Shear test and simulation analysis method for jointed rock mass containing weak intercalated layer

Abstract

The invention discloses a shear test and simulation analysis method for a jointed rock mass containing a weak intercalated layer, relates to the technical field of underground engineering tests, and realizes accurate and efficient characterization of shear deformation and failure mechanisms of the jointed rock mass containing the weak intercalated layer. The method comprises the following steps: calibrating mesoscopic parameters of a fault mud geometric model according to a standard fault mud test shear stress displacement curve of a standard fault mud material in a direct shear test, determining mesoscopic parameters of a split rock geometric model according to a rock test shear stress displacement curve obtained by carrying out a variable-angle shear test on a complete rock, and calculating a split rock geometric model according to the mesoscopic parameters of the split rock geometric model. On the basis of the microscopic parameters calibrated by the two, according to a test shear stress displacement curve of the mud-clamping sample obtained by carrying out a variable-angle shear test on the jointed rock mass sample containing the weak intercalated layer, the microscopic parameters of the structural surface model in the geometric model of the mud-clamping sample are calibrated, and a mud-clamping sample model is obtained; and representing the shear deformation and failure mechanism of the jointed rock mass containing the weak intercalated layer according to the mud sample model.

Description

Technical Field

[0001] This invention relates to the field of underground engineering testing technology, and in particular to a shear test and simulation analysis method for rock masses containing weak interlayer joints. Background Technology

[0002] With the deep development of mineral resources, the geostress on the surrounding rock of tunnels increases significantly, and the complexity of the surrounding rock structure and the distribution of weak interlayers are significantly enhanced, leading to a significant increase in the risk of tunnel deformation and instability. In typical deep mines, the surrounding rock often exhibits obvious shear slip failure characteristics. Especially in areas with developed fault zones or tectonic fracture zones, the rock mass is characterized by well-developed fissures, loose structure, and variable lithology, often accompanied by weak interlayers such as mud and rock. These factors significantly weaken the overall mechanical properties of the surrounding rock. Under the unloading of excavation and the action of groundwater, the coupling effect of weak interlayers and fault water leads to the weakening of joint surfaces, a reduction in rock mass strength, and consequently induces shear slip of the surrounding rock.

[0003] To systematically reveal the shear deformation and failure mechanism of rock masses with weak interlayer joints, and to provide early warning and judgment of the risk of shear slippage in actual engineering, shear testing and simulation analysis methods are adopted. However, at present, there is a lack of standardized sample preparation procedures. Shear simulation is not only inefficient in modeling, but also remains at the two-dimensional level, without considering the three-dimensional roughness effect of joints, resulting in low analytical accuracy and efficiency. It is difficult to accurately and efficiently characterize the shear deformation and failure mechanism of rock masses with weak interlayer joints. Summary of the Invention

[0004] In view of this, the present invention provides a shear test and simulation analysis method for rock masses containing weak interlayer joints, which enables accurate and efficient characterization of the shear deformation and failure mechanism of rock masses containing weak interlayer joints.

[0005] According to one aspect of the present invention, a shear test and simulation analysis method for rock masses containing weak interlayered joints is provided, the method comprising: Prepare standard fault gouge material, and prepare rock mass samples containing weak interlayer joints based on the standard fault gouge material and a pair of splitting structural surfaces obtained by splitting intact rock. Obtain the standard fault gouge material in the direct shear test shear stress-displacement curve of the standard fault gouge material, conduct a variable angle shear test on the intact rock to obtain the rock test shear stress-displacement curve, and conduct a variable angle shear test on the rock mass sample containing weak interlayer joints to obtain the gouge sample test shear stress-displacement curve. A pair of structural surface models, a fault gouge geometry model, and a pair of split rock geometry models are obtained by modeling a pair of the split structural surfaces. An initial mud inclusion sample geometry model is obtained by modeling a pair of the fault gouge geometry models, a pair of the split rock geometry models, and a pair of structural surface models. Based on the initial mud inclusion sample geometry model, particles are generated, the particle radius is updated, and a mud inclusion sample geometry model is generated. The mesoscopic parameters of the fault gouge geometric model are calibrated based on the shear stress-displacement curve of the standard fault gouge test. The mesoscopic parameters of a pair of split rock geometric models are determined based on the shear stress-displacement curve of the rock test. The mesoscopic parameters of a pair of structural surface models are calibrated based on the shear stress-displacement curve of the gouge sample test, thus obtaining a gouge sample model. The shear deformation and failure mechanism of rock mass containing weak interlayer joints are characterized based on the gouge sample model.

[0006] Preferably, the preparation of the standard fault gouge material includes: The samples from the fractured zone of the site were classified according to different particle size ranges, and granular materials with different candidate particle size ratios were prepared. Each group of granular materials with different candidate particle size ratios was mixed with water with different candidate moisture contents to prepare different groups of candidate fault gouge materials. A direct shear test was conducted on each group of candidate fault gouge materials to obtain the fault gouge test shear stress-displacement curve for each group of candidate fault gouge materials. Obtain the physical properties of each group of candidate fault gouge materials; Based on the shear stress-displacement curve of the fault gouge test and the physical properties, the standard fault gouge material in all groups of candidate fault gouge materials is determined, wherein the shear stress-displacement curve of the fault gouge test corresponding to the standard fault gouge material is the standard fault gouge test shear stress-displacement curve.

[0007] Preferably, the preparation of a jointed rock mass sample containing weak interlayers based on the standard fault gouge material and a pair of cleaved structural planes obtained from splitting intact rock includes: Obtain a pair of split structural surfaces obtained from splitting a whole rock, and determine the thickness of the clay layer based on the average undulation height of the pair of split structural surfaces; The standard fault gouge material is pre-cured to obtain pre-cured fault gouge material; According to the thickness of the mud layer, the pre-cured fault mud material is coated on a pair of the splitting structural surfaces. The thickness is calculated in reverse to determine whether the coating is complete. If so, a pair of coated splitting structural surfaces are obtained. The pair of coated splitting structural surfaces are then bonded together to obtain a bonded sample. The bonded sample is then pre-compacted and moisturized to obtain the rock mass sample containing weak interlayer joints.

[0008] Preferably, the step of updating the particle radius to generate the geometric model of the mud-inclusion sample includes: A central shear band is determined, and a pair of boundary shear bands are determined based on the central shear band. A shear band region is determined based on the pair of boundary shear bands, wherein the shear band region includes the pair of boundary shear bands. The particles within the shear band region are identified as target particles; Calculate the vertical distance from the center of each target particle within the shear band region to the central shear band. Divide the vertical distance corresponding to each target particle by the half thickness of the shear band to obtain the normalized distance parameter corresponding to each target particle. Here, the half thickness of the shear band is the vertical distance between a boundary shear band and the central shear band. Both of the boundary shear bands are parallel to the central shear band. The pair of boundary shear bands are in two opposite directions perpendicular to the central shear band, and the vertical distances between the pair of boundary shear bands and the central shear band are equal. Obtain the preset maximum radius, preset minimum radius, and preset gradient exponent of the target particles within the shear band region, and calculate the updated radius of each target particle based on the normalized distance parameter, the preset maximum radius, the preset minimum radius, and the preset gradient exponent. The updated radius is used to replace the preset radius of the corresponding target particle to generate a geometric model of the mud-inclusion sample.

[0009] Preferably, determining the central shear band includes: The pair of contour surfaces of the mud-intercalated layer are designated as the first contour surface and the second contour surface; Calculate the average of the abscissas of multiple points on the first contour surface and the average of the ordinates to obtain the first average point coordinates of the first contour surface. Calculate the average of the abscissas of multiple points on the second contour surface and the average of the ordinates to obtain the second average point coordinates of the second contour surface. The average of the first average point coordinates and the second average point coordinates is calculated to obtain the target point coordinates. The plane determined by the target point coordinates and the target inclination angle is taken as the central shear zone, wherein the target inclination angle is the angle between the shear direction and the positive direction of the horizontal axis.

[0010] Preferably, the formula for calculating the updated radius of each target particle based on the normalized distance parameter, the preset maximum radius of the target particle, the preset minimum radius of the target particle, and the preset gradient exponent is as follows:

[0011] In the formula, The coordinates of the sphere's center are The updated radius of the target particle. The target particle has a preset minimum radius. The target particle has a preset maximum radius. It is the preset gradient exponent. It is the normalized distance parameter.

