddenly changes or the stress exceeds the threshold value, the dam break simulation stage of the deformation damage area is started; During the dam-break simulation phase, based on the boundaries of the damage area and terrain data, the depth-integrated finite volume method was used to simulate the movement path of mud and sand flows based on the Savage-Hutter model. Based on the movement path of mud and sand flow, disaster path map, accumulation thickness cloud map and thermal cloud map of affected area are generated.

[0008] In some embodiments of the present application, the landslide simulation stage further includes using an 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 seepage-stress coupling effect.

[0009] In some embodiments of the present application, an explicit finite volume method is used in combination with the Mohr-Coulomb criterion to calculate and correct the dynamic response of a landslide impacting a tailings dam and the seepage-stress coupling effect, including: Alternately perform the steps of fixing the displacement field and fixing the seepage field 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; When the element satisfies the Mohr-Coulomb failure criterion, the porosity is updated and the permeability coefficient is corrected.

[0010] In some embodiments of the present application, the dam break simulation stage further includes: The tensile / shear fracture criterion is introduced through the block-particle contact algorithm to transmit the water-soil-debris interaction force; The earth pressure coefficient in steep terrain is modified using the along-line coordinate integration model to capture the particle flow reflection / climbing effect.

[0011] In some embodiments of the present application, after generating the three-dimensional geological grid model, the method further includes: decomposing the pentahedral grid or the hexahedral grid into two groups of tetrahedral grids using a hybrid discretization technique.

[0012] In some embodiments of the present application, the landslide simulation stage includes: The DEM-MPM coupling model is used to simulate the movement of the landslide body, and the MPM particles are converted into DEM particles when the strain rate is ≥ the critical value; The pore water pressure distribution is calculated by the seepage-stress coupling model, and the dam failure area is determined by combining the Mohr-Coulomb criterion. The contact force is calculated based on the block-particle contact algorithm, and the tensile / shear fracture criterion is applied to determine the material fragmentation.

[0013] In some embodiments of the present application, the dam break simulation stage includes: The depth-integrated finite volume method (FVM) was used to simulate the movement of mud and sand flow in the breach, and the accumulation thickness was calculated in combination with the Savage-Hutter model. Activate the block-particle contact algorithm in the area with a slope > 30°.

[0014] According to a second aspect of the embodiments of the present application, a tailings dam collapse whole process simulation system is provided, comprising: A model construction unit is configured to generate a three-dimensional geological grid model according to point cloud data of a target area, and assign grid attributes through geological parameters; An initial geostress solving unit is configured to solve an initial geostress field through a virtual mass method and by setting a stress imbalance rate condition based on the three-dimensional geological grid model and the geological parameters; A deformation and failure unit is configured to, in a landslide simulation stage, simulate a mountain rupture process through a coupling method of a discrete element method and a material point method based on the initial geostress field and a landslide impact force, to obtain a failure region 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 collapse simulation stage of a deformation and failure region is started; A motion into disaster unit is configured to, in the dam collapse simulation stage, simulate a mud flow motion path based on a Savage-Hutter model through a deep integral finite volume method based on the failure region boundary and topographic data; An 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.

[0015] According to a third aspect of the embodiments of the present application, a tailings dam collapse whole process simulation device is provided, comprising: a storage unit configured to store executable instructions; and a processing unit configured to connect with the storage unit to execute the executable instructions to complete a tailings dam collapse whole process simulation method.

[0016] According to a fourth aspect of the embodiments of the present application, a computer readable storage medium having a computer program stored thereon is provided; the computer program is executed by a processor to implement a tailings dam collapse whole process simulation method.

[0017] The tailings dam collapse whole process simulation method and system of the present application are adopted, the method comprises generating grid-shaped surface data according to surface point cloud data of a target area, constructing a three-dimensional geological grid model in cooperation with drilling data, then solving an initial geostress field through a virtual mass method and by setting a stress imbalance rate condition; in a landslide simulation stage, simulating a mountain rupture process based on the initial geostress field and a landslide impact force, to obtain a failure region 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 collapse simulation stage of a deformation and failure region is started; in the dam collapse simulation stage, a mud flow motion path is simulated based on the failure region boundary and topographic data; finally, a disaster path map, a deposition thickness cloud map, and an influence range thermal cloud map are generated based on the mud flow motion path.

[0018] The application breaks through the limitation of traditional methods by using the whole-process coupling mechanism and dynamic contact algorithm, adopting the chain solving flow of landslide stage, seepage stress coupling, disaster stage, and for the first time realizes high-precision and high-efficiency simulation of tailings dam collapse "deformation, damage, collapse, disaster" whole process, and provides quantitative prevention and control basis for high-risk scenarios. BRIEF DESCRIPTION OF DRAWINGS

[0019] The drawings described herein are used to provide further understanding of the present application, and form a part of the present application. The illustrative embodiments of the present application and their descriptions serve to explain the present application, and do not constitute improper limitations on the present application. In the drawings: Figure 1 Fig. 1 shows a step schematic diagram of a tailings dam collapse whole-process simulation method according to an embodiment of the present application; Figure 2 Fig. 2 shows a step schematic diagram of a landslide simulation stage according to an embodiment of the present application; Figure 3 Fig. 3 shows a linkage relationship diagram of a coupling model in each stage of whole-process simulation according to an embodiment of the present application; Figure 4 Fig. 4 shows a principle diagram of a two-way coupling flow according to an embodiment of the present application; Figure 5 Fig. 5 shows a principle schematic diagram of a mixed discrete technology according to an embodiment of the present application; Figure 6 Fig. 6 shows a mixed discrete mode schematic diagram of pentahedron and hexahedron according to an embodiment of the present application; Figure 7 Fig. 7 shows another step schematic diagram of a landslide simulation stage according to an embodiment of the present application; Figure 8 Fig. 8 shows a flight schematic diagram of a tailings dam according to an embodiment of the present application; Figure 9 Fig. 9 shows a tailings dam analysis range schematic diagram according to an embodiment of the present application; Figure 10 Fig. 10 shows a landslide stage simulation effect diagram according to an embodiment of the present application; Figure 11 Fig. 11 shows a mud and sand movement simulation diagram according to an embodiment of the present application; Figure 12 Fig. 12 shows a tailings dam migration and accumulation development diagram according to an embodiment of the present application; Figure 13 Fig. 13 shows a dam body left side flow and theoretical solution comparison diagram according to an embodiment of the present application; Figure 14 Fig. 14 shows a saturation line diagram under different water level heights according to an embodiment of the present application; Figure 15Figure 3 shows a displacement-time curve diagram of three monitoring points during simulation of landslide movement according to the embodiment of the present application; Figure 16 Figure 4 shows a main influence range diagram of a production area at the time of dam overflowing of the tailings pond 200s according to the embodiment of the present application; Figure 17 Figure 5 shows a disaster range of mud and debris at the time of dam overflowing of the tailings pond 200s according to the embodiment of the present application; Figure 18 Figure 6 shows a finite volume method calculation flowchart according to the embodiment of the present application; Figure 19 Figure 7 shows a contact coupling schematic diagram between blocks and particles according to the embodiment of the present application; Figure 20 Figure 8 shows a structural schematic diagram of a tailings pond dam break whole process simulation system according to the embodiment of the present application; Figure 21 Figure 9 shows a structural schematic diagram of a tailings pond dam break whole process simulation device 400 according to the embodiment of the present application. DETAILED DESCRIPTION

[0020] Regarding the present application, the tailings pond dam break whole process is a process of continuous deformation, internal rupture damage and discrete discharge of the dam, different mechanical analysis methods are suitable for the above three different deformation modes, and it is difficult for the current technology to realize the whole process simulation of the tailings pond dam break from deformation, damage and breakage by using one calculation method.

