A method and device for analyzing the stability of a slope in different zones and anisotropy

Abstract

This invention relates to the field of slope monitoring technology and discloses a method and apparatus for analyzing the anisotropic stability of slope zones. The method includes acquiring geological structure information of the slope; constructing a finite element model based on the geological structure information; performing zoned anisotropic analysis on the slope's soil and rock mass based on the finite element model; constructing a full-process variation analysis model of the zoned anisotropic properties under dynamic load application; and coupling the full-process variation analysis model with a seepage field for analysis to obtain the slope stability analysis results. This invention, by constructing a finite element analysis model of the slope and analyzing the full-process variation of the zoned anisotropic strength parameters of the soil and rock mass under graded load application, coupled with a seepage field for slope stability analysis, can more accurately simulate the mechanical behavior of the slope under different working conditions and promptly capture the differential responses of the soil and rock mass in different regions within the slope under stress.

Description

Technical Field

[0001] This invention relates to the field of slope monitoring technology, specifically to a method and apparatus for analyzing the anisotropic stability of slope zones. Background Technology

[0002] Traditional slope stability analysis often relies on the assumption that soil and rock strength parameters (such as cohesion and friction angle) are constant, neglecting the actual characteristics of these parameters changing with stress state. Especially under complex geological conditions and dynamic loading processes, the static assumption can lead to significant deviations in the analysis results, failing to accurately reflect the true stability of the slope.

[0003] Existing slope zoning analyses are mostly based on macroscopic geological conditions or empirical judgments, lacking refined zoning methods based on mechanical properties. Different regions of soil and rock masses respond differently to stress, and uniform strength parameters are insufficient to accurately describe this difference. Summary of the Invention

[0004] To address the shortcomings of existing technologies, this invention proposes a method and apparatus for analyzing the anisotropic stability of slope zones, thereby solving the aforementioned technical problems.

[0005] A method for analyzing the anisotropic stability of slopes by region includes:

[0006] Obtain geological structure information of the slope;

[0007] A finite element model was constructed based on the geological structure information.

[0008] Anisotropy analysis of slope rock and soil was performed based on the finite element model.

[0009] Construct a partitioned anisotropy full-process change analysis model under dynamic load application;

[0010] The whole-process change analysis model is coupled with the seepage field for analysis to obtain the slope stability analysis results.

[0011] Furthermore, the step of dividing the slope into zones based on the finite element model includes:

[0012] The finite element model of the slope is meshed to obtain k mesh elements;

[0013] Stress tensors are calculated for each of the k mesh elements to obtain the maximum principal stress direction angle in the k mesh elements;

[0014] The k principal stress direction angles are divided into concentrated partitions to obtain n mesh elements.

[0015] Furthermore, the step of performing self-weight graded loading treatment on the slopes divided into n centralized zones, and analyzing the dynamic changes of soil and rock strength parameters in each zone under graded loading, includes:

[0016] The slope self-weight is divided into m levels and loaded step by step. The loading amount of each level is dynamically adjusted according to the convergence calculated by the model in the previous step.

[0017] After each loading level, the maximum principal stress direction angle of all grid elements in each partition is recalculated, and the strength parameters of the soil and rock mass in each partition are determined and dynamically adjusted until the loading level of the partition anisotropy change analysis model under all pre-constructed dynamic loads is completed, and the partition anisotropy calculation results of the slope soil and rock mass are obtained.

[0018] Furthermore, the construction of the partitioned anisotropy full-process change analysis model under dynamic load application includes:

[0019] Obtain the global expression for the intensity parameters, the time evolution equation, the initial conditions, and the boundary conditions;

[0020] By integrating the global expression of the strength parameters, the time evolution equation, the initial conditions, the boundary conditions, and the analysis model, a full-process change analysis model for the slope is obtained.

[0021] Furthermore, the coupling analysis of the entire process change model with the seepage field to obtain the slope stability analysis results includes:

[0022] The entire process variation analysis model is modified based on the heterogeneous permeability coefficient field to obtain the seepage model;

[0023] The nonlinear relationship between effective stress and pore water pressure is introduced into the seepage model to construct a seepage-stress coupling model.

[0024] The stability analysis of the slope was performed using the strength reduction method based on the seepage-stress coupling model, and the stability analysis results of the slope were obtained.

[0025] Furthermore, the step of performing stability analysis of the slope using the seepage-stress coupling model based on the strength reduction method includes:

[0026] An initial reduction factor is set, which is used to reduce the shear strength parameters of the soil and rock mass;

[0027] The shear strength parameters of the soil and rock mass are reduced according to the reduction factor to obtain the reduced strength parameters;

[0028] The reduced strength parameters were re-analyzed using finite element analysis to obtain the slope's displacement, stress, and strain.

