A simulation method, system and processing terminal for simulating interlayer rock mass numerical model

Abstract

The present invention belongs to the technical field of interlayer rock simulation, and discloses a simulation method, system and processing terminal for simulating the fluid-solid coupling numerical model of interlayer rock. The mechanical parameters of entities within the generated space range are set, and walls are generated; spheres are generated and the density is set; and particles are iteratively calculated to achieve equilibrium. CAD drawings that can generate different rock layer inclinations, layer thickness ratios, and layer thicknesses are imported. Particles are grouped so that different layers of CAD are filled with particles. The walls on the left and right sides are deleted. Different parallel bonding parameters are assigned to particles in different groups to simulate the rock properties of different layers. The purpose of fluid-solid coupling is achieved by performing data exchange operations with OpenFoamt. The definition and simulation method of interlayer rock of the present invention can be realized in software. The present invention uses particle flow numerical simulation to analyze the response law of mechanical characteristics and mesoscopic damage characteristics of interlayer rock under the influence of factors such as rock mass inclination, layer thickness ratio, and layer thickness from a mesoscopic perspective.

Description

Technical Field

[0001] The present invention belongs to the technical field of interlayer rock mass simulation, and in particular relates to a simulation method, system and processing terminal for simulating an interlayer rock mass numerical model. Background Art

[0002] At present: soft and hard interlayered rock masses are mostly found in tunnels, underground caverns and other fields, which can easily cause engineering problems such as tunnel collapse and low tunnel excavation efficiency. Compared with homogeneous rock masses, the failure characteristics of soft and hard interlayered rock masses are significantly different, the failure process is more complicated, and it is more difficult to predict its failure precursor information. The three types of geometric characteristic factors, namely rock layer inclination, rock layer thickness, and weak layer content, have a great influence on the destruction of interlayered rock masses. At present, there are few studies that use discrete element methods to conduct in-depth analysis of the variation law of mechanical parameters of interlayered rock masses under the influence of influencing factors and their mesoscopic level, and there are even fewer results of comprehensive research on the mesoscopic failure mechanism of interlayered rock masses under the joint action of multiple factors. As a result, the existing results on the failure mechanism of interlayered rock masses are not enough to serve actual engineering, which seriously restricts the development of underground engineering.

[0003] With the development of rail transit in my country, a large number of soft and hard interlayered rock masses composed of mudstone and sandstone are widely distributed in the tunnel crossing area. Due to their complex mechanical properties, they are prone to engineering stability problems such as surface settlement and tunnel collapse. However, the current research on the mechanical properties and failure mechanism of soft and hard interlayered rock masses is not comprehensive and in-depth. The existing technology for the study of the mechanical properties of interlayered rock masses mainly includes indoor (physical) tests, numerical simulations, and indoor tests. The indoor test production process is relatively complicated, time-consuming, and costly. In addition, there will be large errors when defining different layer thickness ratios, layer thicknesses, and rock layer inclinations. During the curing process of the specimen, there will be large errors in the curing conditions and curing process. Factors such as temperature and moisture are not easy to control. During the experiment, human errors and test instrument errors are relatively complex factors that affect the test results. Numerical simulation mainly includes finite element method, finite difference method, etc. In the simulation process of these methods, the finite element simulation difference is based on the grid, which requires artificial units, consumes time, and needs to consider the sensitivity of size. Discrete elements generate macroscopic responses by superimposing the mechanical behaviors between units, and do not need to preset complex constitutive relations for the model. There is no need to consider the sample maintenance problem during the test, the human error is small, and the test is simple and convenient. It can more accurately simulate the local anisotropic behavior of rock during loading, and better simulate the spatiotemporal evolution of cracks and the final fracture. For numerical simulation, the sample making error is small (such as rock layer inclination, layer thickness ratio, layer thickness). The process is relatively simple, mainly realized through code, and the rock mass is realized through the constitutive relationship in the code. Through the above analysis, the problems and defects of the existing technology are:

[0004] (1) Existing technologies cannot accurately obtain relevant parameters of interlayered rock masses.

[0005] (2) The geometric characteristic factors of interlayered rock masses in engineering (i.e. layer thickness, layer thickness ratio, and rock layer inclination) are often complex, and there is no effective method to obtain their mechanical properties.