[0021] The existing technology has the following deficiencies: Single model limitation: the traditional method (such as finite element method and discrete element method) is difficult to accurately simulate the processes of landslide rupture (large deformation), seepage stress coupling and mud and sand flow migration at the same time.

[0022] Conflict between calculation efficiency and accuracy: the continuous medium method (such as FVM) cannot handle multiphase flow and complex phase interface; the discrete element method (DEM) has large calculation amount and is difficult to be applied to kilometer-level large-scale disaster simulation.

[0023] Immature coupling mechanism: the existing water-soil-debris coupling algorithm lacks efficient contact model (such as dynamic fracture slip criterion between blocks and particles), resulting in large deviation of dam break path prediction.

[0024] Poor terrain adaptability: the traditional model is difficult to accurately capture the reflection, climbing and diffraction effects of particle flow under steep terrain.

[0025] Based on this, the present application aims to perform whole-process high-precision calculation simulation on the whole process of tailings pond dam break. The present application relates to the field of tailings pond safety monitoring and disaster simulation, and specifically relates to a tailings pond dam break whole process analysis model under dynamic action based on multi-scale coupled numerical simulation.

[0026] The tailings dam breach whole process simulation scheme of the application breaks through the limitations of traditional methods through a whole process multi-stage coupling mechanism and a dynamic contact algorithm, and for the first time realizes high-precision and high-efficiency simulation of the whole process of tailings dam breach, thereby providing quantitative prevention and control basis for high-risk scenarios.

[0027] The tailings dam breach whole process simulation scheme of the application comprises generating a three-dimensional geological grid model according to point cloud data of a target region, and assigning grid attributes according to geological parameters; based on the three-dimensional geological grid model and the geological parameters, an initial geostress field is solved by a virtual mass method and by setting a stress imbalance rate condition; in a landslide simulation stage, based on the initial geostress field and a landslide impact force, a mountain rupture process is simulated by a coupling method of a discrete element method and a material point method to obtain a damaged region 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 breach simulation stage of a deformed and damaged region is started; in the dam breach simulation stage, based on the damaged region boundary and topographic data, a deep integration finite volume method is used to simulate a mud flow movement path based on a Savage-Hutter model; a disaster path graph, an accumulation thickness cloud graph and an influence range thermal cloud graph are generated based on the mud flow movement path.

[0028] Compared with the prior art, the core difference is that a whole process coupling model of a geological disaster dam breach is constructed, and the following key innovations of a hybrid numerical architecture are included: 1) In a landslide stage, a block discrete element (DEM) + material point method (MPM) coupling is used to simulate mountain rupture and into-reservoir impact.

[0029] 2) In a dam breach stage, a deep integration finite volume method (FVM) + Savage-Hutter model is used to realize large-scale and efficient simulation of mud flow.

[0030] Among them, a dynamic contact algorithm is used, a block particle contact coupling model is proposed, and a tensile / shear fracture criterion is introduced, so that the interaction force of water and soil debris can be accurately transmitted.

[0031] Among them, the shock wave capture and topographic effect in the particle flow movement of steep terrain are solved by integrating along the coordinate system.

[0032] Therefore, the following is realized: the bottleneck of multi-physical field (stress seepage flow) cross-scale coupling is broken through, and the whole chain simulation from landslide triggering to downstream disaster is realized; the calculation efficiency is improved by 30 times (km-level model), and the precision is improved by 50%.

[0033] In order to simulate the whole process of the overall stability, deformation and damage process and dam breach disaster process of the tailings dam, the application proposes a numerical calculation method in which the finite element method, the discrete element method and the deep integration finite volume method are fused.

[0034] The finite element method is used to analyze the overall stability of the tailing dam and the macroscopic continuous medium deformation process, the discrete element method is used to analyze the damage and failure process of the tailing dam, and the depth integral finite volume method is used to simulate the movement and disaster process after the dam body collapses.

[0035] Therefore, the application can more truly reflect the physical and mechanical process of the development and evolution of the tailing dam by comprehensively considering various mechanical models and factors, can effectively simulate the initial ground stress state and dam break disaster process of the tailing reservoir, and can provide reliable basis for tailing reservoir stability analysis and disaster range division.

[0036] Precision improvement: seepage line simulation error < 5%, and mud and sand flow accumulation thickness prediction error < 10%.

[0037] Efficiency breakthrough: the calculation time of a kilometer-level model is shortened from weeks to hours (efficiency is improved by 30 times).

[0038] Engineering value: accurately output disaster path, accumulation thickness and influence range to guide downstream plant disaster prevention layout.

[0039] Verification reliability: small-scale model and experimental data are consistent to more than 90%.

[0040] In order to make the technical solutions and advantages in the embodiments of the application clearer and more apparent, the exemplary embodiments of the application are further described in detail below with reference to the drawings. Obviously, the described embodiments are only some of the embodiments of the application, not all the embodiments. It should be noted that the embodiments in the application and the features in the embodiments can be combined with each other without conflict.

[0041] Embodiment 1 Figure 1 As shown in the figure, a tailing reservoir dam break whole process simulation method is provided, including the following steps:

[0042] As Figure 1 shown, a tailing reservoir dam break whole process simulation method is provided, including the following steps: S1: generating grid-shaped ground surface data according to ground surface point cloud data of a target area, constructing a three-dimensional geological grid model in cooperation with borehole data, applying geological mechanics parameters to each geological grid, and the geological mechanics parameters include density, elastic modulus, Poisson's ratio, cohesion, internal friction angle, tensile strength and dilatancy angle; S2: based on the three-dimensional geological grid model and the geological parameters, solving the initial ground stress field by the virtual mass method and setting the stress imbalance rate condition; S3: Landslide simulation stage, based on the initial stress field and landslide impact force, the process of mountain rupture is simulated by the coupling method of discrete element method and material point method to obtain the boundary of the damaged area and the distribution of pore water pressure; when the dam displacement mutation or stress threshold value in disaster response, start the dam failure simulation stage of the deformation and damage area; S4: Dam failure simulation stage, based on the boundary of the damaged area and the terrain data, the depth integral finite volume method is used to simulate the motion path of the mud flow based on the Savage-Hutter model; S5: Based on the motion path of the mud flow, the disaster path map, the accumulation thickness cloud map and the influence range thermal cloud map are generated.