[0029] Determine whether the slope has reached the critical failure state;

[0030] If the slope has not reached the critical failure state, the reduction factor is increased, and the shear strength parameters of the soil and rock mass are repeatedly reduced according to the reduction factor to obtain the reduced strength parameters; the finite element analysis is performed again on the reduced strength parameters to obtain the displacement, stress and strain of the slope.

[0031] If a slope reaches a critical failure state under a certain reduction factor, the value of the reduction factor is reduced until a reduction factor that makes the slope just reach the critical failure state is found. This reduction factor is the safety factor of the slope.

[0032] Secondly, a slope zonal anisotropic stability analysis device is provided, characterized in that it includes:

[0033] The acquisition module is used to acquire geological structure information of the slope;

[0034] The first construction module is used to construct a finite element model based on the geological structure information;

[0035] The first analysis and processing module is used to perform zonal anisotropy analysis of slope soil and rock mass based on the finite element model.

[0036] The second building module is used to build a partitioned anisotropic full-process change analysis model under dynamic load application;

[0037] The second analysis and processing module is used to couple the whole process change analysis model with the seepage field to obtain the slope stability analysis results.

[0038] Furthermore, a slope zonal anisotropic stability analysis device includes a processor and a memory storing program instructions, characterized in that the processor is used to execute a slope zonal anisotropic stability analysis method as described in any of the preceding claims when running the program instructions.

[0039] Thirdly, an electronic device is provided, characterized in that it includes the slope zoning anisotropic stability analysis device described above.

[0040] The invention employing the above technical solution has the following advantages:

[0041] This invention constructs a finite element analysis model of the slope and analyzes the full-process changes in the anisotropy of the strength parameters of the soil and rock mass through graded load application. It also couples the seepage field to conduct slope stability analysis, which can more accurately simulate the mechanical behavior of the slope under different working conditions. It can capture the differential response of the soil and rock mass in different regions of the slope under stress in a timely manner, realize more refined zonal analysis, help identify potential slip surfaces and weak areas of the slope, predict the stability development trend of the slope at different construction or operation stages, provide a scientific basis for slope design, construction and reinforcement, and provide technical guidance for long-term monitoring and maintenance of slopes. Attached Figure Description

[0042] To more clearly illustrate the specific embodiments of the present invention, the accompanying drawings used in the specific embodiments will be briefly described below. In all the drawings, the elements or parts are not necessarily drawn to scale.

[0043] Figure 1 This is a flowchart of a slope zoning anisotropic stability analysis method according to the present invention;

[0044] Figure 2 This is a schematic diagram of the finite element model in the slope partition anisotropic stability analysis method of the present invention;

[0045] Figure 3 This is a schematic diagram of mesh generation in a slope partitioning anisotropic stability analysis method of the present invention;

[0046] Figure 4 This is a concentrated zoning diagram of grid cells in a trisection form in a slope zoning anisotropic stability analysis method of the present invention;

[0047] Figure 5 This is a flowchart of a slope zoning anisotropic stability analysis device according to the present invention. Detailed Implementation

[0048] The embodiments of the technical solution of the present invention will now be described in detail with reference to the accompanying drawings. These embodiments are merely illustrative of the technical solution of the present invention and are therefore intended to limit the scope of protection of the present invention.

[0049] like Figures 1-5 As shown, the present invention provides a method for analyzing the anisotropic stability of slope zones, comprising:

[0050] Step S01: Obtain the geological structure information of the slope;

[0051] Step S02: Construct a finite element model based on geological structure information;

[0052] Step S03: Perform zonal anisotropy analysis on the slope rock and soil mass based on the finite element model;

[0053] Step S04: Construct a partitioned anisotropy full-process change analysis model under dynamic load application;

[0054] Step S05: Couple the whole process change analysis model with the seepage field for analysis.

[0055] Specifically, by constructing a finite element analysis model of the slope and applying graded loads, the anisotropic variation of the strength parameters of the soil and rock mass is analyzed throughout the entire process. Coupled with the seepage field, slope stability analysis is conducted, which can more accurately simulate the mechanical behavior of the slope under different working conditions. It can also capture the differential response of the soil and rock mass in different regions of the slope under stress in a timely manner, enabling more refined zonal analysis, which helps to identify potential slip surfaces and weak areas of the slope. Furthermore, it can predict the stability development trend of the slope at different construction or operation stages, provide a scientific basis for slope design, construction and reinforcement, and provide technical guidance for long-term monitoring and maintenance of the slope.