[0006] (3) At present, the research on the mechanical properties of interlayered rock mass mainly includes indoor (physical) tests, numerical simulations, and indoor tests. The test process of indoor tests is relatively complicated, time-consuming, and costly. In addition, large errors will occur when defining different layer thickness ratios, layer thicknesses, and rock layer inclinations. In the curing process of the specimens, large errors will occur in the curing conditions and curing process. Factors such as temperature and moisture are difficult to control. During the experiment, human errors and test instrument errors are relatively complex factors that affect the test results.

[0007] (4) Numerical simulation mainly includes finite element method, finite difference method, etc. In the simulation process, the finite element simulation difference is based on the grid, which requires manual preparation of units, consumes time, and needs to consider the sensitivity of size.

[0008] The difficulty of solving the above problems and defects is:

[0009] Discrete element generates macroscopic response by superimposing mechanical behaviors between units, and there is no need to preset complex constitutive relations for the model. There is no need to consider the sample maintenance problem during the test, the human error is small, and the test is simple and convenient. It can more accurately simulate the local anisotropic behavior of rock during loading, and better simulate the spatiotemporal evolution of cracks and the final fracture. For numerical simulation, the sample making error is small (such as rock layer inclination, layer thickness ratio, layer thickness) and the process is relatively simple, which is mainly realized through the code, and the rock mass is realized through the constitutive relationship in the code.

[0010] The significance of solving the above problems and defects is:

[0011] With the development of rail transit in my country, a large number of soft and hard interlayered rock masses composed of mudstone and sandstone are widely distributed in the tunnel crossing area. Due to their complex mechanical properties, they are prone to cause engineering stability problems such as surface settlement and tunnel collapse. However, the current understanding of the mechanical properties and failure mechanism of soft and hard interlayered rock masses is not comprehensive and in-depth. Based on this, in order to improve the theory of mechanical properties of interlayered rock masses and reveal their failure mechanism, the present invention uses particle flow numerical simulation to analyze the response law of mechanical properties of interlayered rock masses and the mesoscopic failure characteristics under the influence of factors such as rock mass inclination, layer thickness ratio, and layer thickness from a mesoscopic perspective. Summary of the invention

[0012] In view of the problems existing in the prior art, the present invention provides a simulation method, system and processing terminal for simulating a numerical model of an interlayered rock mass.

[0013] The present invention is implemented as follows: a simulation method for simulating a numerical model of an interlayered rock mass, comprising:

[0014] Use the distribute command to generate a sphere and set the density;

[0015] Iterative calculations allow the particles to reach equilibrium;

[0016] Generate numerical models of interlayered rock masses with different rock layer dips, layer thickness ratios, and layer thicknesses.

[0017] Furthermore, the simulation method further comprises:

[0018] Use the ball distribute command to generate spheres, set the sphere porosity, radius, sphere generation range, and set the sphere attribute density and damping; for example: ball distribute porosity 0.01radius3.0e-4 6.0e-4box 0 0.05 0 0.1ball attribute density 2180damp 0.7, which means that the porosity ratio is 0.01, the radius range is 3.0e-4 to 6.0e-4, it is generated in the box range of 5×10cm, the density is 2180, and the damping is 0.7. The ball distribute command distributes overlapping spheres to an area according to the porosity ratio, and the particles stop moving when the iterative calculation of particle motion reaches the set porosity ratio.

[0019] Furthermore, the ratio m of the thickness of the strongly weathered mudstone layer a to the thickness of the strongly weathered sandstone layer b, the layer thickness ratio The ratio of the strongly weathered mudstone layer thickness a is expressed as: The thickness b of the strongly weathered sandstone layer is expressed as:

[0020] Furthermore, before using the distribute command to generate a sphere and setting the density, it is necessary to: Set the spatial range for the entire model generation; use the domain command, such as domain extent-0.1 0.2-0.1 0.2conditiondestroy, which is a range of 10cm×20cm. Set the mechanical parameters of the entity within the spatial range, including the bond modulus, stiffness ratio, and damping; use the cmat command to set, such as: cmat default model linear method deform emod 1.0e9kratio 0.0cmat default property dp_nratio 0.5, which means that the deformation modulus of the entity within the range is 1GPa, the stiffness ratio is 0, and the damping ratio is 0.5.