[0043] In S2, the initial stress field is solved based on the three-dimensional geological grid model and the geomechanical parameters by the virtual mass method and the stress imbalance rate condition, and the specific calculation steps include: 1) Starting from the known initial state, after each time step (such as the nth step) is completed, all nodes in the calculation area are fixed; 2) Calculate the spring force of each node , and sum and external force to get the node combined external force ; ………Equation (1); 3) Then calculate the imbalance force of each node ; ………Equation (2); 4) Then, according to the imbalance force of each node on the block, calculate the acceleration of these nodes ; ………Equation (3); 5) According to the acceleration and time step , all nodes are relaxed ; ………Equation (4); 6) Fix all nodes at the new position, and loop the next iteration until the exit condition is met.

[0044] In S3, the landslide impact force is the result of the dynamic interaction between the kinetic energy of the landslide and the resistance of the tailings dam structure. The impact force is a time-varying load, and the impact process lasts for 10-20s, and the peak value appears at the moment when the landslide completely contacts the dam. The impact force is non-uniformly distributed in space, which is related to the shape of the landslide, the speed distribution, and the geometry of the dam.

[0045] Landslide impact force directly affects the distribution of pore water pressure and the stability of the dam; the impact force of landslide will produce an instantaneous effect of compression of the dam, resulting in a sudden rise in pore water pressure; and trigger local liquefaction.

[0046] The impact force of landslide also has a sustained effect, which destroys the seepage path and forms new dominant water channels; it also accelerates the invasion of reservoir water, leading to a sustained rise in pore water pressure.

[0047] In the seepage-stress iteration cycle, the impact force is added as an additional load term to the stress balance equation.

[0048] In S3, the calculation process of discrete elements is as follows: First, the contact force F i and the contact torque M i of each particle of the discrete element are calculated. ………Equation (5); ………Equation (6); where F and M represent the external force and external torque applied to the particle, F is the contact force between particle i and particle j, n is the global damping force and damping torque. F is the contact damping force, n

[0049] is the number of particles in contact with particle i. Then, the translational acceleration a and the rotational acceleration a of the particle are calculated, with the formulas being: ………Equation (7); ………Equation (8); The velocity v and displacement s of the particle are calculated using the Euler forward method or the central difference method, taking the Euler forward method as an example, the calculation formulas are: ………Equation (9); ………Equation (10); The calculation formulas for the incremental displacement s and the incremental rotation angle of the nth step are: ………Equation (11); Equation (12) Displacement of the nth step particle i New coordinates of the centroid and rotation angle The calculation formula is: Equation (13) Equation (14) Equation (15).

[0050] In S3, the calculation process of the material point is as follows: First, the mass and momentum information of the particle are converted into the variables of the background grid nodes by using the established shape function: Equation (16) Equation (17) wherein and respectively represent the momentum and velocity, and the mass. Herein and represent the time step in the solving process.

[0051] Then, the boundary condition is substituted into the momentum to solve the velocity of the grid node, Equation (18) After obtaining the velocity of the grid node, the strain increment and density of the particle can be obtained accordingly. Finally, the stress increment is calculated by the constitutive relation of the material: Equation (19) Equation (20) The internal force and the node force of the grid node and the resultant force of the grid node are calculated: Equation (21) Equation (22) Equation (23) The momentum equation is integrated on the background grid node: Equation (24) Finally, the variable information of the background grid node is converted into the corresponding particles of the large plate through the shape function, so as to update the velocity and position of these particles: Equation (25) Equation (26).

[0052] The coupling process between discrete elements and material points is as follows: The contact coupling method is used for force transmission between discrete elements and material points. First, determine whether material point particle i and discrete element particle j are in contact, and the calculation formula is: Equation (27); If the inequality holds, the two are in contact. Wherein, is the distance between the material point particle and the discrete element particle, R i is the radius of the material point particle, R j is the radius of the discrete element particle.

[0053] Then calculate the interaction force between the two types of particles. Assuming that only normal contact force can be generated between the two, the calculation formula is: Equation (28); Where, F n is the normal contact force, K is the normal contact stiffness, is the normal embedding amount.

[0054] The contact force F n is calculated and applied to each material point particle on the one hand, and to the discrete element particle on the other hand.

[0055] 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 body impacting the tailings dam and the seepage stress coupling effect.

[0056] The equations of the Savage-Hutter model are shown in Equations (29)-(31), where h is the depth of the landslide body, u and v are the depth-averaged velocities in the x and y directions, is the basal friction angle, is the component of gravity in the three directions of the coordinate system.

[0057] Equation (29); Equation (30); Equation (31); The grid is divided using the finite volume method based on the structured grid. For the cell , the field variable average value is defined as , and the time advancing format is: Equation (32); where and are the cell fluxes on the right and top sides, is the time step, and are the cell edge sizes. The numerical fluxes are computed using the Kurganov scheme …Equation (33). where the MUSCL method is used for interpolation, combined with the Minmod limiter, to construct the left and right vectors on the cell boundaries, so that the spatial accuracy of the numerical scheme reaches the second order in smooth regions, and are the maximum and minimum wave speeds on each boundary of the cell . The fluxes are computed in a similar way as .

[0058] Figure 2 A step diagram of the landslide simulation stage according to the embodiment of the application is shown in FIG. 3.

[0059] As shown in FIG. 4, preferably, in the implementation, the explicit finite volume method is used in combination with the Mohr-Coulomb criterion to calculate and correct the dynamic response of the landslide body impacting the tailings dam and the seepage stress coupling effect, specifically including: Figure 2 S31: alternately performing the fixed displacement field and the fixed seepage field steps until convergence; after fixing the displacement field, solving the Darcy seepage equation to update the pore water pressure; after fixing the seepage field, solving the force balance equation to update the effective stress; S32: when the cell satisfies the Mohr-Coulomb failure criterion, updating the porosity and correcting the permeability coefficient. The application takes into account the problem that the traditional method either ignores seepage (leading to distortion of stress calculation) or completely couples (explosive calculation). The embodiment of the application uses iterative separation solution in numerical coupling simulation, which can ensure simulation accuracy and control calculation amount.

[0060] Regarding the iterative coupling mechanism of the application, the stress field and the seepage field are first separately solved, and then the dynamic coupling of the solid pore fluid is realized through data exchange.

[0061]

[0062] ​​The dam collapse inducement considered in the present application is that the rainstorm infiltration causes the rise of pore water pressure, and then causes the reduction of effective stress of tailings sand, and finally triggers the instability of dam body. Therefore, the key problem to be solved by the iterative coupling mechanism of the present application is to simulate the interaction of pore water pressure and deformation of rock-soil body, i.e. the change of water pressure affects the strength of rock-soil (weakening structure), and the deformation of rock-soil changes the seepage path (counteraction).

[0063] Compared with the defects in the traditional method, such as ignoring seepage or simplifying as static water, being unable to reflect the hydraulic weakening effect, and calculation divergence (strong coupling problem), the coupling model has the advantages of dynamic coupling of pore water pressure-stress field, accurate capture of strength attenuation caused by seepage, and iterative separation solution to ensure stability.

[0064] Figure 3 Fig. 6 shows the linkage relationship diagram of the coupling model in each stage of the whole process according to the embodiment of the present application.