[0012] Preferably, calibrating the mesoscopic parameters of the fault gouge geometric model based on the standard fault gouge test shear stress-displacement curve includes: The microscopic parameters of the fault gouge geometric model are assigned values, and the fault gouge geometric model after assignment is subjected to shear simulation to obtain the standard fault gouge simulated shear stress-displacement curve. Determine whether the error between the simulated shear stress-displacement curve of the standard fault gouge and the experimental shear stress-displacement curve of the standard fault gouge meets the first preset rule. If not, adjust the values ​​of the micro-parameters of the fault gouge geometric model until the error between the simulated shear stress-displacement curve of the standard fault gouge and the experimental shear stress-displacement curve of the standard fault gouge meets the first preset rule. Obtain the first target value of the micro-parameters of the fault gouge geometric model, assign the first target value to the micro-parameters of the fault gouge geometric model, and use the first target value as the micro-parameters for the calibration of the fault gouge geometric model. The determination of a pair of mesoscopic parameters of the split rock geometry model based on the shear stress-displacement curve of the rock test includes: The two split rock geometric models are merged to form a complete rock geometric model. The mesoscopic parameters of the complete rock geometric model are calibrated according to the shear stress-displacement curve of the rock test. The mesoscopic parameters of the complete rock geometric model are used as the mesoscopic parameters of the two split rock geometric models. The calibration of the mesoscopic parameters of the complete rock geometric model based on the shear stress-displacement curve of the rock test includes: The mesoscopic parameters of the complete rock geometry model are assigned values, and the shear simulation is performed on the assigned complete rock geometry model to obtain the simulated shear stress-displacement curve of the rock. Determine whether the error between the simulated rock shear stress-displacement curve and the tested rock shear stress-displacement curve meets the second preset rule. If not, adjust the values ​​of the mesoscopic parameters of the complete rock geometry model until the error between the simulated rock shear stress-displacement curve and the tested rock shear stress-displacement curve meets the second preset rule. Obtain the second target value of the mesoscopic parameters of the complete rock geometry model, assign the second target value to the mesoscopic parameters of the complete rock geometry model, and use the second target value as the mesoscopic parameters for the complete rock geometry model to complete calibration. The step of calibrating a pair of mesoscopic parameters of the structural surface model based on the shear stress-displacement curve of the mud-inclusion specimen test to obtain a mud-inclusion specimen model includes: The microscopic parameters of the fault gouge geometric model in the geometric model of the mud inclusion sample are assigned the first target value, the microscopic parameters of a pair of split rock geometric models in the geometric model of the mud inclusion sample are assigned the second target value, the microscopic parameters of a pair of structural surface models in the geometric model of the mud inclusion sample are assigned, and shear simulation is performed on the geometric model of the mud inclusion sample after the assignment to obtain the simulated shear stress-displacement curve of the mud inclusion sample. Determine whether the error between the simulated shear stress-displacement curve of the mud-filled specimen and the experimental shear stress-displacement curve of the mud-filled specimen meets the third preset rule. If not, adjust the values ​​of the micro-parameters of a pair of structural surface models in the geometric model of the mud-filled specimen until the error between the simulated shear stress-displacement curve of the mud-filled specimen and the experimental shear stress-displacement curve of the mud-filled specimen meets the third preset rule. Obtain the third target value of the micro-parameters of a pair of structural surface models. Assign the micro-parameters of a pair of structural surface models the third target value to obtain a mud-filled specimen model.

[0013] According to another aspect of the present invention, a shear test and simulation analysis apparatus for rock masses containing weak interlayered joints is provided, the apparatus comprising: The preparation module is used to prepare standard fault gouge material, and to prepare rock mass samples containing weak interlayer joints based on the standard fault gouge material and a pair of split structural surfaces obtained by splitting intact rock. The test module is used to obtain the standard fault gouge test shear stress-displacement curve of the standard fault gouge material in the direct shear test, to conduct a variable angle shear test on the intact rock to obtain the rock test shear stress-displacement curve, and to conduct a variable angle shear test on the rock mass sample containing weak interlayer joints to obtain the mud-filled sample test shear stress-displacement curve. The modeling module is used to obtain a pair of structural surface models, a fault gouge geometry model and a pair of split rock geometry models based on a pair of split structural surfaces, and to obtain an initial mud inclusion sample geometry model based on a fault gouge geometry model, a pair of split rock geometry models and a pair of structural surface models. Based on the initial mud inclusion sample geometry model, particles are generated, the particle radius is updated, and a mud inclusion sample geometry model is generated. The assignment module is used to calibrate the mesoscopic parameters of the fault gouge geometric model according to the shear stress-displacement curve of the standard fault gouge test, determine a pair of mesoscopic parameters of the split rock geometric model according to the shear stress-displacement curve of the rock test, and calibrate a pair of mesoscopic parameters of the structural surface model according to the shear stress-displacement curve of the mud-filled sample test, thereby obtaining a mud-filled sample model, so as to characterize the shear deformation and failure mechanism of rock mass containing weak interlayer joints according to the mud-filled sample model.

[0014] According to another aspect of the present invention, a storage medium is provided having a computer program stored thereon, which, when executed by a processor, implements the above-described shear test and simulation analysis method for rock masses containing weak interlayer joints.

[0015] According to another aspect of the present invention, a computer device is provided, including a storage medium, a processor, and a computer program stored on the storage medium and running on the processor, wherein the processor executes the program to implement the above-described shear test and simulation analysis method for rock masses containing weak interlayer joints.

[0016] By means of the above technical solution, this invention provides a shear test and simulation analysis method for rock masses containing weak interlayer joints. Firstly, a standard preparation process for repeatable standard fault gouge materials is established to facilitate subsequent direct shear tests. A standard preparation process for repeatable rock mass samples containing weak interlayer joints is also established to facilitate subsequent variable angle shear tests. Secondly, a pair of splitting structural planes possess natural structural features. Based on the pair of splitting structural planes, a pair of structural plane surface models are obtained using the three-dimensional discrete element method. These surface models reflect the three-dimensional roughness of the joints, ensuring consistency between the simulation and the actual failure process. Based on the pair of structural plane surface models, a fault gouge geometric model and a pair of split rock geometric models are obtained using the three-dimensional discrete element method. An initial gouge sample geometric model is then obtained based on the fault gouge geometric model, the pair of split rock geometric models, and the pair of structural plane surface models. Finally, by refining the particle gradient in the shear zone region, the geometric model of the gouge sample is modeled, reducing computational complexity while maintaining accuracy. This method improves the modeling efficiency of the geometric model of the mud-filled sample. Finally, the micro-parameters of the fault mud geometric model are calibrated using the shear stress-displacement curves of the standard fault mud test obtained from the experiment, and the micro-parameters of the complete rock geometric model are calibrated using the shear stress-displacement curves of the rock test obtained from the experiment. Since the micro-parameters of the complete rock geometric model are the same as those of a pair of split rock geometric models, the micro-parameters of a pair of split rock geometric models are obtained. Based on the micro-parameters of the fault mud geometric model and the pair of split rock geometric models that have been calibrated, the micro-parameters of a pair of structural surface models are calibrated using the shear stress-displacement curves of the mud-filled sample test obtained from the experiment, thus obtaining the mud-filled sample model. Based on the mud-filled sample model, the shear deformation and failure mechanism of rock masses containing weak interlayer joints is characterized. This realizes a comprehensive analysis method that integrates experiment and simulation to reveal the shear deformation and failure mechanism of rock masses containing weak interlayer joints, and solves the technical problems of non-standard sample preparation, insufficient simulation dimensions, and low modeling efficiency in the existing methods.

[0017] The above description is merely an overview of the technical solution of the present invention. In order to better understand the technical means of the present invention and to implement it in accordance with the contents of the specification, and in order to make the above and other objects, features and advantages of the present invention more apparent and understandable, specific embodiments of the present invention are described below. Attached Figure Description

[0018] The accompanying drawings, which are included to provide a further understanding of the invention and form part of this invention, illustrate exemplary embodiments of the invention and are used to explain the invention, but do not constitute an undue limitation of this application. In the drawings: Figure 1A schematic flowchart of a shear test and simulation analysis method for a jointed rock mass with weak interlayers provided by an embodiment of the present invention is shown. Figure 2 A schematic diagram of an initial mud-filled sample geometric model provided by an embodiment of the present invention is shown; Figure 3 This diagram illustrates the structure of a shear test and simulation analysis device for a rock mass containing weak interlayer joints, as provided in an embodiment of the present invention. Figure 4 A schematic diagram of a central shear band provided by an embodiment of the present invention is shown; Figure 5 The diagram shows a simulated shear stress-displacement curve and a test shear stress-displacement curve of a mud-filled sample provided by an embodiment of the present invention. Detailed Implementation

[0019] The present invention will be described in detail below with reference to the accompanying drawings and embodiments. It should be noted that, unless otherwise specified, the embodiments and features described in the present invention can be combined with each other.

[0020] This embodiment provides a shear test and simulation analysis method for rock masses containing weak interlayered joints, such as... Figure 1 As shown, the method includes: 101. Prepare standard fault gouge material, and prepare rock mass samples containing weak interlayer joints based on the standard fault gouge material and a pair of split structural surfaces obtained by splitting intact rock.

[0021] In this embodiment, the preparation of standard fault gouge material includes: classifying the field tectonic fracture zone samples according to different particle size ranges to prepare granular materials with different candidate particle size ratios; mixing each group of granular materials with different candidate moisture contents with water to prepare different groups of candidate fault gouge materials; conducting direct shear tests on each group of candidate fault gouge materials to obtain the fault gouge test shear stress-displacement curve corresponding to each group of candidate fault gouge materials; obtaining the physical properties corresponding to each group of candidate fault gouge materials; and determining the standard fault gouge material among all groups of candidate fault gouge materials based on the fault gouge test shear stress-displacement curve and the physical properties, wherein the fault gouge test shear stress-displacement curve corresponding to the standard fault gouge material is the standard fault gouge test shear stress-displacement curve.

[0022] In order to reproduce the deformation and failure mechanism of rock mass containing weak interlayer joints under shearing action, it is necessary to prepare standard fault gouge material. Not only should the mechanical properties of this standard fault gouge material match the actual engineering situation, but the physical properties of this standard fault gouge material should also meet the preparation indicators of rock mass containing weak interlayer joints sample. The preparation indicators are uniformity, spreadability, controllable thickness and molding stability.

[0023] Specifically, the samples from the tectonic fracture zone were graded according to different particle size ranges, for example, into fine and coarse particles, and mixed in different proportions. For example, 70% fine particles and 30% coarse particles constituted the first group of candidate particle size ratios; both fine and coarse particles accounted for 50% each, forming the second group of candidate particle size ratios; and 35% fine particles and 65% coarse particles constituted the third group of candidate particle size ratios. For each group of candidate particle size ratios, Different sets of candidate fault gouge materials are obtained by mixing them with water of different candidate moisture contents (e.g., candidate moisture contents of 5%, 10%, and 20%, taking the mixing of the first set of candidate particle size distribution particles with water of 5% as an example, which means drying and weighing the first set of candidate particle size distribution particles, weighing them after adding water, calculating the moisture content by weighing them twice, and stopping the addition of water when the moisture content reaches the candidate moisture content of 5%).