[0021] Further, after generating the interlayer rock mass numerical model with different rock layer inclination angles, layer thickness ratios, and layer thicknesses, it is necessary to carry out:

[0022] The particles are grouped so that different layers of the interlayered rock mass numerical model are filled with particles;

[0023] Delete the walls on the left and right sides;

[0024] Different parallel bond parameters are assigned to different groups of particles, including parallel bond modulus, stiffness ratio, parallel bond stiffness ratio, particle friction coefficient, normal bond strength, tangential bond strength, parallel bond friction angle and other parameters, to simulate the rock properties of different layers.

[0025] This step is implemented through the parallel_bonded file that comes with the software, which groups parameters such as pb_deform emod and krat, corresponding to particles in different layers, and assigns values ​​to parameters such as pb_deform emod and krat.

[0026] At the same time, define the grid in OpenFoamt, determine the number and ratio of grid coordinate division. Set the pressure, set the inlet pressure to zero gradient, set the outlet pressure to a fixed value, set the fluid velocity, set the inlet velocity in the y direction to 1 and the other directions to 0, and set the outlet velocity to zero gradient. Also set the fluid viscosity.

[0027] The grid data nodes and boundary conditions fluid pressure and velocity are read through the discrete element software. The running time interval is set so that the data runs in the discrete element for a certain time, and then the data is exchanged to the OpenFoam software. After running in OpenFoam for a certain time, the data is exchanged to the discrete element, and so on, and the exchange is carried out continuously to couple the interlayered rock mass with the fluid.

[0028] Furthermore, after assigning different parallel bonding parameters to different groups of particles, it is also necessary to perform:

[0029] Turn on the stress, strain, crack recording and energy switches to record the number and development trend of cracks, friction energy, strain energy, kinetic energy change trend, and stress and strain change trend;

[0030] Method for the number and trend of cracks: Use the discrete element's built-in fracture function to continuously record and update the fractures between particles, and use the history command to record the number and trend of cracks.

[0031] Method for obtaining the changing trends of friction energy, strain energy, and kinetic energy: Call the set energy on function and use history to record the changing trends of individual energies.

[0032] The upper and lower walls move downward and upward at a certain speed respectively, and the stress shows a trend of first increasing and then decreasing. When the decreasing stress value is less than 70% of the peak stress (implementation method: record the real-time stress of the sample through the math.abs function, and record the stress at the moment of stress decrease as the peak stress. When the real-time stress is less than the peak stress multiplied by 0.7, the sample stops pressurizing); the wall stops moving, the test ends, and the elastic modulus and Poisson's ratio of the uniaxial compression test are measured.

[0033] Another object of the present invention is to provide a simulation system for simulating a numerical model of an interbedded rock mass, comprising:

[0034] The interlayer rock mass numerical model parameter generation module is used to set the spatial range of the entire model generation, and is also used to set the mechanical parameters of the entities within the spatial range, including bond modulus, stiffness ratio, damping; it is also used for wall generation;

[0035] The interlayer rock mass numerical model generation module uses the distribute command to generate spheres and set the density; iterative calculations are performed to achieve particle equilibrium; interlayer rock mass numerical models with different rock layer inclinations, layer thickness ratios, and layer thicknesses are generated;

[0036] The rock mass property simulation module of different layers is used to group particles so that different layers of the interlayer rock mass numerical model are filled with particles; the left and right walls are deleted; different groups of particles are given different parallel bonding parameters including: parallel bonding modulus, stiffness ratio, parallel bonding stiffness ratio, particle friction coefficient, normal bonding strength, tangential bonding strength, parallel bonding friction angle and other parameters to simulate the rock mass properties of different layers;

[0037] The measurement module is used to record the number and development trend of cracks, friction energy, strain energy, kinetic energy change trend, stress and strain change trend; it is also used for the upper and lower walls to move downward and upward at a certain speed respectively, and the stress tends to rise first and then fall. When the falling stress value is less than 70% of the peak stress, the wall stops moving and measures the elastic modulus and Poisson's ratio of the uniaxial compression test.