[0065] As shown in Figure 3 , the landslide stage outputs the fracture surface in the simulation process of mountain rupture, inputs the fracture surface into the seepage-stress coupling model to transfer the pore water pressure, and then judges the instability of dam body. After the instability is judged, the data simulation of the dam collapse stage is triggered to enter the movement disaster process.

[0066] In specific implementation, the action mechanism of the seepage-stress coupling model between different stages is as follows: 1. Receiving the fracture surface geometry formed after landslide impact output by the coupling method of block discrete element method (DEM) and material point method (MPM), and then defining a new seepage boundary.

[0067] Thus, the fracture surface becomes an advantageous seepage channel, accelerating the invasion of reservoir water into the dam body.

[0068] 2. In the deformation and failure process, a bidirectional coupling process is used for numerical coupling calculation.

[0069] Figure 4 Fig. 7 shows the principle diagram of the bidirectional coupling process according to the embodiment of the present application.

[0070] As shown in Figure 4 , first, the initial stress field is solved by S2 stress field calculation, rock-soil deformation is simulated based on the initial stress field and landslide impact force, and then the porosity / permeability coefficient is updated, and the seepage field calculation is performed, and the pore water pressure is output, and then it is applied to the stress field to re-calculate the stress field.

[0071] In this process, the stress field calculation causes the update of porosity and permeability coefficient due to rock-soil deformation. The seepage field calculation calculates the new pore water pressure, which is converted into equivalent node force in the stress field. The termination condition of the coupling calculation is that the change rate of pore water pressure between two iterations is <1% (to ensure convergence).

[0072] 3. The determination of the triggering dam-break stage.

[0073] Regarding the instability criterion, when the coupling model output satisfies any of the following conditions, the dam-break simulation is initiated: 1) Sudden displacement of the dam body (>10 mm / step); 2) Pore pressure ratio >0.5; 3) Reach the critical state of Mohr-Coulomb criterion.

[0074] After meeting the conditions, the coupling model output is passed: the boundary of the damaged area + the pore water pressure distribution in the saturated area is input into the motion disaster stage as the initial condition.

[0075] 4. The continuation calculation of the motion disaster stage (mud flow).

[0076] The continuous influence of pore water pressure is as follows: the pore water pressure term is introduced into the mud flow motion equation to control the flow behavior; the terrain feedback is integrated to correct the soil pressure coefficient along the coordinate system, so as to more accurately predict the mud flow climbing / reflection.

[0077] The seepage-stress coupling model of the embodiment of the application is the core technical hub throughout the "landslide → seepage instability → mud disaster" whole chain; it realizes receiving the landslide fracture surface, dynamically updating the seepage boundary; triggering the dam body instability by pore water pressure weakening rock-soil mass; providing initial water pressure and saturation conditions for mud flow, and controlling the technical effect of disaster range; overcoming the bottleneck of "seepage and deformation fragmentation" in traditional methods, and realizing the physical real simulation of the disaster chain.

[0078] First, calculate the pore seepage , the calculation formula is: ………Equation (34); In the formula, represents the coordinate component of the pore unit node i in the direction, k E = κ / μ, k s represents the relative permeability coefficient, and P is the pore water pressure.

[0079] Next, calculate the fracture seepage , the calculation formula is: ………Equation (35); Next, calculate the coupling between pores and fractures, and the flow velocity calculation formula is: ………Equation (36); Wherein, is the average pressure of the pore unit, is the average pressure of the fracture unit, and d is the distance between the pore unit and the fracture unit.

[0080] Next, the coupling of solid stress and pore is calculated by effective stress principle according to the following formula: ………Formula (37); In the formula, σ ij is the effective stress, and a is the coefficient of Biot.

[0081] In the specific implementation, in the dam-break simulation stage, the block-particle contact algorithm is further introduced to introduce the tensile / shear fracture criterion, and the water-soil debris interaction force is transmitted; the along-coordinate integral model is used to correct the soil pressure coefficient under steep terrain, and the particle flow reflection / climbing effect is captured.

[0082] In the preferred implementation, after generating the three-dimensional geological grid model, the pentahedron grid or hexahedron grid is further decomposed into two groups of tetrahedron grids by using a hybrid discrete technology.

[0083] The grid mapping of the geological model is a transformation bridge from the complex geological structure to the numerical calculation model. In the prior art, when the traditional pentahedron / hexahedron grid is used in large deformation calculation, there is a stress asymmetry problem, and stress oscillation (hourglass phenomenon) caused by uneven distribution of integral points generally exists, which affects the calculation accuracy of key processes such as landslide rupture and dam instability.

[0084] In the prior art, the pentahedron / hexahedron grid is decomposed into a tetrahedron grid by using a hybrid discrete technology, and the stress asymmetry is eliminated.

[0085] First, the grid is adapted according to the characteristics of the geological structure as follows: 1. The layered sedimentary rock is adapted to the hexahedron grid type, because the regular layered structure is easy to fit with the hexahedron, and the number of units is reduced; 2. The fault / slip surface is adapted to the pentahedron grid type, because the pyramid-shaped pentahedron perfectly transitions different inclined interfaces; 3. The irregular terrain surface is adapted to the tetrahedron grid type, because the free surface needs a high degree of freedom grid to adapt to the undulating borehole data points. The pentahedron + tetrahedron grid type is adapted, because the borehole is taken as the center to radiate the section, and the pentahedron connects the columnar region.

[0086] In different stages of the application, the simulation target is also different, resulting in different requirements for the adapted grid. In the stress balance simulation stage, the grid needs to be regularly integrated to avoid the hourglass phenomenon, so the hexahedron is used to dominate the layered area + the hybrid discrete technology is used for decomposition; in the rupture damage (landslide stage), the grid needs to capture microcracks with high resolution, and the pentahedron is used to transition in the potential sliding area + the local tetrahedron refinement scheme is used in the rupture area; in the mud flow movement (dam-break stage), the grid needs to capture the dynamic interface, and the adaptive tetrahedron grid scheme is used in the fluid domain.

[0087] Figure 5Fig. 1 shows a schematic diagram of the principle of the hybrid discrete technique according to an embodiment of the present application.

[0088] As shown in Figure 5 Fig. 2, after obtaining the point cloud / CAD terrain data of the unmanned aerial vehicle, a solid model is generated by GID / Midas. Then the rock stratum is divided, the regular area is divided by hexahedral mesh, the fault area is divided by pentahedral mesh, and the surface is divided by tetrahedral mesh.

[0089] In actual application, the homogeneous tailings at the bottom of the reservoir area are hexahedral mesh (size 10m x 10m x 2m); the slope boundary lithology mutation zone is pentahedral mesh (pyramid unit connection); the mud flow path after dam failure is adaptive tetrahedral mesh (size 0.5m~5m dynamic encryption); then the hybrid discrete technique is performed, thereby greatly improving the calculation efficiency.

[0090] Figure 6 Fig. 3 shows a schematic diagram of the hybrid discrete mode of pentahedral and hexahedral according to an embodiment of the present application.