[0024] (1) To obtain the physical properties of each group of candidate fault gouge materials: The physical properties of each group of candidate fault gouge materials were obtained using standard geotechnical testing methods, including measuring the actual moisture content, dry density, and wet density of each group of candidate fault gouge materials.

[0025] (2) To obtain the mechanical properties corresponding to each group of candidate fault gouge materials: For each group of candidate fault gouge materials, a direct shear test was conducted under different normal stresses (normal stresses such as 50, 100, and 200 kPa). Specifically, the candidate fault gouge materials were sealed and cured, placed in a direct shear box, and pre-compressed and subjected to normal stress shearing until they softened significantly.

[0026] A set of candidate fault gouge materials, under one normal stress, yields a fault gouge test shear stress-displacement curve. This curve determines a peak shear strength. Therefore, a set of candidate fault gouge materials, under multiple normal stresses, yields multiple peak shear strengths. Based on the Mohr-Coulomb strength criterion, all peak shear strengths corresponding to the same set of candidate fault gouge materials are fitted into a straight line. This fitted line determines the mechanical properties of the set of candidate fault gouge materials, namely cohesion and internal friction angle.

[0027] Specifically, for the standard fault gouge material among all groups of candidate fault gouge materials determined based on the shear stress-displacement curves of the fault gouge tests and the physical properties: First, a first round of screening was conducted among all candidate fault gouge materials to select multiple candidate fault gouge materials whose physical properties met the criteria of uniformity, spreadability, controllable thickness, and molding stability.

[0028] Next, the measured cohesion and measured internal friction angle of the jointed rock mass containing weak interlayers were obtained on site. A second round of screening was carried out on the multiple groups of candidate fault gouge materials selected in the first round. Multiple groups of candidate fault gouge materials with the relative error between the cohesion and the measured cohesion within a first preset range, and the relative error between the internal friction angle and the measured internal friction angle within a second preset range were selected.

[0029] Finally, a third round of screening was conducted on the multiple candidate fault gouge materials selected in the second round. Cohesion weight and internal friction angle weight were set, and the relative error corresponding to the cohesion weight was calculated by multiplying the cohesion weight by the cohesion weight. The total relative error was obtained by adding the relative error corresponding to the internal friction angle weight multiplied by the internal friction angle weight. The candidate fault gouge material with the smallest total relative error was selected as the standard fault gouge material.

[0030] For example, in the candidate fault gouge material with the smallest total relative error, fine particles account for 35% and coarse particles account for 65%. If the candidate moisture content is 5%, then the standard moisture content is 5%, and the standard particle size distribution is 35% fine particles and 65% coarse particles.

[0031] The standard fault gouge material is obtained by mixing granular materials with a standard particle size ratio and water with a standard moisture content.

[0032] In this embodiment, the preparation of a jointed rock mass sample containing weak interlayers based on the standard fault gouge material and a pair of split structural surfaces obtained from splitting intact rock includes: obtaining a pair of split structural surfaces obtained from splitting intact rock; determining the thickness of the interlayer layer based on the average undulation height of the pair of split structural surfaces; pre-curing the standard fault gouge material to obtain pre-cured fault gouge material; coating the pre-cured fault gouge material onto the pair of split structural surfaces according to the thickness of the interlayer layer; performing a thickness back calculation to determine whether the coating is complete; if so, obtaining a pair of coated split structural surfaces; bonding the pair of coated split structural surfaces to obtain a bonded sample; and pre-compacting and moisturizing the bonded sample to obtain the jointed rock mass sample containing weak interlayers.

[0033] In this method, a pair of structural surfaces with natural roughness are obtained through artificial splitting, i.e., a pair of split structural surfaces. Point cloud data is obtained by scanning the pair of split structural surfaces using a 3D laser scanner. Based on the point cloud data, the average absolute value of the normal distance from each scan point on each split structural surface to the fitting reference surface (median plane) is calculated as the average undulation height of the split structural surface. Compared with the maximum undulation height, the average undulation height can effectively reflect the overall three-dimensional roughness characteristics of the split structural surface. This average undulation height is multiplied by the filling ratio, a preset coefficient (the filling ratio is defined as the thickness of the filling mud layer divided by the average undulation height, which can quantitatively characterize the degree of coverage of the rough peaks and valleys of the split structural surface by the mud layer, thereby achieving standardized quantitative control of the geometric characteristics of rock mass samples containing weak interlayer joints), to obtain the mud layer thickness. The purpose is to ensure that this mud layer thickness can completely fill the unevenness of the pair of split structural surfaces, so that the mud layer is tightly attached to the pair of split structural surfaces and avoids gaps.

[0034] To ensure the uniformity of the mud inclusion layer and the true interfacial mechanical behavior, the standard fault gouge material is pre-cured. Specifically: The moisture content of the standard fault gouge material is homogenized by placing it in a sealed bag and letting it stand for 12-24 hours, then lightly stirring it once before coating to maintain consistent wet conditions. The standard fault gouge material is then briefly degassed and allowed to stand for 0.5-1 hour before coating to release air trapped during mixing, making it easier to form a continuous and dense coating.

[0035] Apply the pre-cured fault mud material evenly to the two split surfaces using a trowel, ensuring the application thickness matches the thickness of the mud layer. To avoid voids and unevenness, apply the material multiple times along several predetermined directions and smooth it horizontally.

[0036] For thickness back-calculation: Calculate the actual average mud-filled thickness, determine the deviation between the actual average mud-filled thickness and the mud-filled layer thickness. If the absolute value of the deviation is within the third preset range, the coating is considered complete. If it is not within the third preset range, local replenishment or leveling and fine-tuning are performed. Multi-point caliper measurements are used to verify whether the thickness is uniform. Specifically, the formula for calculating the actual average mud-filled thickness is:

[0037] In the formula, The total weight of a pair of split structural surfaces after coating. The original weight of a pair of uncoated split surface structures. For the area covered by the mezzanine, The density of standard fault gouge material, This represents the actual average thickness of the mud inclusions.

[0038] For pre-compaction and moisture retention treatment: After bonding, the samples are pre-compacted (e.g., 0.1–0.5 MPa, or statically pressed with heavy stones for 1–2 hours) to eliminate surface looseness and stabilize thickness; the surface is coated with a petroleum jelly film or a moisture-retaining film is placed to reduce moisture evaporation. If the test needs to be delayed, it is placed in a humidity chamber for curing until the specified time. The curing time is 12–24 hours, consistent with the state of standard fault gouge materials, to ensure consistency between simulation and experiment.

[0039] In summary, existing technologies lack a unified preparation process for artificially prepared rock mass samples containing weak interlayer joints, and there are significant differences in aspects such as the proportion of mud inclusions, leading to poor comparability and insufficient repeatability of test results. This embodiment prepares a standard fault gouge material, which is obtained by mixing granular materials with standard particle size ratios and water with standard moisture content. It also establishes a standardized preparation process for rock mass samples containing weak interlayer joints, thereby achieving controllability and repeatability of rock mass samples containing weak interlayer joints, facilitating comparability studies.

[0040] 102. Obtain the standard fault gouge material in the direct shear test shear stress-displacement curve of the standard fault gouge material, conduct a variable angle shear test on the intact rock to obtain the rock test shear stress-displacement curve, and conduct a variable angle shear test on the rock mass sample containing weak interlayer joints to obtain the gouge sample test shear stress-displacement curve.

[0041] In this process, intact rock samples are loaded into a variable-angle shearing device, displacement gauges and force sensors are installed, and variable-angle shearing tests are conducted to monitor and obtain the shear stress-displacement curve of the rock samples. Rock samples containing weak interlayer joints are loaded into a variable-angle shearing device, displacement gauges and force sensors are installed, and variable-angle shearing tests are conducted to monitor and obtain the shear stress-displacement curve of the mud-containing samples.

[0042] 103. Based on the modeling of a pair of splitting structural surfaces, a pair of structural surface models, a fault gouge geometry model, and a pair of split rock geometry models are obtained. Based on the modeling of a fault gouge geometry model, a pair of split rock geometry models, and a pair of structural surface models, an initial mud-inclusion sample geometry model is obtained. Based on the initial mud-inclusion sample geometry model, particles are generated, and the particle radius is updated to generate the mud-inclusion sample geometry model.

[0043] The process of obtaining a pair of structural surface models, a fault gouge geometric model, and a pair of split rock geometric models based on a pair of split structural surfaces refers to: obtaining a pair of structural surface models based on a pair of split structural surfaces, and obtaining a fault gouge geometric model and a pair of split rock geometric models based on a pair of structural surface models.

[0044] For the modeling of a pair of split structural surfaces, specifically, a pair of split structural surfaces are scanned using a 3D laser scanner to obtain point cloud data. The scanning process requires multiple scans in different directions under constant illumination and fixed angle to ensure that the peak and valley shapes are free of shadows. The point cloud data is then imported into point cloud processing software for (1) noise filtering: removing outliers, (2) point density equalization: adjusting the point cloud density to match the discrete element modeling scale, and (3) boundary trimming: generating an envelope box at the point cloud boundary based on the actual geometric dimensions of the split structural surfaces and trimming the scanned outer region to form a structural surface edge that is completely consistent with the split structural surfaces, ensuring geometric integrity and avoiding abnormal particle generation caused by boundary burrs. The pre-processed point cloud is then converted into a continuous mesh surface to generate a pair of structural surface models with real peak and valley characteristics. This pair of structural surface models accurately reflects the geometric information such as the average roughness, undulation height difference, and main direction peak and valley line orientation of a pair of split structural surfaces.