[0056] In some embodiments, the slope is partitioned based on a finite element model, including:

[0057] The finite element model of the slope is meshed to obtain k mesh elements;

[0058] The stress tensor is calculated for each of the k mesh elements to obtain the maximum principal stress direction angle in the k mesh elements;

[0059] The k principal stress direction angles are divided into concentrated partitions to obtain n mesh elements.

[0060] In some embodiments, a slope divided into n concentrated zones is subjected to graded self-weight loading, and the dynamic changes of soil and rock strength parameters in each zone under graded loading are analyzed, including:

[0061] The slope's self-weight is divided into m levels and loaded step by step. The loading amount of each level is dynamically adjusted based on the convergence of the model calculated in the previous step.

[0062] After each loading level, the maximum principal stress direction angle of all grid elements in each partition is recalculated, and the strength parameters of the soil and rock mass in each partition are determined and dynamically adjusted until the loading level of the partition anisotropy change analysis model under all pre-constructed dynamic loads is completed, and the partition anisotropy calculation results of the slope soil and rock mass are obtained.

[0063] Specifically, (1) constructing a finite element model of the slope

[0064] Utilizing high-precision geological exploration data, GIS, and UAV image recognition technologies, detailed geological structure information of the slope is obtained. Then, a finite element model of the slope is constructed using Abaqus, such as... Figure 2 As shown, the model is meshed, as follows. Figure 3 As shown, the grid refinement index I is used. r The mesh size is automatically adjusted according to the local stress gradient, as shown in Equation 1.

[0065]

[0066] in, For the stress gradient, σ avg Where is the average stress, L is the characteristic length, and h is the current mesh size.

[0067] Mesh quality is evaluated using the mesh distortion degree D to ensure computational accuracy, as shown in Equation 2.

[0068]

[0069] Where S is the grid area and C is the grid perimeter.

[0070] (2) Zonal anisotropy analysis of soil and rock mass

[0071] 1) Calculation of the direction angle of the maximum principal stress: The above... Figure 3 All mesh elements formed by the division are numbered, denoted as i (i = 1, 2, 3...n). Based on the Mohr-Coulomb criterion, the maximum principal stress direction angle α of all mesh elements is calculated using the stress tensor. i As shown in Equation 3, in the finite element model, a shear stress component τ is introduced. xy The modified formula is given to take into account the anisotropy of the material, as shown in Equation 4.

[0072]

[0073] Where, σ x σ y τ represents the normal stress in the x and y directions. xy σ' is the shear stress in the xy plane; σ1 and σ2 are the maximum and minimum principal stresses, respectively; β is the anisotropy coefficient, and τ′ is the shear stress in the xy plane. xy This refers to the corrected shear stress in the xy plane.

[0074] 2) Partitioning: The angle range of α is [0°, 90°]. According to Table 1, the maximum principal stress direction angles of the mesh elements are used to divide the mesh into concentrated partitions. That is, mesh elements belonging to the same angle range under the same division form in Table 1 are grouped together to form a region. Taking a trisection as an example... Figure 4As shown in the figure, white represents the concentrated partitions formed by the grid cells corresponding to all α angles in the range of [0°, 30°], light gray represents the concentrated partitions formed by the grid cells corresponding to the α angles in the range of (30°-60°) and dark gray represents the concentrated partitions formed by the grid cells corresponding to the α angles in the range of (60°, 90°). For the boundaries of the partitions, linear interpolation is used to determine the α angles on the partition boundaries, as shown in Equation 5.

[0075]

[0076] Where x is the x-coordinate of a point on the boundary, x1 and x2 are the x-coordinates of the boundaries of adjacent partitions, α1 and α2 are the average values ​​of the α angle of the corresponding partitions, and α b α is the angle of the boundary partition.

[0077] Table 1 Partitioning Rules

[0078]

[0079] 3) Graded loading and dynamic adjustment of strength parameters: ① Graded loading strategy: The slope self-weight is divided into m grades for loading, and the loading amount of each grade is... Where W is the total weight of the slope. The loading amount for the next step is determined based on the convergence of the model calculation in the previous step, as shown in Equation 6:

[0080]

[0081] Among them, C i Let R be the residual of step i. tol ΔW is the tolerance, γ is the adjustment coefficient, and ΔW is the tolerance. i+1 This is for the next loading step.

[0082] ② Intensity parameter update: After each loading stage, the α angle of each mesh element is recalculated according to Equation 3. For example, Figure 4 For each partition formed as shown, calculate the average value of the α angle of all mesh elements within it, which is the maximum principal stress direction angle corresponding to each partition, as shown in Equation 7:

[0083]

[0084] Where: N z α is the number of grid cells within partition z; z The maximum principal stress direction angle for partition z.