[0038] Another object of the present invention is to provide a computer device, comprising a memory and a processor, wherein the memory stores a computer program, and when the computer program is executed by the processor, the processor executes the method.

[0039] Another object of the present invention is to provide a computer-readable storage medium storing a computer program, wherein when the computer program is executed by a processor, the processor executes the method.

[0040] Another object of the present invention is to provide an information data processing terminal, wherein the information data processing terminal is used to implement the method.

[0041] Combining all the above technical solutions, the advantages and positive effects of the present invention are as follows:

[0042] The definition and simulation method of the interlayered rock mass of the present invention can be realized in the software. The present invention uses particle flow numerical simulation to analyze the response law of mechanical characteristics and mesoscopic failure characteristics of the interlayered rock mass under the influence of factors such as rock mass inclination, layer thickness ratio, layer thickness, etc. from a mesoscopic perspective. BRIEF DESCRIPTION OF THE DRAWINGS

[0043] In order to more clearly illustrate the technical solutions of the embodiments of the present application, the following is a brief introduction to the drawings required for use in the embodiments of the present application. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0044] Figure 1 It is a flow chart of a simulation method for simulating an interlayered rock mass numerical model provided by an embodiment of the present invention.

[0045] Figure 2 This is a physical picture of the interlayered rock mass provided by an embodiment of the present invention.

[0046] Figure 3 This is a simulation effect diagram of a crack diagram provided by an embodiment of the present invention, with a rock layer inclination angle of 15°, a layer thickness of 16.6 mm, and a layer thickness ratio of 1:1.

[0047] Figure 4 This is a simulation effect diagram of a crack development curve with a rock layer inclination angle of 15°, a layer thickness of 16.6 mm, and a layer thickness ratio of 1:1 provided by an embodiment of the present invention.

[0048] Figure 5 This is a simulation effect diagram of (energy development curve with a rock layer inclination angle of 15°, a layer thickness of 16.6 mm, and a layer thickness ratio of 1:1 provided by an embodiment of the present invention.

[0049] Figure 6 This is a simulation effect diagram of an energy development curve provided by an embodiment of the present invention, with a rock formation inclination angle of 15°, a layer thickness of 16.6 mm, and a layer thickness ratio of 1:1.

[0050] Figure 7 This is a simulation effect diagram of (rock mass structure, rock layer inclination angle 15°, layer thickness 16.6 mm, layer thickness ratio 1:1 provided by an embodiment of the present invention. DETAILED DESCRIPTION

[0051] In order to make the purpose, technical solution and advantages of the present invention more clearly understood, the present invention is further described in detail below in conjunction with the embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0052] In view of the problems existing in the prior art, the present invention provides a simulation method for simulating a numerical model of an interlayered rock mass. The present invention is described in detail below in conjunction with the accompanying drawings.

[0053] like Figure 1 As shown, the simulation method for simulating the interlayered rock mass numerical model provided by the present invention includes:

[0054] S101, set the spatial range of the entire model generation to 10cmX20cm.

[0055] S102, setting mechanical parameters of the entity within the spatial range, including bonding modulus, stiffness ratio, and damping.

[0056] S103, a wall of 5cmX10cm is generated, and the wall ID number and the wall generation position are set (the wall is fixed at this time).

[0057] S104, using the ball distribute command to generate a sphere, and setting the radius, porosity, and generation range of the sphere, and assigning properties including density and damping to the sphere.

[0058] S105, iterative calculation makes the particles reach the porosity and the sample is balanced.

[0059] S106, importing CAD drawings that can generate different rock layer inclination angles, layer thickness ratios, and layer thicknesses.

[0060] S107, grouping the particles so that different layers of the CAD are filled with the particles.

[0061] S108, delete the left and right walls.

[0062] S109, assigning different parallel bonding parameters to different groups of particles, including: parallel bonding modulus, stiffness ratio, parallel bonding stiffness ratio, particle friction coefficient, normal bonding strength, tangential bonding strength, parallel bonding friction angle and other parameters, to simulate the rock properties of different layers.