[0045] Specifically, for the fault gouge geometry model and the pair of split rock geometry models obtained by modeling based on a pair of structural surface models: First, in the modeling software, import a pair of structural surface models to construct a hollow three-dimensional shear box with dimensions consistent with those of the rock mass sample containing weak interlayer joints. This box is used to define the overall geometric range of a pair of parent rocks (which are essentially a pair of split rock geometric models) and the mud layer (which is essentially a fault gouge geometric model). The pair of structural surface models are then embedded inside this hollow three-dimensional shear box, thus dividing it into three independent hollow boxes: a pair of rock boxes and an intermediate chamber between them. The rock boxes are then filled with solid geometric material to obtain a pair of parent rocks, which are essentially a pair of split rock geometric models.

[0046] Next, still in the modeling software, directly filling the intermediate chamber with solid geometry would result in uneven thickness of the clay layer. Therefore, based on the clay layer thickness, the model is offset in two opposite directions along the normal direction of a pair of structural surface models to obtain a pair of contour surfaces of the clay layer. Since the structural surface models themselves have realistic terrain undulations, the pair of contour surfaces of the clay layer obtained after offsetting will also undulate, ensuring that the thickness of the clay layer is consistent throughout, conforming to the undulating shape of the parent rock. After the pair of contour surfaces of the clay layer are determined, the edges of the pair of contour surfaces are... By enclosing the area and filling it with solid geometric material, a mud layer with thickness and undulation is formed, which fits a pair of parent rocks. (It should be noted that the pair of contour surfaces of the mud layer are called the upper contour surface and the lower contour surface of the mud layer, and the pair of parent rocks are called the upper parent rock and the lower parent rock. The contact interface between the upper contour surface of the mud layer and the upper parent rock is in contact, and the contact interface between the lower contour surface of the mud layer and the lower parent rock is in contact. The surface model of the pair of structural surfaces is only the contact interface between the upper and lower parent rocks, and has no thickness. Its core function is to define the separation boundary and roughness morphology of the pair of parent rocks.) This gives us the geometric model of the fault gouge.

[0047] To obtain an initial geometric model of a mud-inclusion sample based on a fault gouge geometry model, a pair of split rock geometry models, and a pair of structural surface models, specifically, a global coordinate system is set in the discrete element method software, with the horizontal axis being the x-axis and the vertical axis being the z-axis. A pair of structural surface models, a fault gouge geometry model, and a pair of split rock geometry models are imported. These are then assembled and merged using Boolean operations to output the initial geometric model of the mud-inclusion sample. For example... Figure 2 The blue area represents the initial geometric model of the mud-bearing sample, the red area within the blue area represents the mud-bearing layer, which is a fault mud geometric model, the green area represents the upper clamp, and the orange area represents the lower clamp.

[0048] It should be noted that in discrete element method (DEM) simulations, the radii of generated particles are generally randomly distributed within a certain range. Smaller particle radii result in denser particle packing, leading to increased computational complexity for mesoscopic parameters and consequently, lower computational efficiency. To reduce computational complexity while maintaining accuracy, a shear band region is defined. Particle gradient refinement is performed within this region (which is also the critical deformation zone), while larger particles are used outside the shear band region, thus balancing computational accuracy and efficiency. Specifically, particles with the same preset radius are generated in each particle generation domain. Then, particles within the shear band region are used as target particles, and their updated radii are calculated to replace the corresponding preset radii.

[0049] In Discrete Element Method (DEM) software (i.e., modeling based on the 3D DEM method), a fault gouge geometry model is grouped together, a pair of split rock geometry models are grouped together, and a pair of structural surface models are grouped together. Each group is a particle generation domain. Different center spheres and the same preset radius are set for each particle in each group. Particles are generated, and a shear zone region is defined. Particles within the shear zone region are used as target particles. The center sphere of the target particles remains unchanged. The updated radius of the target particles is calculated and replaced with the preset radius of the corresponding target particles. For particles outside the shear zone region, the center sphere and the preset radius remain unchanged.

[0050] For example, using a fault gouge geometry model as a particle generation domain, each particle's first center and preset radius are set to generate particles. Using a pair of split rock geometry models as a particle generation domain, each particle's second center and preset radius are set to generate particles. Using a pair of structural surface models as a particle generation domain, each particle's third center and preset radius are set to generate particles. Then, a shear zone region is defined, and any particle within the shear zone region is considered a target particle (regardless of which particle generation domain the target particle is in). The updated radius of each target particle is calculated and replaced with the preset radius of the corresponding target particle.

[0051] In this embodiment, updating the particle radius and generating the geometric model of the mud-filled sample includes: determining a central shear band; determining a pair of boundary shear bands based on the central shear band; determining a shear band region based on the pair of boundary shear bands, wherein the shear band region includes the pair of boundary shear bands; identifying particles within the shear band region as target particles; calculating the vertical distance from the center of each target particle within the shear band region to the central shear band; dividing the vertical distance corresponding to each target particle by the half-thickness of the shear band to obtain the normalized distance parameter corresponding to each target particle, wherein the half-thickness of the shear band is equal to the distance between the boundary shear band and the central shear band. The vertical distance between the central shear bands is such that both of the pair of boundary shear bands are parallel to the central shear band, and the vertical distances between the pair of boundary shear bands and the central shear band are equal in two opposite directions perpendicular to the central shear band. The preset maximum radius, preset minimum radius, and preset gradient index of the target particles within the shear band region are obtained. The updated radius of each target particle is calculated based on the normalized distance parameter, the preset maximum radius, the preset minimum radius, and the preset gradient index. The updated radius replaces the preset radius of the corresponding target particle to generate a geometric model of the mud-filled sample.

[0052] The central shear zone is a plane, while the clay interlayer has thickness. The central shear zone preferentially develops along the clay interlayer. Therefore, determining the central shear zone includes: taking a pair of contour surfaces of the clay interlayer as a first contour surface and a second contour surface; calculating the average of the abscissa and ordinate of multiple points (random points) on the first contour surface to obtain the first average point coordinates of the first contour surface; calculating the average of the abscissa and ordinate of multiple points (random points) on the second contour surface to obtain the second average point coordinates of the second contour surface; calculating the average of the first and second average point coordinates to obtain the target point coordinates; and taking the plane determined by the target point coordinates and the target dip angle as the central shear zone, where the target dip angle is the angle between the shear direction and the positive direction of the horizontal axis. For example, the target dip angle is 45°, but it can also be other angles, which are not limited here.

[0053] Calculating the average of the first average point coordinates and the second average point coordinates to obtain the target point coordinates means calculating the average of the x-coordinates of the first average point coordinates and the x-coordinates of the second average point coordinates to obtain the x-coordinate of the target point coordinates, and calculating the average of the y-coordinates of the first average point coordinates and the y-coordinates of the second average point coordinates to obtain the y-coordinate of the target point coordinates.

[0054] like Figure 4 The diagram shown is a schematic of the central shear zone. The mathematical expression for this plane is:

[0055] In the formula, Angle of inclination for the target The coordinates of the center of the target particle in the global coordinate system.

[0056] For a pair of boundary shear zones determined based on the central shear zone, a shear zone region is determined based on the pair of boundary shear zones. Specifically, both of the pair of boundary shear zones are parallel to the central shear zone, are at the same distance from the central shear zone, and do not overlap. The region enclosed by the pair of boundary shear zones is taken as the shear zone region (the shear zone region includes the pair of boundary shear zones).

[0057] Since the coordinates of the center of the target particle are preset, the vertical distance from the center of each target particle to the central shear zone is the same as the vertical distance from the center of each target particle to the central shear zone. The calculation formula is as follows:

[0058] In the formula, The coordinates of the center of the target particle The vertical distance to the central shear band.

[0059] To control the spatial gradient variation of target particles within the shear band region, a normalized distance parameter is introduced. To obtain the normalized distance parameter for each target particle by dividing the vertical distance corresponding to each target particle by half the shear band thickness, the formula is:

[0060] In the formula, For target particles The corresponding normalized distance parameter, The shear band thickness is given by the formula: half the shear band thickness is the shear band thickness divided by 2. Less than or equal to 1 (if A value greater than 1 indicates that particles outside the shear band region will not have their radius adjusted.

[0061] The formula for calculating the updated radius of each target particle based on the normalized distance parameter, the preset maximum radius of the target particle, the preset minimum radius of the target particle, and the preset gradient exponent is as follows:

[0062] In the formula, The coordinates of the sphere's center are The updated radius of the target particle. The target particle has a preset minimum radius. The target particle has a preset maximum radius. It is the preset gradient exponent. It is the normalized distance parameter.

[0063] 104. Based on the shear stress-displacement curve of the standard fault gouge test, calibrate the mesoscopic parameters of the fault gouge geometric model; based on the shear stress-displacement curve of the rock test, determine a pair of mesoscopic parameters of the split rock geometric model; based on the shear stress-displacement curve of the gouge sample test, calibrate a pair of mesoscopic parameters of the structural surface model, and obtain a gouge sample model, so as to characterize the shear deformation and failure mechanism of rock mass containing weak interlayer joints based on the gouge sample model.

[0064] In this embodiment, calibrating the mesoscopic parameters of the fault gouge geometric model based on the standard fault gouge test shear stress-displacement curve includes: assigning values ​​to the mesoscopic parameters of the fault gouge geometric model; performing shear simulation on the assigned fault gouge geometric model to obtain the standard fault gouge simulated shear stress-displacement curve; determining whether the error between the standard fault gouge simulated shear stress-displacement curve and the standard fault gouge test shear stress-displacement curve meets a first preset rule; if not, adjusting the values ​​of the mesoscopic parameters of the fault gouge geometric model until the error between the standard fault gouge simulated shear stress-displacement curve and the standard fault gouge test shear stress-displacement curve meets the first preset rule, obtaining a first target value for the mesoscopic parameters of the fault gouge geometric model; assigning the mesoscopic parameters of the fault gouge geometric model to the first target value; and using the first target value as the mesoscopic parameters for completing the calibration of the fault gouge geometric model. Assigning values ​​to the mesoscopic parameters of the fault gouge geometric model refers to importing the fault gouge geometric model into the discrete element method software, using the fault gouge geometric model as the particle generation domain, setting the first sphere center and preset radius of the particles, generating particles, and then assigning values ​​to the mesoscopic parameters of the particles in the fault gouge geometric model. The mesoscopic parameters of the particles in the fault gouge geometric model include: particle elastic modulus, particle normal to tangential stiffness ratio, particle friction coefficient, parallel bond elastic modulus, parallel bond normal to tangential stiffness ratio, parallel bond tensile strength, and parallel bond shear strength.