[0091] As shown in Figure 6 Fig. 4, for the pentahedral and hexahedral in the figure, they are all discretized into 2 groups of tetrahedrons. The first group of discrete bodies of the pentahedral is V0123, V03451, V1235, and the second group of discrete bodies is V0124, V3450, V4025; the first group of discrete bodies of the hexahedral is V1240, V3026, V7460, V5462, V4620, and the second group of discrete bodies is V1052, V3027, V4570, V6752, V7025. The total volume of the pentahedral and hexahedral is equal to half of the volume of the two groups of discrete tetrahedrons. When calculating the node force according to the stress of the tetrahedron, the contribution of all the tetrahedrons to the node force should be divided by 2.

[0092] Figure 7 Fig. 5 shows another step schematic diagram of the landslide simulation stage according to an embodiment of the present application.

[0093] As shown in Figure 7 Fig. 6, in some embodiments of the present application, the landslide simulation stage includes: S311: simulate the movement of the landslide body by using the DEM-MPM coupling model, and convert the MPM particle to the DEM particle when the strain rate is greater than or equal to the critical value; S312: calculate the distribution of pore water pressure by using the seepage-stress coupling model, and judge the damage area of the dam body in combination with the Mohr-Coulomb criterion; S313: calculate the contact force based on the block-particle contact algorithm, and determine the material crushing by using the tensile / shear fracture criterion.

[0094] Further implementation, in the S4 dam-break simulation stage, including the following steps: using deep integral finite volume method FVM simulation of the flow of the breach of the movement of mud, combined with the Savage-Hutter model to calculate the thickness of the accumulation; in the slope > 30° region activation block-particle contact algorithm.

[0095] The following through the specific implementation process further illustrates the tailings dam break simulation scheme of the whole process.

[0096] First, the analysis object is geometrically modeled and meshed, the UAV data is read in, the point cloud data is extracted, the surface model is interpolated, and a three-dimensional model is constructed according to the stratum, borehole and potential sliding surface information and the mesh is generated.

[0097] Then, carry out the core solution, which is divided into three stages of initial geostress solution, deformation and failure process solution and motion disaster process solution, all of which are calculated by using explicit algorithm.

[0098] The initial geostress stage adopts the virtual mass method, the main purpose of which is to obtain a stable geostress field.

[0099] The deformation and failure process introduces Mohr-Coulomb to calculate the stability, macroscopic deformation and failure evolution of the tailings dam.

[0100] The motion disaster stage mainly uses the deep integral finite volume method to automatically change the deformation and failure area into a sliding body for rapid simulation of the disaster process.

[0101] The solution of each stage includes node motion solution (acceleration, velocity, displacement increment and displacement solution), element deformation force solution (strain increment and stress increment are calculated from displacement increment, and the current stress is calculated by geometric constitutive model), element contact force solution (contact force increment is calculated from contact displacement increment, and the current contact force is calculated by contact constitutive), node force solution, etc. The mechanical model of the particle system is introduced in the element deformation force and contact force solution steps. The calculation process is described in the step of solving the initial geostress field in S2.

[0102] Finally, the solution end judgment is carried out, such as setting the unbalance rate of the initial geostress to 1e4 and the motion disaster simulation calculation time to 200s; if the end condition is reached, the solution is exited and subsequent analysis is carried out, otherwise the calculation is continued.

[0103] In terms of working principle, it mainly reflects the multi-stage coupling simulation technology.

[0104] Stage one: mountain landslide induced dam instability stage: The dynamic process of a landslide impacting a tailings dam was simulated using the explicit finite volume method. 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 stresses to ensure the accuracy of the mechanical response.

[0105] Phase 2: Dam failure disaster scope prediction phase: The depth-integrated finite volume method is used to simulate the movement path, velocity and accumulation thickness of mud and sand flows based on the Savage-Hutter model; the block-particle coupling algorithm is used to accurately simulate the interaction and migration process of water and soil debris fragments through contact force transmission.

[0106] The workflow is further elaborated as follows: First, the model is constructed and parameters are set.

[0107] Figure 8 Schematic diagram of an aerial view of a tailings pond according to an embodiment of the present application is shown in FIG.

[0108] like Figure 8 As shown, geometric modeling was performed based on UAV aerial survey and CAD terrain data.

[0109] Then, a three-dimensional geological model was established using GID / Midas / Gmsh.

[0110] Figure 9 Schematic diagram of the tailings pond analysis range according to an embodiment of the present application is shown in FIG.

[0111] like Figure 9 The figure shows the analysis range of the tailings pond. When conducting tailings pond analysis, the tailings pond full-domain interpolation calculation model is used.

[0112] The parameter assignments are as follows: Material mechanical parameters include tailings sand density, elastic modulus, and internal friction angle. Seepage parameters include permeability, saturation, and porosity. Working condition design: Using the Xiagao tailings pond in Guangdong as an example, the landslide volume (60,000 m³) and rainfall weakening conditions were set.

[0113] In specific implementation, regarding the global interpolation calculation model, the principle is as follows: First, the inverse distance weighted method is used for interpolation. In this method, the weighting function of a discrete point i is: .........Formula (38); Where n is the number of discrete points, p is an arbitrary real number (usually 2), and h i is the distance from the discrete point to the interpolation point i, and the calculation formula is: .........Formula (39); Among them, (x, y) is the coordinate of the interpolation point; (x i ,y i ) are the coordinates of discrete points.

[0114] Then the elevation value z at a certain interpolation point can be expressed as: .........Formula (40); Where zi is the elevation of discrete point i.

[0115] During this process, grid parameters are assigned.

[0116] Material mechanical parameters include tailings sand density, elastic modulus, internal friction angle, etc. Seepage parameters include permeability coefficient, saturation, and porosity.

[0117] Disaster condition design: Taking the tailings pond below as an example, the landslide volume (60,000m³) and rainfall weakening conditions are set.

[0118] Figure 10 Detailed description of the landslide stage simulation effect according to an embodiment of the present application is shown in FIG.

[0119] like Figure 10 As shown in the figure, the numerical simulation within 100s of the landslide stage includes the simulation effects of landslide collapse and sliding (0-10s), the simulation effect of landslide influx into the tailings pond causing water level rise (10-20s), and the simulation effect of dam instability and overflow (after 20s).

[0120] Figure 11 ] shows a simulation diagram of mud and sand movement according to an embodiment of the present application. Figure 12 ] shows a tailings pond migration and accumulation development diagram according to an embodiment of the present application.

[0121] like Figure 11 As shown in Figure 1, it is a velocity cloud diagram of the local whole process of mud and sand debris flow moving at high speed along the valley and the tailings dam overflowing and causing disaster. Figure 12 As shown in the figure, after energy dissipates, it accumulates to form a V-shaped distribution area.

[0122] Finally, the simulation results are analyzed and verified.

[0123] For small-scale verification, see Figure 13 The comparison chart of the seepage model results shows that the flow on the left side of the rectangular dam body is consistent with the theoretical solution.