[0063] S110, turn on the stress, strain, crack recording and energy switch, record the number and development trend of cracks, friction energy, strain energy, kinetic energy change trend, record stress and strain change trend (all are software built-in functions).

[0064] The stress calculation method of this step: Use the fish language embedded in PFC to record the sum of the vertical forces at the contact points on the upper and lower pressure plates and divide it by the width of the sample to obtain the axial stress. Obtain the width of the sample: Traverse the information of each sphere including position, radius and other information, and obtain the minimum value in the x direction by subtracting the radius of the sphere with the smallest x-direction position coordinate, and obtain the maximum value in the x direction by adding the radius of the sphere with the largest x-direction position coordinate, such as loop foreach bp ball.list;

[0065] local ball_xmin=ball.pos.x(bp)-ball.radius(bp)

[0066] xmin=math.min(xmin,ball_xmin)

[0067] local ball_xmax=ball.pos.x(bp)+ball.radius(bp)

[0068] xmax=math.max(xmax,ball_xmax)

[0069] end_loop

[0070] def axial_stress_wall

[0071] local force1=-wall.force.contact(wp_top,vertical_direction)

[0072] local force2=wall.force.contact(wp_bottom,vertical_direction)

[0073] axial_stress_wall=0.5*(force1+force2) / cross_sectional_area

[0074] Then the width of the specimen is obtained by subtracting the minimum value from the maximum value in the x direction, such as local diameter_=xmax-xmin. Axial stress is obtained by using the wall.force.contact built-in function to obtain the sum of all contact forces acting on the upper and lower pressure plates, and dividing it by 2 to obtain the average axial stress.

[0075] Strain calculation method: Use the wall.disp function to obtain the real-time displacement of the upper and lower pressure plates, use wall.find to obtain the information of the upper and lower pressure plates, and subtract the position of the lower pressure plate from the position of the upper pressure plate to obtain the initial height of the sample. The real-time displacement is divided by the initial height of the sample to obtain the strain, such as global wp_top = wall.find(1); assumewall 1 is the top wall

[0076] global wp_bottom=wall.find(2);assume wall 2 is the bottom wall globalvertical_direction=global.dim

[0077] global sample_height=wall.pos(wp_top,vertical_direction)- wall.pos(wp_bottom,vertical_direction)

[0078] def axial_strain_wall ;

[0080] ;Compute axial strain(positive tension)using walls ;

[0082] ;Assumes global variable sample_width has been set ;

[0084] axial_strain_wall= 2.0*wall.disp(wp_top,vertical_direction) / sample_height

[0085] end.

[0086] S111, the upper and lower walls move downward and upward at a certain speed respectively, and the stress shows a trend of first increasing and then decreasing. When the decreasing stress value is less than 70% of the peak stress, the wall stops moving, the test ends, and the elastic modulus and Poisson's ratio of the uniaxial compression test are measured.

[0087] S112, the structural analysis of the damaged sample is carried out. The specific implementation method is as follows: first, the circle is divided into 72 parts, and the number of structures between the balls is traversed to obtain the structural distribution of the damaged rock mass.

[0088] In the present invention, the definition of interbedded rock mass is as follows:

[0089] Interbedded rock mass is a rock mass composed of two or more rock masses with different properties.

[0090] In step S109, a grid is defined in OpenFoamt to determine the number and ratio of grid coordinate divisions. The pressure is set, the inlet pressure is set to zero gradient, the outlet pressure is set to a fixed value, the fluid velocity is set, the inlet velocity in the y direction is 1, the other directions are 0, and the outlet velocity is set to zero gradient. The fluid viscosity is also set.

[0091] The grid data nodes and boundary conditions fluid pressure and velocity are read through the discrete element software. The running time interval is set so that the data runs in the discrete element for a certain time, and then the data is exchanged to the OpenFoam software. After running in OpenFoam for a certain time, the data is exchanged to the discrete element, and so on, and the exchange is carried out continuously to couple the interlayered rock mass with the fluid.

[0092] like Figure 2 The rock layer has an inclination angle of 15°, a layer thickness of 16.6 mm, and a layer thickness ratio of 1:1 (1, 3, and 5 are set as strongly weathered mudstone, and 2, 4, and 6 are set as strongly weathered sandstone).