[0065] It should be noted that when calibrating the mesoscopic parameters of the fault gouge geometry model separately, the shear zone region is not considered. That is, the fault gouge geometry model is used as the particle generation domain, where the radius of each particle is a preset radius.

[0066] In this system, the horizontal axis of both the simulated shear stress-displacement curve and the experimental shear stress-displacement curve of the standard fault gouge is displacement, and the vertical axis is shear stress. The first preset rule is that within a first preset displacement range, the error in the slope between the simulated shear stress-displacement curve and the experimental shear stress-displacement curve of the standard fault gouge is within a first preset error threshold, and the error in the maximum shear stress between the simulated shear stress-displacement curve and the experimental shear stress-displacement curve of the standard fault gouge is within a second preset error threshold.

[0067] The error in the slope of the simulated shear stress-displacement curve of standard fault gouge and the experimental shear stress-displacement curve of standard fault gouge is the absolute value of the difference between the slope of the simulated shear stress-displacement curve of standard fault gouge and the slope of the experimental shear stress-displacement curve of standard fault gouge.

[0068] The error of the maximum shear stress between the simulated shear stress-displacement curve of standard fault gouge and the experimental shear stress-displacement curve of standard fault gouge is the absolute value of the difference between the maximum shear stress of the simulated shear stress-displacement curve of standard fault gouge and the maximum shear stress of the experimental shear stress-displacement curve of standard fault gouge.

[0069] In this embodiment, determining the mesoscopic parameters of a pair of split rock geometric models based on the rock test shear stress-displacement curve includes: merging the pair of split rock geometric models to form a complete rock geometric model, calibrating the mesoscopic parameters of the complete rock geometric model based on the rock test shear stress-displacement curve, and using the mesoscopic parameters of the complete rock geometric model as the mesoscopic parameters of the pair of split rock geometric models. The step of calibrating the mesoscopic parameters of the complete rock geometric model based on the rock test shear stress-displacement curve includes: assigning values ​​to the mesoscopic parameters of the complete rock geometric model; performing shear simulation on the assigned complete rock geometric model to obtain the simulated rock shear stress-displacement curve; determining whether the error between the simulated rock shear stress-displacement curve and the rock test shear stress-displacement curve meets a second preset rule; if not, adjusting the values ​​of the mesoscopic parameters of the complete rock geometric model until the error between the simulated rock shear stress-displacement curve and the rock test shear stress-displacement curve meets the second preset rule, obtaining a second target value for the mesoscopic parameters of the complete rock geometric model; assigning the mesoscopic parameters of the complete rock geometric model to the second target value; and using the second target value as the mesoscopic parameters for completing the calibration of the complete rock geometric model. Since the rock test shear stress-displacement curve is obtained from a variable-angle shear test on a intact rock, the modeling process also requires shear simulation of the intact rock geometry to obtain the simulated shear stress-displacement curve, thus ensuring that the simulated shear stress-displacement curve is also for the intact rock. Furthermore, the mesoscopic parameters of the intact rock geometry are the same as those of a pair of split rock geometry models; therefore, the mesoscopic parameters of the intact rock geometry are used as the mesoscopic parameters of the pair of split rock geometry models.

[0070] Specifically, assigning values ​​to the mesoscopic parameters of the complete rock geometry model involves importing a pair of split rock geometry models into the discrete element method (DEM) software, merging the pair of split rock geometry models to obtain a complete rock geometry model (merging modeling means deleting the surface models of the pair of structural surfaces in closed contact between the two split rock geometry models and merging the outer contours of the two split rock geometry models), using the complete rock geometry model as the particle generation domain, setting the fourth sphere center and preset radius of the particles, generating particles, and then assigning values ​​to the mesoscopic parameters of the particles in the complete rock geometry model. The mesoscopic parameters of the particles in the complete rock geometry model include: particle elastic modulus, particle normal to tangential stiffness ratio, particle friction coefficient, parallel bond elastic modulus, parallel bond normal to tangential stiffness ratio, parallel bond tensile strength, and parallel bond shear strength.

[0071] It should be noted that when calibrating the mesoscopic parameters of the complete rock geometry model separately, the shear zone region is not considered. That is, the complete rock geometry model is used as the particle generation domain, where the radius of each particle is a preset radius.

[0072] In this system, the horizontal axis of both the simulated rock shear stress-displacement curve and the experimental rock shear stress-displacement curve is displacement, and the vertical axis is shear stress. The second preset rule is that within the second preset displacement range, the error in the slope between the simulated rock shear stress-displacement curve and the experimental rock shear stress-displacement curve is within the third preset error threshold, and the error in the maximum shear stress between the simulated rock shear stress-displacement curve and the experimental rock shear stress-displacement curve is within the fourth preset error threshold.

[0073] The error in the slope between the simulated rock shear stress-displacement curve and the experimental rock shear stress-displacement curve is the absolute value of the difference between the slopes of the simulated rock shear stress-displacement curve and the experimental rock shear stress-displacement curve.

[0074] The error of the maximum shear stress between the simulated rock shear stress-displacement curve and the experimental rock shear stress-displacement curve is the absolute value of the difference between the slope of the simulated rock shear stress-displacement curve and the maximum shear stress of the experimental rock shear stress-displacement curve.

[0075] Based on the calibrated mesoscopic parameters of the fault gouge geometric model and the calibrated mesoscopic parameters of the pair of split rock geometric models, in this embodiment, the step of calibrating the mesoscopic parameters of the pair of structural surface models according to the shear stress-displacement curve of the mud inclusion sample test to obtain a mud inclusion sample model includes: assigning the mesoscopic parameters of the fault gouge geometric model in the mud inclusion sample geometric model to the first target value; assigning the mesoscopic parameters of the pair of split rock geometric models in the mud inclusion sample geometric model to the second target value; assigning the mesoscopic parameters of the pair of structural surface models in the mud inclusion sample geometric model; and performing the assigned values ​​on the mud inclusion sample geometric model. The model performs shear simulation to obtain the simulated shear stress-displacement curve of the mud-filled specimen. It is then determined whether the error between the simulated shear stress-displacement curve and the experimental shear stress-displacement curve of the mud-filled specimen meets the third preset rule. If not, the values ​​of the mesoscopic parameters of a pair of structural surface models in the geometric model of the mud-filled specimen are adjusted until the error between the simulated shear stress-displacement curve and the experimental shear stress-displacement curve of the mud-filled specimen meets the third preset rule. The third target value of the mesoscopic parameters of the pair of structural surface models is obtained, and the mesoscopic parameters of the pair of structural surface models are assigned the third target value to obtain a mud-filled specimen model.

[0076] In the geometric model of the mud inclusion sample, the microscopic parameters of the fault gouge geometric model have been determined as the first target value, and the microscopic parameters of a pair of split rock geometric models have been determined as the second target value. Based on this, only the microscopic parameters of the particles of a pair of structural surface models in the geometric model of the mud inclusion sample need to be calibrated. The microscopic parameters of the particles of a pair of structural surface models include: smooth joint normal stiffness, smooth joint tangential stiffness, smooth joint friction coefficient, smooth joint bond strength, smooth joint tensile strength, smooth joint internal friction angle, etc.

[0077] In this context, the horizontal axis of both the simulated shear stress-displacement curve and the experimental shear stress-displacement curve of the mud-filled sample is displacement, and the vertical axis is shear stress. The third preset rule is that within the third preset displacement range, the error in the slope between the simulated shear stress-displacement curve and the experimental shear stress-displacement curve of the mud-filled sample is within the fifth preset error threshold, and the error in the maximum shear stress between the simulated shear stress-displacement curve and the experimental shear stress-displacement curve of the mud-filled sample is within the sixth preset error threshold.

[0078] like Figure 5As shown, the green line is the simulated shear stress-displacement curve of the mud-filled sample, and the purple line is the experimental shear stress-displacement curve of the mud-filled sample. The third preset displacement range is, for example, greater than or equal to 0.5 mm and less than or equal to 1.2 mm. The maximum shear stress of the simulated shear stress-displacement curve of the mud-filled sample is 5.21 MPa, and the maximum shear stress of the experimental shear stress-displacement curve of the mud-filled sample is 5.11 MPa.

[0079] The error between the slope of the simulated shear stress-displacement curve and the experimental shear stress-displacement curve of the mud-filled specimen is the absolute value of the difference between the slope of the simulated shear stress-displacement curve and the slope of the experimental shear stress-displacement curve of the mud-filled specimen.

[0080] The error between the simulated shear stress-displacement curve and the experimental shear stress-displacement curve of the mud-filled specimen is the absolute value of the difference between the maximum shear stress in the simulated shear stress-displacement curve and the maximum shear stress in the experimental shear stress-displacement curve of the mud-filled specimen.

[0081] To characterize the shear deformation and failure mechanism of rock masses with weak interlayer joints based on the aforementioned clay inclusion sample model, specifically, after obtaining the clay inclusion sample model, it is possible to use the clay inclusion sample model to explore the shear mechanical properties under complex parameter combinations that are impossible or difficult to conduct in experiments, for example: (1) Parameter variation working condition simulation: Based on the micro-parameters of the calibrated fault gouge geometry model, the micro-parameters of a pair of split rock geometry models, and the micro-parameters of a pair of structural surface models, one or more influencing factors are changed. For example, the gouge sample model is based on the gouge layer thickness and standard moisture content calculated in step 101 of the embodiment. The gouge layer thickness is changed, the standard moisture content is changed, and the updated gouge sample simulated shear stress-displacement curve is calculated. The shear deformation and failure mechanism after the working condition is changed can be analyzed based on the updated gouge sample simulated shear stress-displacement curve.