[0124] First, a rectangular dam is built with a width of L = 9m and a height of H = 12m. 3884 triangular units are used for discretization. The fluid density is 1000kg / m3, the bulk modulus is 1GPa, the porosity is 0.3, the initial saturation is 0.0, the permeability coefficient is 1e-10m2 / Pa / s, and the acceleration of gravity is 10 m / s2. The bottom of the dam is 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 1m, 3m, 5m, 7m, and 9m. The change in the total flow Q per unit thickness on the left side of the dam is observed. There is a theoretical solution for this flow. The flow on the left side of the dam calculated by the seepage spring element is compared with the theoretical solution. Figure 13 As shown, the infiltration lines at different water levels on the left are as follows Figure 14 shown.

[0125] During the dam instability stage: the three stages of landslide movement (acceleration / constant speed / deceleration) are simulated through block-particle coupling.

[0126] First, a rock-soil mixed slope model was established, consisting of 19 rock blocks (composed of 728 triangular finite element elements) and 23,408 discrete elements. A linear elastic constitutive model was used for the rock blocks, with a density of 2500 kg / m³, an elastic modulus of 10 GPa, and a Poisson's ratio of 0.25. A Mohr-Coulomb brittle model with tensile strength was used for the soil, 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 Graphs showing the displacement time history of three monitoring points during simulated landslide movement according to an embodiment of the present application are shown in FIG.

[0127] like Figure 15 As shown in Figure 2, the displacement of P1, P2 and P3 changes with time. Figure 15 The results show that the movement of the rocks went through three stages: acceleration, constant speed, and deceleration. After 8.5 seconds, the three rocks were basically stable.

[0128] Specifically in engineering applications, it can be used to predict the scope of disasters and locate risk areas. The predicted scope of disasters is that the mud and sand flow affects an area of ​​10,000m² and the burial depth is 3m. Figure 16 The circled area in the figure shows the main impact range of the tailings pond on the production area at 200 seconds after it overflows.

[0129] It is used to locate risk areas when downstream facilities such as main powerhouses and thickening tanks are threatened by scour. Figure 17 The display shows the disaster area caused by mud and sand debris 200 seconds after the tailings pond overflowed.

[0130] Figure 18 A flow chart of the finite volume method calculation according to the embodiment of the application is shown in FIG. 2.

[0131] As shown in FIG. 1, the explicit finite volume method module is started in the landslide stage to perform the finite volume method calculation. Figure 18

[0132] Let Ω be a spatially bounded closed region, and let its boundary surface be composed of finite blocks of smooth or piecewise smooth surfaces, and let the function u(x, t) have a first-order continuous partial derivative on Ω, according to the Gauss divergence theorem, the formula (41) can be obtained.

[0133] …… formula (41); where n is the unit vector in the outward normal direction of the boundary surface.

[0134] The average value of u(x, t) in the bounded closed region Ω can be expressed as formula (42), where V is the total volume of the bounded closed region Ω. When t = 0, there is u0= u(x, 0).

[0135] …… formula (42); Let a polyhedron contain N faces, then formula (42) can be rewritten as formula (43): ……… formula (43); is the area of the i-th face, and the classification of the outward normal direction of this face in the direction is , is the average value of u(x, t) on the i-th face. Taking a tetrahedron as an example, the stress increment inside the unit is calculated, and first the average value of the velocity gradient inside the tetrahedron is calculated, as shown in formula (44):

[0136] ……… formula (44); The strain increment can be expressed as formula (45): …… formula (45); The stress increment can be expressed as formula (46): ​​​​​​​​​​​​​​​……Equation (46); The stress tensor can be written as Equation (47): ……Equation (47); The stress tensor is modified by Mohr-Coulomb criterion and maximum tensile stress criterion, and the modified stress tensor is obtained where is the minimum principal stress, is the maximum principal stress, is the cohesion, is the internal friction angle, is the tensile strength, , is a constant.

[0137] ……Equation (48); The node force components of each node of tetrahedron are shown in Equation (49).

[0138] ……Equation (49); where denotes the th node, is the sequence number of the face where the node belongs to (each node in tetrahedron belongs to 3 faces in total), is the unit outer normal vector component of the face where the node belongs to, is the node area of the node in the th face.

[0139] If the node is shared by nodes, the total node force is shown in Equation (50).

[0140] ……Equation (50).

[0141] In the dam break stage, the depth integral method or block-particle coupling module is called to simulate the motion path of mud and sand flow.

[0142] The equations of Savage-Hutter model are shown in Equations (29)-(31), where h is the depth of landslide, u and v are the depth-averaged velocities in x and y directions, is the basal friction angle, is the component of gravity in three directions of coordinate system.

[0143] ……Equation (29); ​ …Formula (30); …Formula (31); The meshing is done by using the finite volume method based on structured meshes. , define the average value of the field variable as , the time advancement format is: .........Formula (32); in and It is a cell Numerical flux on the right and top, is the time step, and is the boundary size of the cell. The Kurganov scheme is used to calculate the numerical flux : …Formula (33); Among them, the MUSCL method is used for interpolation, combined with the Minmod limiter to construct the cell The left and right vectors on the boundary and , so that the spatial accuracy of the numerical format reaches the second order in the smooth region, and Cells The maximum and minimum wave speeds at each boundary. Flux The calculation method of similar.

[0144] Figure 19 Schematic diagram of block-particle contact coupling according to an embodiment of the present application is shown in FIG.

[0145] The tensile / shear fracture criterion is introduced through the block-particle contact algorithm to transmit the water-soil-debris interaction force.

[0146] like Figure 19 As shown, when the block element E i With particles P i After contact, contact force The calculation formula is: ………………Formula (51); Where 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 moment, and t-Δt represents the previous moment.

[0147] The contact force vector F can be expressed as: ……Equation (52); where F s1 , F s2 and Fnrepresent tangential contact force 1, tangential contact force 2 and normal contact force, respectively.

[0148] The expression of contact stiffness matrix K is: ……Equation (53); The calculation formula of relative displacement increment vector Δu in local coordinate system is: ……Equation (54); where T is the transformation matrix of local coordinate system, vpis the velocity vector of particle centroid in global coordinate system, vcis the velocity vector of block element on contact point in global coordinate system, and the calculation formula of vcis: ……Equation (55); where viis the velocity vector of the ith node of a certain face of block body in contact with the particle in global coordinate system, wiis the interpolation coefficient corresponding to node i, and N is the number of nodes on the contact surface of block body.

[0149] When considering the fracture slip of block-particle contact surface, tensile fracture criterion and shear fracture criterion are needed.

[0150] The tensile fracture criterion can be expressed as: ……Equation (56); where σtis the tensile strength, and Aeqis the equivalent cross-sectional area, which is set as the cross-sectional area of the particle in this paper.

[0151] When Equation (56) is satisfied, the contact surface will be tensile fractured, and the normal contact force of this time step will be set to zero, and the tensile strength σtand the cohesion c will also be set to zero.

[0152] The shear fracture criterion can be expressed as: ……Equation (57); where φ is the internal friction angle, and Fs is the resultant force in the shear direction, which can be expressed as: ……Equation (58); When Equation (57) is satisfied, the tangential force needs to be corrected according to Equation (58), and the tensile strength σtand the cohesion c are set to zero.

[0153] ……Equation (59); where and are the corrected tangential contact force components.