[0085] By applying loads in stages and combining numerical simulations, the dynamic soil strength parameters within each zone, cohesion c and friction angle, are obtained and dynamically adjusted according to the zone. The changing data were used to construct the cohesion c and friction angle using nonlinear relationships. The relationship between the changes is shown in Equation 8:

[0086]

[0087] Where, k c , α is an empirical coefficient, and α0 is a reference angle used to adjust the shape and position of the curve.

[0088] In some embodiments, a partitioned anisotropy full-process change analysis model under dynamic load application is constructed, including:

[0089] Obtain the global expression for the intensity parameters, the time evolution equation, the initial conditions, and the boundary conditions;

[0090] By integrating the global expression of the strength parameters, the time evolution equation, the initial conditions, the boundary conditions, and the analysis model, a full-process change analysis model for the slope is obtained.

[0091] Specifically, (3) Construction of a full-process change analysis model

[0092] Taking into account the effects of time evolution characteristics, spatial zoning, and anisotropy, a model for analyzing the changes in strength parameters such as cohesion and friction angle of slope soil and rock from the beginning to the end of load application is constructed to analyze the changes in zonal anisotropy throughout the entire process.

[0093] 1) Strength parameter zoning definition: Define the strength parameters (cohesion c and friction angle) for each region. () is a function of time and space, and the region indices are marked as shown in Equations 9 and 10:

[0094] c i (t, x) = the spatiotemporal function of cohesion in region i (Equation 9)

[0095]

[0096] Where i = 1, 2, ..., N represents the number of the partition formed above, t is time, and x = (x, y, z) are spatial coordinates.

[0097] 2) Construction of a global expression for the intensity parameter based on the partition identifier function

[0098] ① Introduce the partition identifier function R i (x), used to represent the strength parameter cohesion c of each region. i and friction angle Combined into a global intensity parameter field, namely c and And define R when x belongs to region i. i (x) = 1, otherwise R i (x) = 0, which means that the point is determined to belong to region i based on the spatial coordinate x.

[0099] ② Constructing the global expression for the intensity parameter using the partition identifier function R i (x) The intensity parameters of each partition are integrated to form the expression shown in Equation 11:

[0100]

[0101] 3) Construction of the time evolution equation for intensity parameters: For the intensity parameters of each partition, the time evolution law is represented by partial differential equations, as shown in Equation 12:

[0102]

[0103] Among them, F c and These describe the strength parameters cohesion c and friction angle. A function of time evolution; and The spatial gradient is represented by σ(x, t), which is the stress field determined by external loads and other factors. i For other parameters.

[0104] 4) Initial conditions and boundary conditions: ① Initial conditions: The intensity parameters of each region at t=0 are given as shown in Equation 13:

[0105]

[0106] ② Boundary conditions, including fixed boundaries and free boundaries, etc.

[0107] 5) Full-process change analysis model: Taking into account the effects of temporal evolution characteristics, spatial partitioning, and anisotropy, and integrating the global expression of intensity parameters, temporal evolution equations, initial conditions, and boundary conditions, a full-process change analysis model is formed as shown in Equation 14:

[0108]

[0109] The above model constraints also include boundary conditions; where equations ① and ② represent partitioning and anisotropic treatment, and equations ③ and ④ and the boundary conditions are constraint conditions.

[0110] In some embodiments, the whole-process change analysis model is coupled with the seepage field for analysis to obtain the slope stability analysis results, including:

[0111] The seepage model is obtained by modifying the whole-process variation analysis model based on the heterogeneous permeability coefficient field.

[0112] The nonlinear relationship between effective stress and pore water pressure is introduced into the seepage model to construct a seepage-stress coupling model.

[0113] The strength reduction method was used to conduct stability analysis of the slope using the seepage-stress coupling model, and the stability analysis results of the slope were obtained.

[0114] In some embodiments, the step of performing stability analysis on a slope using a seepage-stress coupling model based on the strength reduction method includes:

[0115] Set an initial reduction factor, which is used to reduce the shear strength parameters of the soil and rock mass;

[0116] The shear strength parameters of the soil and rock mass are reduced according to the reduction factor to obtain the reduced strength parameters;

[0117] The reduced strength parameters were re-analyzed using finite element analysis to obtain the slope's displacement, stress, and strain.

[0118] Determine whether the slope has reached the critical failure state;

[0119] If the slope has not reached the critical failure state, the reduction factor is increased, and the shear strength parameters of the soil and rock mass are repeatedly reduced according to the reduction factor to obtain the reduced strength parameters; the finite element analysis is performed again on the reduced strength parameters to obtain the displacement, stress and strain of the slope.