[0082] (2) For some physical tests that are difficult to conduct in large quantities due to time consumption or the fragility of the samples (such as extremely thick mud layers, extremely high water content, repeated shearing, etc.), the regularity can be quickly obtained through simulation.

[0083] (3) Sensitivity analysis: Based on the mud-filled sample model, multiple key parameters were selected, and sensitivity analysis was performed on each key parameter to quantify the contribution of different key parameters to peak strength, softening rate, residual strength, etc. For example, the change in peak strength when the mud-filled layer thickness increases by 0.5 mm was quantitatively evaluated, thereby assessing the contribution of the mud-filled layer thickness to peak strength.

[0084] (4) Summary of mechanical laws: The shear mechanical properties of rock mass samples with weak interlayer joints are extracted from the comprehensive results of experiments and simulations. The failure evolution process of rock mass samples with weak interlayer joints under shear action is systematically analyzed and revealed, providing a scientific basis for stability assessment and support design of deep rock mass engineering.

[0085] In summary, (1) By systematically characterizing the standard fault gouge material through physical and mechanical means, the material properties of the gouge layer have a quantifiable mapping relationship between the sample preparation stage and the numerical simulation parameter setting, so that the standard fault gouge material and the fault gouge geometric model have a unified physical basis at the material property level, significantly improving the reliability and comparability of the results. (2) By controllably constructing the morphology, thickness and density of the weak interlayer, a method for preparing the gouge layer is constructed based on the thickness and morphological characteristics of the gouge layer, so that the gouge layer can form a continuous, stable and geometrically matched weakened zone inside the rock mass sample containing weak interlayer joints, providing a consistent structural basis for repeated tests and comparative analysis under different working conditions. (3) Using three-dimensional scanning technology, the real peak and valley details of the rough structural surface are completely transferred to the numerical model, and the particle generation is constrained by the construction of a three-dimensional shear box, so that the interface meshing, contact mode and geometric control can be highly consistent with the rock mass sample containing weak interlayer joints, fundamentally avoiding the deviation caused by interface simplification in traditional numerical models. (4) The shear stress-displacement curves of each test obtained by multi-source monitoring and the corresponding simulated shear stress-displacement curves obtained by numerical simulation are analyzed to realize multi-scale verification of macroscopic mechanical response, local strain field evolution and microstructure evolution, so that key processes such as shear weakening, meshing failure and residual strength formation can be systematically revealed, and the ability of test and simulation joint analysis can be improved.

[0086] This invention provides a shear test and simulation analysis method for rock masses containing weak interlayer joints. The technical solution of this invention first establishes a standard preparation process for repeatable standard fault gouge materials to facilitate subsequent direct shear tests, and a standard preparation process for repeatable rock mass samples containing weak interlayer joints to facilitate subsequent variable angle shear tests. Second, a pair of splitting structural planes possess natural structural features. Based on the pair of splitting structural planes, a pair of structural plane surface models are obtained using the three-dimensional discrete element method. These surface models reflect the three-dimensional roughness of the joints, ensuring consistency between the simulation and the actual failure process. Based on the pair of structural plane surface models, a fault gouge geometric model and a pair of split rock geometric models are obtained using the three-dimensional discrete element method. An initial geometric model of the gouge sample is then obtained based on these three-dimensional discrete element models. Finally, by refining the particle size distribution in the shear zone region, the geometric model of the gouge sample is modeled, reducing the computational load and improving accuracy while maintaining precision. The modeling efficiency of the geometric model of the mud-filled sample was improved. Finally, the micro-parameters of the fault mud geometric model were calibrated by the shear stress-displacement curve of the standard fault mud test obtained from the experiment, and the micro-parameters of the complete rock geometric model were calibrated by the shear stress-displacement curve of the rock test obtained from the experiment. Since the micro-parameters of the complete rock geometric model are the same as those of a pair of split rock geometric models, the micro-parameters of a pair of split rock geometric models were obtained. Based on the micro-parameters of the fault mud geometric model and the pair of split rock geometric models that have been calibrated, the micro-parameters of a pair of structural surface models were calibrated by the shear stress-displacement curve of the mud-filled sample test obtained from the experiment, thus obtaining the mud-filled sample model. Based on the mud-filled sample model, the shear deformation and failure mechanism of rock mass containing weak interlayer joints was characterized. This integrated analysis method of experimental and simulation coupling was realized to reveal the shear deformation and failure mechanism of rock mass containing weak interlayer joints, and solved the technical problems of non-standard sample preparation, insufficient simulation dimensions and low modeling efficiency in the existing system.

[0087] Furthermore, as Figure 1 The specific implementation of the method shown in this invention provides a shear test and simulation analysis device for rock masses containing weak interlayered joints, such as... Figure 3 As shown, the device includes: a preparation module 31, an experimental module 32, a modeling module 33, and an assignment module 34; Preparation module 31 is used to prepare standard fault gouge material, and to prepare rock mass samples containing weak interlayer joints based on the standard fault gouge material and a pair of split structural surfaces obtained by splitting intact rock. Test module 32 is used to obtain the standard fault gouge test shear stress-displacement curve of the standard fault gouge material in the direct shear test, to conduct a variable angle shear test on the intact rock to obtain the rock test shear stress-displacement curve, and to conduct a variable angle shear test on the rock mass sample containing weak interlayer joints to obtain the mud-filled sample test shear stress-displacement curve. Modeling module 33 is used to obtain a pair of structural surface models, a fault gouge geometry model and a pair of split rock geometry models based on a pair of split structural surfaces, and to obtain an initial mud-filled sample geometry model based on a fault gouge geometry model, a pair of split rock geometry models and a pair of structural surface models. Based on the initial mud-filled sample geometry model, particles are generated, the particle radius is updated, and a mud-filled sample geometry model is generated. The assignment module 34 is used to calibrate the mesoscopic parameters of the fault gouge geometric model according to the shear stress-displacement curve of the standard fault gouge test, determine a pair of mesoscopic parameters of the split rock geometric model according to the shear stress-displacement curve of the rock test, and calibrate a pair of mesoscopic parameters of the structural surface model according to the shear stress-displacement curve of the mud-filled sample test, so as to characterize the shear deformation and failure mechanism of rock mass containing weak interlayer joints according to the mud-filled sample model.

[0088] Accordingly, in order to prepare standard fault gouge materials, the preparation module 31 is specifically used to classify the field tectonic fracture zone samples according to different particle size ranges, prepare granular materials with different candidate particle size ratios, mix each group of granular materials with water of different candidate moisture contents to prepare different groups of candidate fault gouge materials; conduct direct shear tests on each group of candidate fault gouge materials to obtain the fault gouge test shear stress-displacement curve corresponding to each group of candidate fault gouge materials; obtain the physical properties corresponding to each group of candidate fault gouge materials; and determine the standard fault gouge material among all groups of candidate fault gouge materials based on the fault gouge test shear stress-displacement curve and the physical properties, wherein the fault gouge test shear stress-displacement curve corresponding to the standard fault gouge material is the standard fault gouge test shear stress-displacement curve.

[0089] Accordingly, in order to prepare a rock mass sample containing weak interlayer joints based on the standard fault gouge material and a pair of split structural surfaces obtained from splitting intact rock, the preparation module 31 is specifically used to obtain a pair of split structural surfaces obtained from splitting intact rock, determine the thickness of the interlayer gouge layer based on the average undulation height of the pair of split structural surfaces; pre-cur the standard fault gouge material to obtain pre-cured fault gouge material; according to the thickness of the interlayer gouge layer, apply the pre-cured fault gouge material to the pair of split structural surfaces, perform thickness back calculation, determine whether the coating is completed, if so, obtain a pair of coated split structural surfaces, attach the pair of coated split structural surfaces to obtain the attached sample, and pre-compact and moisturize the attached sample to obtain the rock mass sample containing weak interlayer joints.

[0090] Accordingly, in order to update the particle radius and generate a geometric model of the mud-inclusion sample, the modeling module 33 is specifically used to determine the central shear band, determine a pair of boundary shear bands based on the central shear band, and determine the shear band region based on the pair of boundary shear bands, wherein the shear band region includes the pair of boundary shear bands; determine the particles in the shear band region as target particles; calculate the vertical distance from the center of each target particle in the shear band region to the central shear band, and divide the vertical distance corresponding to each target particle by the half thickness of the shear band to obtain the normalized distance parameter corresponding to each target particle, wherein the half thickness of the shear band is one boundary shear band. The perpendicular distance between the shear band and the central shear band is calculated. Both of the boundary shear bands are parallel to the central shear band. The two boundary shear bands are located in two opposite directions perpendicular to the central shear band, and their perpendicular distances to the central shear band are equal. The preset maximum radius, preset minimum radius, and preset gradient index of the target particles within the shear band region are obtained. The updated radius of each target particle is calculated based on the normalized distance parameter, the preset maximum radius, the preset minimum radius, and the preset gradient index. The updated radius replaces the preset radius of the corresponding target particle to generate a geometric model of the mud-filled sample.

[0091] Accordingly, in order to determine the central shear zone, the modeling module 33 is specifically used to take a pair of contour surfaces of the mud layer as a first contour surface and a second contour surface; calculate the average value of the abscissa and the average value of the ordinate of multiple points on the first contour surface to obtain the first average point coordinates of the first contour surface; calculate the average value of the abscissa and the average value of the ordinate of multiple points on the second contour surface to obtain the second average point coordinates of the second contour surface; calculate the average value of the first average point coordinates and the second average point coordinates to obtain the target point coordinates; and take the plane determined by the target point coordinates and the target dip angle as the central shear zone, wherein the target dip angle is the angle between the shear direction and the positive direction of the horizontal axis.