[0154] In summary, the full-process simulation method of tailings dam break proposed in this application, through the full-process coupling mechanism and dynamic contact algorithm, adopts a chain solution process of landslide stage, seepage stress coupling, and disaster stage, breaking through the limitations of traditional methods, and for the first time realizes high-precision and efficient simulation of the full process of tailings dam break "deformation, destruction, burst, and disaster", providing a quantitative prevention and control basis for high-risk scenarios.

[0155] The full-process simulation scheme of tailings dam breach of the present invention breaks through the limitations of traditional methods through the full-process multi-stage coupling mechanism and dynamic contact algorithm, and realizes high-precision and efficient simulation of the full process of tailings dam breach for the first time, providing a quantitative prevention and control basis for high-risk scenarios.

[0156] The whole-process simulation scheme of the tailings dam break of the present invention includes generating a three-dimensional geological grid model according to the point cloud data of the target area, and assigning grid attributes according to geological parameters; solving the initial ground stress field based on the three-dimensional geological grid model and geological parameters by using the virtual mass method and setting the stress imbalance rate condition; in the landslide simulation stage, based on the initial ground stress field and the landslide impact force, the mountain rupture process is simulated by coupling the discrete element method with the material point method to obtain the boundary of the damage area and the pore water pressure distribution; when the dam body displacement suddenly changes or the stress exceeds the threshold in the disaster response, the dam break simulation stage of the deformation and damage area is started; in the dam break simulation stage, based on the boundary of the damage area and terrain data, the depth-integrated finite volume method is used to simulate the mud and sand flow movement path based on the Savage-Hutter model; based on the mud and sand flow movement path, a disaster path map, a pile thickness cloud map and an impact range thermal cloud map are generated.

[0157] Example 2 This embodiment provides a tailings dam break full process simulation system. For details not disclosed in the tailings dam break full process simulation system of this embodiment, please refer to the specific implementation content of the tailings dam break full process simulation scheme in other embodiments.

[0158] Figure 20 Schematic diagram of the structure of a tailings dam break full process simulation system according to an embodiment of the present application is shown in FIG.

[0159] like Figure 20 As shown in the figure, the whole process simulation system of tailings dam failure includes: The model construction unit 10 is used to generate grid-shaped surface data based on the surface point cloud data of the target area, and to construct a three-dimensional geological grid model in combination with the borehole data. The geomechanical parameters are applied to each geological grid, and the geomechanical parameters include density, elastic modulus, Poisson's ratio, cohesion, internal friction angle, tensile strength, and dilatancy angle. The initial geostress solving unit 20 is used to solve the initial geostress field based on the three-dimensional geological grid model and geomechanical parameters by using the virtual mass method and setting the stress imbalance rate condition; The deformation and destruction unit 30 is used in the landslide simulation phase. Based on the initial ground stress field and the landslide impact force, the discrete element method and the material point method are coupled to simulate the mountain rupture process to obtain the boundary of the destruction area and the pore water pressure distribution. When the dam displacement suddenly changes or the stress exceeds the threshold during the disaster response, the dam break simulation phase of the deformation and destruction area is initiated. Movement disaster unit 40 is used in the dam-break simulation stage. Based on the damage area boundary and terrain data, the depth-integrated finite volume method is used to simulate the movement path of mud and sand flow based on the Savage-Hutter model; The application unit 50 is used to generate a disaster path map, an accumulation thickness cloud map and an impact range thermal cloud map based on the mud and sand flow movement path.

[0160] The tailings dam break full-process simulation system of this application uses a full-process coupling mechanism and dynamic contact algorithm, adopts a chain solution process of landslide stage, seepage stress coupling, and disaster stage, breaks through the limitations of traditional methods, and realizes for the first time the high-precision and efficient simulation of the full process of tailings dam break "deformation, destruction, burst, and disaster", providing a quantitative prevention and control basis for high-risk scenarios.

[0161] The full-process simulation scheme of tailings dam breach of the present invention breaks through the limitations of traditional methods through the full-process multi-stage coupling mechanism and dynamic contact algorithm, and realizes high-precision and efficient simulation of the full process of tailings dam breach for the first time, providing a quantitative prevention and control basis for high-risk scenarios.

[0162] Example 3 This embodiment provides a tailings dam burst full process simulation device. For details not disclosed in the tailings dam burst full process simulation device of this embodiment, please refer to the tailings dam burst full process simulation method or system in other embodiments for specific implementation content.

[0163] Figure 21 Schematic diagram of the structure of the tailings dam break full process simulation device 400 according to an embodiment of the present application is shown in FIG.

[0164] like Figure 21 As shown, the tailings dam break whole process simulation device 400 includes: a storage unit 402: for storing executable instructions; and a processing unit 401: for connecting with the storage unit 402 to execute the executable instructions to complete the tailings dam break whole process simulation method.

[0165] Those skilled in the art will understand that Figure 21The tailings dam breach whole process simulation device 400 is merely an example and does not constitute a limitation on the tailings dam breach whole process simulation device 400, which can include more or fewer components than shown, or combine some components, or have different components, for example, the tailings dam breach whole process simulation device 400 can also include input / output devices, network access devices, buses, etc.

[0166] The central processing unit 401 (CPU) can also be other general-purpose processors, digital signal processors (DSP), application specific integrated circuits (ASIC), field programmable gate arrays (FPGA) or other programmable logic devices, discrete gates or transistor logic devices, discrete hardware components, etc. The general-purpose processor can be a microprocessor or the processing unit 401 can also be any conventional processor, etc. The processing unit 401 is the control center of the tailings dam breach whole process simulation device 400, which connects various parts of the tailings dam breach whole process simulation device 400 through various interfaces and lines.

[0167] The storage unit 402 can be used to store computer readable instructions, and the processing unit 401 realizes various functions of the tailings dam breach whole process simulation device 400 by running or executing computer readable instructions or modules stored in the storage unit 402, and calling data stored in the storage unit 402. The storage unit 402 can mainly include a program storage area and a data storage area, wherein the program storage area can store an operating system, at least one application required by a function (such as a sound playing function, an image playing function, etc.), etc.; the data storage area can store data created according to use of the tailings dam breach whole process simulation device 400, etc. In addition, the storage unit 402 can include a hard disk, a memory, a plug-in hard disk, a smart media card (SMC), a secure digital (SD) card, a flash card, at least one disk storage device, a flash memory device, a read-only memory (ROM), a random access memory (RAM) or other non-volatile / volatile memory devices.

[0168] The modules integrated in the tailings dam collapse whole process simulation device 400, if realized in the form of software function modules and sold or used as independent products, can be stored in a computer readable storage medium. Based on such understanding, all or part of the processes in the above-mentioned embodiment methods can also be completed by computer readable instructions instructing related hardware, and the computer readable instructions can be stored in a computer readable storage medium, and the computer readable instructions can realize the steps of the above-mentioned various method embodiments when executed by a processor.

[0169] Embodiment 5 The embodiment provides a computer readable storage medium, and a computer program is stored on the computer readable storage medium; the computer program is executed by a processor to realize the tailings dam collapse whole process simulation method in other embodiments.