[0093] Dip angle of rock formation: the angle between the rock formation and the horizontal plane.

[0094] Layer thickness: The thickness of each layer. Set the sample height h to 10 cm, the number of layers n to 6 and the layer thickness to 16.6 mm, for a total of 4 layers with a layer thickness of 25 mm.

[0095] Layer thickness ratio: The ratio m of the thickness of the strongly weathered mudstone layer a to the thickness of the strongly weathered sandstone layer b. If the layer thickness ratio is 0.5, then The ratio of , then the thickness of the strongly weathered mudstone layer a can be expressed as: The thickness b of the strongly weathered sandstone layer is expressed as:

[0096] The method provided by the present invention has been experimentally verified. The specific results are shown in Tables 1-3.

[0097] The fixed layer thickness is 16.6 mm and the rock layer inclination is 0°. The influence of layer thickness ratio on the mechanical properties of interlayered rock mass is shown in the following table (0 in the figure represents pure sandstone and ∞ represents pure mudstone). The results are shown in Table 1

[0098]

[0099] For interlayer rock mass with a layer thickness ratio of 0.8 and a layer thickness of 16.6 mm, the results of the indifference of the rock layer on the mechanical properties of the interlayer rock mass are shown in Table 2:

[0100]

[0101] The results of the influence of different layer thicknesses on the mechanical properties of interlayered rock mass are as follows:

[0102] Table 3:

[0103]

[0104] In the description of the present invention, unless otherwise specified, "multiple" means two or more; the directions or positional relationships indicated by the terms "upper", "lower", "left", "right", "inner", "outer", "front end", "rear end", "head", "tail", etc. are based on the directions or positional relationships shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the devices or elements referred to must have a specific direction, be constructed and operated in a specific direction, and therefore cannot be understood as limiting the present invention. In addition, the terms "first", "second", "third", etc. are only used for descriptive purposes and cannot be understood as indicating or implying relative importance.

[0105] It should be noted that the embodiments of the present invention can be implemented by hardware, software, or a combination of software and hardware. The hardware part can be implemented using dedicated logic; the software part can be stored in a memory and executed by an appropriate instruction execution system, such as a microprocessor or dedicated design hardware. It can be understood by a person of ordinary skill in the art that the above-mentioned devices and methods can be implemented using computer executable instructions and / or contained in a processor control code, such as a carrier medium such as a disk, CD or DVD-ROM, a programmable memory such as a read-only memory (firmware), or a data carrier such as an optical or electronic signal carrier. Such code is provided on the carrier medium. The device and its modules of the present invention can be implemented by hardware circuits such as very large-scale integrated circuits or gate arrays, semiconductors such as logic chips, transistors, etc., or programmable hardware devices such as field programmable gate arrays, programmable logic devices, etc., can also be implemented by software executed by various types of processors, and can also be implemented by a combination of the above-mentioned hardware circuits and software, such as firmware.

[0106] The above description is only a specific implementation mode of the present invention, but the protection scope of the present invention is not limited thereto. Any modification, equivalent substitution and improvement made by any technician familiar with the technical field within the technical scope disclosed by the present invention and within the spirit and principle of the present invention should be covered within the protection scope of the present invention.