[0092] Accordingly, in order to calculate the updated radius of each target particle based on the normalized distance parameter, the preset maximum radius of the target particle, the preset minimum radius of the target particle, and the preset gradient exponent, the modeling module 33 uses the following formula:

[0093] In the formula, The coordinates of the sphere's center are The updated radius of the target particle. The target particle has a preset minimum radius. The target particle has a preset maximum radius. It is the preset gradient exponent. It is the normalized distance parameter.

[0094] Accordingly, in order to calibrate the mesoscopic parameters of the fault gouge geometric model based on the standard fault gouge test shear stress-displacement curve, the assignment module 34 is specifically used to assign values ​​to the mesoscopic parameters of the fault gouge geometric model, perform shear simulation on the assigned fault gouge geometric model, and obtain the standard fault gouge simulated shear stress-displacement curve; determine whether the error between the standard fault gouge simulated shear stress-displacement curve and the standard fault gouge test shear stress-displacement curve meets the first preset rule; if not, adjust the values ​​of the mesoscopic parameters of the fault gouge geometric model until the error between the standard fault gouge simulated shear stress-displacement curve and the standard fault gouge test shear stress-displacement curve meets the first preset rule, and obtain the fault gouge geometric model. The first target value of the micro-parameters is assigned to the micro-parameters of the fault gouge geometric model, and the first target value is used as the micro-parameters for the calibration of the fault gouge geometric model. Correspondingly, in order to determine the micro-parameters of a pair of split rock geometric models based on the rock test shear stress-displacement curve, the assignment module 34 is specifically used to merge and model a pair of split rock geometric models to obtain a complete rock geometric model, calibrate the micro-parameters of the complete rock geometric model based on the rock test shear stress-displacement curve, and use the micro-parameters of the complete rock geometric model as the micro-parameters of a pair of split rock geometric models. Correspondingly, in order to determine the micro-parameters of a pair of split rock geometric models based on the rock test shear stress-displacement curve... The assignment module 34 is specifically used to assign values ​​to the mesoscopic parameters of the complete rock geometric model, perform shear simulation on the assigned complete rock geometric model to obtain the simulated shear stress-displacement curve; determine whether the error between the simulated shear stress-displacement curve and the experimental shear stress-displacement curve meets the second preset rule; if not, adjust the values ​​of the mesoscopic parameters of the complete rock geometric model until the error between the simulated shear stress-displacement curve and the experimental shear stress-displacement curve meets the second preset rule, obtain the second target value of the mesoscopic parameters of the complete rock geometric model, and assign the mesoscopic parameters of the complete rock geometric model to the first target value. The second target value is used as the micro-parameter of the complete rock geometry model for calibration. Correspondingly, in order to calibrate a pair of micro-parameters of the structural surface model based on the shear stress-displacement curve of the mud-filled sample test and obtain a mud-filled sample model, the assignment module 34 is specifically used to assign the micro-parameters of the fault gouge geometry model in the mud-filled sample geometry model to the first target value, assign the micro-parameters of a pair of split rock geometry models in the mud-filled sample geometry model to the second target value, assign the micro-parameters of a pair of structural surface models in the mud-filled sample geometry model, and perform shear simulation on the assigned mud-filled sample geometry model to obtain the simulated shear stress-displacement curve of the mud-filled sample.The error between the simulated shear stress-displacement curve and the experimental shear stress-displacement curve of the mud-infilled specimen is determined to meet a third preset rule. If not, the values ​​of the mesoscopic parameters of a pair of structural surface models in the geometric model of the mud-infilled specimen are adjusted until the error between the simulated and experimental shear stress-displacement curves meets the third preset rule. A third target value for the mesoscopic parameters of the pair of structural surface models is then obtained. The mesoscopic parameters of the pair of structural surface models are assigned the third target value to obtain a mud-infilled specimen model.

[0095] It should be noted that other corresponding descriptions of the functional units involved in the shear test and simulation analysis device for rock masses with weak interlayer joints provided in this embodiment can be found in the following references. Figure 1 The corresponding description will not be repeated here.

[0096] Based on the above, Figure 1 Accordingly, this embodiment also provides a storage medium, which may be volatile or non-volatile, storing a computer program that, when executed by a processor, implements the above-described method. Figure 1 The shear test and simulation analysis method for rock masses containing weak interlayered joints is shown.

[0097] Based on this understanding, the technical solution of the present invention can be embodied in the form of a software product, which can be stored in a non-volatile storage medium (such as a CD-ROM, USB flash drive, portable hard drive, etc.) and includes several instructions to cause a computer device (such as a personal computer, server, or network device, etc.) to execute the methods of various implementation scenarios of the present invention.

[0098] Based on the above, Figure 1 The method shown and Figure 3 To achieve the above objectives, the present application also provides a computer device, specifically a personal computer, server, network device, etc., as shown in the illustrated embodiment. This computer device includes a storage medium and a processor; the storage medium stores a computer program; the processor executes the computer program to achieve the above-described objectives. Figure 1 The shear test and simulation analysis method for rock masses containing weak interlayered joints is shown.

[0099] Optionally, the computer device may also include a user interface, a network interface, a camera, radio frequency (RF) circuitry, sensors, audio circuitry, a Wi-Fi module, etc. The user interface may include a display screen, input units such as a keyboard, etc., and optional user interfaces may also include USB interfaces, card reader interfaces, etc. The network interface may optionally include standard wired interfaces, wireless interfaces (such as Wi-Fi interfaces), etc.

[0100] Those skilled in the art will understand that the computer device structure provided in this embodiment does not constitute a limitation on the physical device, and may include more or fewer components, or combine certain components, or have different component arrangements.

[0101] The storage medium may also include an operating system and a network communication module. The operating system is a program that manages the hardware and software resources of the aforementioned computer device, supporting the operation of information processing programs and other software and / or programs. The network communication module is used to enable communication between the various components within the non-volatile storage medium, as well as communication with other hardware and software in the information processing entity device.

[0102] Through the above description of the embodiments, those skilled in the art can clearly understand that the present invention can be implemented by means of software plus necessary general-purpose hardware platform, or it can be implemented by hardware.

[0103] This invention provides a shear test and simulation analysis method for rock masses containing weak interlayer joints. The technical solution of this invention first establishes a standard preparation process for repeatable standard fault gouge materials to facilitate subsequent direct shear tests, and a standard preparation process for repeatable rock mass samples containing weak interlayer joints to facilitate subsequent variable angle shear tests. Second, a pair of splitting structural planes possess natural structural features. Based on the pair of splitting structural planes, a pair of structural plane surface models are obtained using the three-dimensional discrete element method. These surface models reflect the three-dimensional roughness of the joints, ensuring consistency between the simulation and the actual failure process. Based on the pair of structural plane surface models, a fault gouge geometric model and a pair of split rock geometric models are obtained using the three-dimensional discrete element method. An initial geometric model of the gouge sample is then obtained based on these three-dimensional discrete element models. Finally, by refining the particle size distribution in the shear zone region, the geometric model of the gouge sample is modeled, reducing the computational load and improving accuracy while maintaining precision. The modeling efficiency of the geometric model of the mud-filled sample was improved. Finally, the micro-parameters of the fault mud geometric model were calibrated by the shear stress-displacement curve of the standard fault mud test obtained from the experiment, and the micro-parameters of the complete rock geometric model were calibrated by the shear stress-displacement curve of the rock test obtained from the experiment. Since the micro-parameters of the complete rock geometric model are the same as those of a pair of split rock geometric models, the micro-parameters of a pair of split rock geometric models were obtained. Based on the micro-parameters of the fault mud geometric model and the pair of split rock geometric models that have been calibrated, the micro-parameters of a pair of structural surface models were calibrated by the shear stress-displacement curve of the mud-filled sample test obtained from the experiment, thus obtaining the mud-filled sample model. Based on the mud-filled sample model, the shear deformation and failure mechanism of rock mass containing weak interlayer joints was characterized. This integrated analysis method of experimental and simulation coupling was realized to reveal the shear deformation and failure mechanism of rock mass containing weak interlayer joints, and solved the technical problems of non-standard sample preparation, insufficient simulation dimensions and low modeling efficiency in the existing system.

[0104] Those skilled in the art will understand that the accompanying drawings are merely schematic diagrams of a preferred embodiment, and the modules or processes shown in the drawings are not necessarily essential for implementing the present invention. Those skilled in the art will understand that the modules in the apparatus of the embodiment can be distributed within the apparatus of the embodiment as described, or they can be located in one or more apparatuses different from this embodiment, with corresponding changes. The modules of the above-described embodiment can be combined into one module, or further divided into multiple sub-modules.

[0105] The serial numbers used above are for descriptive purposes only and do not represent the superiority or inferiority of the implementation scenarios. The above disclosures are merely a few specific implementation scenarios of the present invention; however, the present invention is not limited thereto, and any variations conceived by those skilled in the art should fall within the protection scope of the present invention.