[0170] The tailings dam collapse whole process simulation device and the storage medium adopt the whole process multi-stage coupling mechanism and the dynamic contact algorithm, break through the limitation of the traditional method, and first realize high-precision and high-efficiency simulation of the whole process of tailings dam collapse, thereby providing quantitative prevention and control basis for high-risk scenes.

[0171] The tailings dam collapse whole process simulation scheme of the present application includes generating a three-dimensional geological grid model according to point cloud data of a target region, and assigning grid attributes according to geological parameters; based on the three-dimensional geological grid model and the geological parameters, an initial ground stress field is solved by a virtual mass method and by setting a stress imbalance rate condition; in the landslide simulation stage, based on the initial ground stress field and the landslide impact force, the mountain rupture process is simulated by a coupling method of the discrete element method and the material point method to obtain a damage region boundary and a pore water pressure distribution; when the dam body displacement in the disaster response suddenly changes or the stress exceeds a threshold value, the dam collapse simulation stage of the deformed damage region is started; in the dam collapse simulation stage, based on the damage region boundary and the terrain data, the deep integral finite volume method is used to simulate the mud flow motion path based on the Savage-Hutter model; and the disaster path graph, the accumulation thickness cloud graph and the influence range thermal cloud graph are generated based on the mud flow motion path.

[0172] Those skilled in the art will understand that the terms used in the present application are only for the purpose of describing specific embodiments, and are not intended to limit the present application. The singular forms "a", "an" and "the" used in the present application 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" used herein means and includes any or all possible combinations of one or more associated listed items.

[0173] It should be understood that, although the terms first, second, third, etc. can be used herein to describe various information, these terms are not intended to denote a temporal sequence. The terms so used are merely used to distinguish one type of information from another. For example, a first information can be termed a second information, and similarly, a second information can also be termed a first information, without departing from the scope of the present application. Depending on the context, the word "if' as used herein can be interpreted to mean "when" or "in response to determining" or "in response to a determination".

[0174] While the preferred embodiments of the application have been described, additional variants and modifications can be suggested to those skilled in the art once given the basic inventive concept. It is intended, therefore, that the present application be construed as including all such variations and modifications as fall within the scope of the application.

[0175] Obviously, numerous modifications and variations of the present application are possible in light of the above teachings. It is therefore to be understood that within the scope of the appended claims and their equivalents, the application can be practiced otherwise than as specifically described.

Claims

1. A method for simulating the entire process of tailings dam breach, characterized in that: The following steps are involved: Generate raster surface data based on the surface point cloud data of the target area, build a three-dimensional geological grid model with the drilling data, and apply geomechanical parameters to each geological grid; Based on the three-dimensional geological grid model and geomechanical parameters, solving the initial geostress field by using a virtual mass method and setting a stress imbalance rate condition; In the landslide simulation phase, based on the initial geostress field and the landslide impact force, the mountain rupture process is simulated by coupling the discrete element method with the material point method to obtain the boundary of the damage area and the pore water pressure distribution. When the dam displacement in the disaster response suddenly changes or the stress exceeds the threshold, the dam break simulation phase of the deformation damage area is initiated. During the dam break simulation phase, based on the boundary of the damage area and the terrain data, the depth-integrated finite volume method is used to simulate the movement path of the mud and sand flow based on the Savage-Hutter model; Based on the mud and sand flow movement path, a disaster path map, an accumulation thickness cloud map and an impact range thermal cloud map are generated.

2. The tailings dam breach whole process simulation method according to claim 1, characterized in that: 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 seepage stress coupling effect.

3. The whole process simulation method of tailings dam break according to claim 2 is characterized in that: 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 seepage-stress coupling effect, including: Alternating between the steps of fixing the displacement field and fixing the seepage field until convergence; after fixing the displacement field, solving the Darcy seepage equation to update the pore water pressure; after fixing the seepage field, solving the force balance equation to update the effective stress; When the element satisfies the Mohr-Coulomb failure criterion, the porosity is updated and the permeability coefficient is corrected.

4. The whole process simulation method of tailings dam break according to claim 1 is characterized in that: The dam break simulation stage also includes: The tensile / shear fracture criterion is introduced through the block-particle contact algorithm to transmit the water-soil-debris interaction force; The earth pressure coefficient in steep terrain is modified using the along-line coordinate integration model to capture the particle flow reflection / climbing effect.

5. The whole process simulation method of tailings dam break according to claim 1 is characterized in that: After constructing the three-dimensional geological grid model, the method further includes: using a hybrid discrete technology to decompose the pentahedral grid or the hexahedral grid into two groups of tetrahedral grids.

6. The method for simulating the entire process of tailings dam breach according to claim 1, characterized in that: The landslide simulation stage includes: The DEM-MPM coupling model is used to simulate the movement of the landslide body, and the MPM particles are converted into DEM particles when the strain rate is ≥ the critical value; The pore water pressure distribution is calculated by the seepage-stress coupling model, and the dam failure area is determined by combining the Mohr-Coulomb criterion. The contact force is calculated based on the block-particle contact algorithm, and the tensile / shear fracture criterion is applied to determine the material fragmentation.

7. The method for simulating the entire process of tailings dam breach according to claim 1, characterized in that: The dam break simulation stage includes: The depth-integrated finite volume method (FVM) was used to simulate the movement of mud and sand flow in the breach, and the accumulation thickness was calculated in combination with the Savage-Hutter model. The block-grain contact algorithm is activated in areas with slopes > 30°.

8. A tailings dam breach full process simulation system, characterized in that: include: A model building unit is used to generate grid-shaped surface data based on the surface point cloud data of the target area, and to build a three-dimensional geological grid model in combination with the borehole data. The geomechanical parameters are applied to each geological grid, and the geomechanical parameters include density, elastic modulus, Poisson's ratio, cohesion, internal friction angle, tensile strength and dilatancy angle. An initial geostress solving unit is used to solve the initial geostress field based on the three-dimensional geological grid model and geomechanical parameters by using a virtual mass method and setting a stress imbalance rate condition; The deformation and destruction unit is used in the landslide simulation stage. Based on the initial ground stress field and the landslide impact force, the mountain rupture process is simulated by coupling the discrete element method with the material point method to obtain the boundary of the destruction area and the pore water pressure distribution. When the dam displacement in the disaster response suddenly changes or the stress exceeds the threshold, the dam break simulation stage of the deformation and destruction area is initiated. The motion disaster unit is used in the dam break simulation stage. Based on the boundary of the damage area and the terrain data, the depth-integrated finite volume method is used to simulate the movement path of the mud and sand flow based on the Savage-Hutter model; The application unit is used to generate a disaster path map, an accumulation thickness cloud map and an impact range thermal cloud map based on the mud and sand flow movement path.

9. A tailings dam breach whole process simulation device, characterized in that: include: a storage unit for storing executable instructions; as well as A processing unit, configured to be connected to the memory to execute executable instructions to complete the method according to any one of claims 1 to 7.

10. A computer-readable storage medium, characterized in that A computer program is stored thereon; the computer program is executed by a processor to implement the method according to any one of claims 1 to 7.

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