Claims

1. A simulation method for simulating a numerical model of an interbedded rock mass, characterized in that: The simulation method for simulating the interlayered rock mass numerical model comprises: Use the distribute command to generate a sphere and set the density; Iterative calculations allow the particles to reach equilibrium; Generate numerical models of interlayered rock masses with different rock layer dips, layer thickness ratios, and layer thicknesses; After generating the interlayer rock mass numerical model with different rock layer inclination angles, layer thickness ratios, and layer thicknesses, it is necessary to: The particles are grouped so that different layers of the interlayered rock mass numerical model are filled with particles; Delete the walls on the left and right sides; Different parallel bonding parameters are assigned to different groups of particles, including: parallel bonding modulus, stiffness ratio, parallel bonding stiffness ratio, particle friction coefficient, normal bonding strength, tangential bonding strength, parallel bonding friction angle and other parameters, to simulate the rock mass properties of different layers; At the same time, define the grid in OpenFoamt, determine the number and proportion of grid coordinate divisions; set the pressure, set the inlet pressure to zero gradient, set the outlet pressure to a fixed value, set the fluid velocity, set the inlet velocity in the y direction to 1 and the other directions to 0, and set the outlet velocity to zero gradient; and set the fluid viscosity at the same time; The grid data nodes and boundary conditions fluid pressure and velocity are read through the discrete element software; and the running time interval is set so that after the data runs in the discrete element for a certain period of time, the data is exchanged to the OpenFoam software, and after running in OpenFoam for a certain period of time, the data is exchanged to the discrete element, and so on, and the exchange is carried out continuously to couple the interlayered rock mass with the fluid; After assigning different parallel bonding parameters to different groups of particles, it is also necessary to: Turn on the stress, strain, crack recording and energy switches, record the number and development trend of cracks, friction energy, strain energy, kinetic energy change trend, and stress and strain change trend; The upper and lower walls move downward and upward at a certain speed respectively, and the stress shows a trend of first increasing and then decreasing. When the decreasing stress value is less than 70% of the peak stress, the wall stops moving, the test ends, and the elastic modulus and Poisson's ratio of the uniaxial compression test are measured.

2. The simulation method for simulating the interlayered rock mass numerical model according to claim 1, characterized in that: The simulation method specifically comprises: The balldistribute command is used to generate spheres, and the porosity, radius, sphere generation range, and sphere attribute density and damping are set at the same time. The balldistribute command distributes overlapping spheres to an area according to the porosity ratio, and the particles stop moving when the iterative calculation of particle motion reaches the set porosity ratio.

3. The simulation method for simulating the interlayered rock mass numerical model according to claim 1, characterized in that: Assuming that the ratio of the thickness of the strongly weathered mudstone layer a to the thickness of the strongly weathered sandstone layer b is m, the layer thickness ratio is The ratio of the strongly weathered mudstone layer thickness a is expressed as The thickness b of the strongly weathered sandstone layer is expressed as: Where h is the height of strongly weathered mudstone and n is the number of layers.

4. The simulation method for simulating the interlayered rock mass numerical model according to claim 1, characterized in that: Before using the distribute command to generate a sphere and set the density, you need to: Set the spatial range of the entire model generation; Set the mechanical parameters of the entity within the space, including bond modulus, stiffness ratio, and damping; The creation of walls.

5. A simulation system for simulating a numerical model of interlayered rock mass, characterized in that: The simulation system for simulating the interlayer rock mass numerical model comprises: The interlayer rock mass numerical model parameter generation module is used to set the spatial range of the entire model generation, and is also used to set the mechanical parameters of the entities within the spatial range, including bond modulus, stiffness ratio, damping; it is also used for wall generation; The interlayer rock mass numerical model generation module uses the distribute command to generate spheres and set the density; iterative calculations are performed to achieve particle equilibrium; interlayer rock mass numerical models with different rock layer inclinations, layer thickness ratios, and layer thicknesses are generated; The rock mass property simulation module of different layers is used to group particles so that different layers of the interlayer rock mass numerical model are filled with particles; the left and right walls are deleted; different groups of particles are given different parallel bonding parameters including: parallel bonding modulus, stiffness ratio, parallel bonding stiffness ratio, particle friction coefficient, normal bonding strength, tangential bonding strength, parallel bonding friction angle and other parameters to simulate the rock mass properties of different layers; The measurement module is used to record the number and development trend of cracks, friction energy, strain energy, kinetic energy change trend, stress and strain change trend; it is also used for the upper and lower walls to move downward and upward at a certain speed respectively, and the stress tends to rise first and then fall. When the falling stress value is less than 70% of the peak stress, the wall stops moving and measures the elastic modulus and Poisson's ratio of the uniaxial compression test.

6. A computer device, characterized in that: The computer device comprises a memory and a processor, the memory stores a computer program, and when the computer program is executed by the processor, the processor executes the method according to any one of claims 1 to 4.

7. A computer-readable storage medium storing a computer program, wherein when the computer program is executed by a processor, the processor executes the method according to any one of claims 1 to 4.

8. An information data processing terminal, characterized in that: The information data processing terminal is used to implement the method described in any one of claims 1 to 4.

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