Claims

1. A method for shear test and simulation analysis of a rock mass containing a weak interlayer joint, characterized in that, The method comprises: preparing a standard fault gouge material, and preparing a weak-interlayer-jointed rock mass sample according to the standard fault gouge material and a pair of split structural planes obtained by splitting intact rock; obtaining a standard fault gouge test shearing stress displacement curve of the standard fault gouge material in a direct shear test, performing a variable-angle shearing test on the intact rock to obtain a rock test shearing stress displacement curve, and performing a variable-angle shearing test on the weak-interlayer-jointed rock mass sample to obtain a mud-jointed sample test shearing stress displacement curve; modeling a pair of structural plane surface models, a fault gouge geometric model and a pair of split rock geometric models according to the pair of split structural planes, modeling an initial mud-jointed sample geometric model according to the fault gouge geometric model, the pair of split rock geometric models and the pair of structural plane surface models, generating particles based on the initial mud-jointed sample geometric model, updating particle radii, and generating a mud-jointed sample geometric model; calibrating micro parameters of the fault gouge geometric model according to the standard fault gouge test shearing stress displacement curve, determining micro parameters of the pair of split rock geometric models according to the rock test shearing stress displacement curve, calibrating micro parameters of the pair of structural plane surface models according to the mud-jointed sample test shearing stress displacement curve, and obtaining a mud-jointed sample model to represent shearing deformation and failure mechanism of the weak-interlayer-jointed rock mass according to the mud-jointed sample model.

2. The method of claim 1, wherein, The method comprises: grading field tectonic fracture zone samples according to different particle size intervals, preparing particle materials with different candidate particle size ratios, mixing each group of candidate particle materials with water with different candidate water contents to prepare different groups of candidate fault gouge materials, performing a direct shear test on each group of candidate fault gouge materials to obtain a fault gouge test shearing stress displacement curve corresponding to each group of candidate fault gouge materials, obtaining physical properties corresponding to each group of candidate fault gouge materials, determining a standard fault gouge material in all groups of candidate fault gouge materials according to the fault gouge test shearing stress displacement curve and the physical properties, wherein the fault gouge test shearing stress displacement curve corresponding to the standard fault gouge material is a standard fault gouge test shearing stress displacement curve.

3. The method of claim 1, wherein, The method comprises: obtaining a pair of split structural planes obtained by splitting intact rock, determining a mud interlayer thickness according to average undulation heights of the pair of split structural planes, pre-curing the standard fault gouge material to obtain a pre-cured fault gouge material, coating the pre-cured fault gouge material on the pair of split structural planes according to the mud interlayer thickness, performing thickness reverse calculation, determining whether coating is completed, and if yes, obtaining a pair of split structural planes after coating is completed, and bonding the pair of split structural planes after coating is completed to obtain a bonded sample, and pre-compacting and moisturizing the bonded sample to obtain the weak-interlayer-jointed rock mass sample.

4. The method of claim 1, wherein, The method comprises: determining a center shear band, determining a pair of boundary shear bands based on the center shear band, and determining a shear band region based on the pair of boundary shear bands, wherein the shear band region comprises the pair of boundary shear bands; determining a target particle within the shear band region as a target particle; calculating a vertical distance from a sphere center of each target particle to the center shear band, and dividing the vertical distance of each target particle by a shear band half-thickness to obtain a normalized distance parameter corresponding to each target particle, wherein the shear band half-thickness is a vertical distance between one of the boundary shear bands and the center shear band, the pair of boundary shear bands are parallel to the center shear band, the pair of boundary shear bands are in two opposite directions perpendicular to the center shear band, and the pair of boundary shear bands have the same vertical distance to the center shear band; obtaining a target particle preset maximum radius, a target particle preset minimum radius, and a preset gradient index in the shear band region, and calculating an updated radius of each target particle based on the normalized distance parameter, the target particle preset maximum radius, the target particle preset minimum radius, and the preset gradient index; replacing the preset radius of the corresponding target particle with the updated radius to generate a clay sample geometric model.

5. The method of claim 4, wherein, The determination of the center shear band comprises: taking a pair of profile surfaces of the clay layer as a first profile surface and a second profile surface; calculating an average value of horizontal coordinates and an average value of vertical coordinates of a plurality of points of the first profile surface to obtain a first average point coordinate of the first profile surface; calculating an average value of horizontal coordinates and an average value of vertical coordinates of a plurality of points of the second profile surface to obtain a second average point coordinate of the second profile surface; calculating an average value of the first average point coordinate and the second average point coordinate to obtain a target point coordinate, and taking a plane determined by the target point coordinate and a target inclination angle as the center shear band, wherein the target inclination angle is an angle between a shear direction and a positive direction of a horizontal axis.

6. The method of claim 4, wherein, The formula for calculating the updated radius of each target particle based on the normalized distance parameter, the target particle preset maximum radius, the target particle preset minimum radius, and the preset gradient index is: In the formula, The coordinates of the sphere's center are The updated radius of the target particle. The target particle has a preset minimum radius. The target particle has a preset maximum radius. It is the preset gradient exponent. It is the normalized distance parameter.

7. The method of claim 1, wherein, The calibration of the mesoscopic parameters of the fault clay geometric model based on the standard fault clay test shear stress displacement curve comprises: assigning values to the mesoscopic parameters of the fault clay geometric model, and performing shear simulation on the fault clay geometric model after the assignment to obtain a standard fault clay simulation shear stress displacement curve; determining whether an error between the standard fault gouge simulation shear stress displacement curve and the standard fault gouge test shear stress displacement curve meets a first preset rule, if not, adjusting values of the mesoscopic parameters of the fault gouge geometric model until the error between the standard fault gouge simulation shear stress displacement curve and the standard fault gouge test shear stress displacement curve meets the first preset rule, obtaining a first target value of the mesoscopic parameters of the fault gouge geometric model, assigning the mesoscopic parameters of the fault gouge geometric model to the first target value, and taking the first target value as the mesoscopic parameters of the fault gouge geometric model after completion of calibration; the determining a pair of mesoscopic parameters of the split rock geometric models according to the rock test shear stress displacement curve comprises: merging the pair of split rock geometric models to obtain a complete rock geometric model, and calibrating mesoscopic parameters of the complete rock geometric model according to the rock test shear stress displacement curve, taking the mesoscopic parameters of the complete rock geometric model as the mesoscopic parameters of the pair of split rock geometric models; the calibrating the mesoscopic parameters of the complete rock geometric model according to the rock test shear stress displacement curve comprises: assigning values to the mesoscopic parameters of the complete rock geometric model, and performing shear simulation on the complete rock geometric model after the assignment to obtain a rock simulation shear stress displacement curve; determining whether an error between the rock simulation shear stress displacement curve and the rock test shear stress displacement curve meets a second preset rule, if not, adjusting values of the mesoscopic parameters of the complete rock geometric model until the error between the rock simulation shear stress displacement curve and the rock test shear stress displacement curve meets the second preset rule, obtaining a second target value of the mesoscopic parameters of the complete rock geometric model, assigning the mesoscopic parameters of the complete rock geometric model to the second target value, and taking the second target value as the mesoscopic parameters of the complete rock geometric model after completion of calibration; the calibrating a pair of mesoscopic parameters of the structure surface models according to the gouge sample test shear stress displacement curve to obtain a gouge sample model comprises: assigning the mesoscopic parameters of the fault gouge geometric model in the gouge sample geometric model to the first target value, assigning the mesoscopic parameters of the pair of split rock geometric models in the gouge sample geometric model to the second target value, assigning values to the mesoscopic parameters of the pair of structure surface models in the gouge sample geometric model, and performing shear simulation on the gouge sample geometric model after the assignment to obtain a gouge sample simulation shear stress displacement curve; determining whether the error between the simulated shear stress displacement curve of the mud-inclusion sample and the experimental shear stress displacement curve of the mud-inclusion sample satisfies a third preset rule, and if not, adjusting the value of the mesoscopic parameter of a pair of surface models of the structural plane in the mud-inclusion sample geometric model until the error between the simulated shear stress displacement curve of the mud-inclusion sample and the experimental shear stress displacement curve of the mud-inclusion sample satisfies the third preset rule, obtaining a third target value of the mesoscopic parameter of a pair of surface models of the structural plane, assigning the mesoscopic parameter of a pair of surface models of the structural plane with the third target value, and obtaining a mud-inclusion sample model.

8. A device for shear test and simulation analysis of a rock mass with weak interlayered joints, characterized in that, The device comprises: a preparation module configured to prepare a standard fault gouge material, and prepare a jointed rock mass sample with weak interlayer joints according to the standard fault gouge material and a pair of split structural planes obtained by splitting a complete rock; an experimental module configured to obtain a standard fault gouge experimental shear stress displacement curve of the standard fault gouge material in a direct shear test, perform a variable-angle shear test on the complete rock to obtain a rock experimental shear stress displacement curve, and perform a variable-angle shear test on the jointed rock mass sample with weak interlayer joints to obtain a mud-inclusion sample experimental shear stress displacement curve; a modeling module configured to model a pair of surface models of structural planes, a fault gouge geometric model, and a pair of split rock geometric models according to a pair of split structural planes, model an initial mud-inclusion sample geometric model according to one fault gouge geometric model, a pair of split rock geometric models, and a pair of surface models of structural planes, generate particles based on the initial mud-inclusion sample geometric model, update the particle radius, and generate a mud-inclusion sample geometric model; an assignment module configured to calibrate the mesoscopic parameter of the fault gouge geometric model according to the standard fault gouge experimental shear stress displacement curve, determine the mesoscopic parameter of a pair of split rock geometric models according to the rock experimental shear stress displacement curve, calibrate the mesoscopic parameter of a pair of surface models of structural planes according to the mud-inclusion sample experimental shear stress displacement curve, and obtain a mud-inclusion sample model, so as to represent the shear deformation and failure mechanism of the jointed rock mass with weak interlayer joints according to the mud-inclusion sample model.

9. A storage medium having stored thereon a computer program, characterized in that The program is executed by the processor to implement the shear test and simulation analysis method of the jointed rock mass with weak interlayer joints in any one of claims 1 to 7.

10. A computer device comprising a memory, a processor, and a computer program stored on a storage medium and running on the processor, characterized in that, The processor executes the program to implement the shear test and simulation analysis method of the jointed rock mass with weak interlayer joints in any one of claims 1 to 7.

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