[0120] If a slope reaches a critical failure state under a certain reduction factor, the value of the reduction factor is reduced until a reduction factor that makes the slope just reach the critical failure state is found. This reduction factor is the safety factor of the slope.

[0121] Specifically, (4) Slope stability analysis of coupled seepage

[0122] 1) Construction of seepage model: A heterogeneous permeability coefficient field is introduced to consider the influence of geological structure on seepage, as shown in Equation 15:

[0123]

[0124] Where k(x, y) represents the seepage field with respect to spatial coordinates x and y, indicating the permeability coefficient at coordinates (x, y) in two-dimensional space; k0 is the background permeability coefficient, i.e., the average or basic permeability coefficient without the influence of geological structures; γ n x is the permeability correction factor for the nth geological structure, representing the enhancing or weakening effect of this geological structure on the permeability; n y n Let σ be the center coordinate of the nth geological structure. n The parameter representing the influence range of the nth geological structure is usually related to the size or shape of the geological structure and determines the range of its influence on the permeability coefficient.

[0125] 2) Seepage-stress coupling: A nonlinear relationship between effective stress and pore water pressure is introduced into the finite element model to analyze the influence of pore water pressure on effective stress and the fluid-structure interaction effect.

[0126]

[0127] Where, α B β is the effective stress coefficient, which reflects the degree to which changes in pore water pressure affect the effective stress (i.e., the stress borne by the solid skeleton); B The Biot coefficient (used to describe the interaction between fluid pressure and solid skeleton deformation in porous media) is related to the interaction between fluid flow and solid deformation in fluid-structure interaction; σ ij ' is the effective stress tensor; σ ij δ is the total stress tensor, which includes the stress borne by both the solid framework and the pore fluid; p is the pore water pressure, i.e., the pressure exerted by the fluid in the pores on the solid framework; ij The symbol is Kronecker, 1 when i = j, and 0 otherwise, used to separate the normal stress component from the total stress; x i This represents the direction (e.g., the x-direction) in which the pore water pressure p affects the effective stress in space. j In the fluid-structure interaction term, with x i Used together, it indicates that due to pore water pressure at x i Changes in direction and in x j The additional stress component generated in the direction is used to describe the additional stress generated by the pore water pressure gradient on the soil skeleton, x i and x j The coordinate axes of the spatial coordinate system indicate the direction of change of pore water pressure p in space relative to the effective stress σ. ij The impact of '.

[0128] 3) Stability Analysis: The strength reduction method was used to analyze the slope stability based on the above seepage-stress coupling model.

[0129] ① Set the initial reduction factor F0;

[0130] ② The shear strength parameters of the soil and rock mass (cohesion c and friction angle) The reduction is applied according to the reduction factor, i.e.

[0131] ③ Use the reduced strength parameters to perform finite element analysis again to calculate the slope's displacement, stress, and strain;

[0132] ④ By plotting the curve of slope displacement versus time field, analyze whether the slope has reached the critical failure state (e.g., by judging through sudden increase in displacement, penetration of plastic zone, etc.).

[0133] ⑤ If the slope is not damaged, increase the reduction factor F0 and repeat steps ② to ④; if the slope is damaged, decrease the reduction factor and repeat until the reduction factor that causes the slope to reach the critical failure state is found. This reduction factor is the safety factor F of the slope. S .

[0134] In other embodiments, a slope zonal anisotropic stability analysis device is provided, comprising:

[0135] The acquisition module is used to acquire geological structure information of the slope;

[0136] The first construction module is used to construct a finite element model based on geological structure information;

[0137] The first analysis and processing module is used to perform zonal anisotropy analysis of slope soil and rock mass based on the finite element model.

[0138] The second building module is used to build a partitioned anisotropic full-process change analysis model under dynamic load application;

[0139] The second analysis and processing module is used to couple the whole process change analysis model with the seepage field to obtain the slope stability analysis results.

[0140] In some embodiments, a slope zonal anisotropic stability analysis apparatus includes a processor and a memory storing program instructions. The processor is used to execute a slope zonal anisotropic stability analysis method as described above when running the program instructions.

[0141] In other embodiments, an electronic device (e.g., a mobile phone) is provided, including the slope zoning anisotropic stability analysis device described above.

[0142] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features therein. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention, and they should all be covered within the scope of the claims and specification of the present invention.

Claims

1. A method for analyzing the anisotropic stability of slopes by region, characterized in that, include: Obtain geological structure information of the slope; A finite element model was constructed based on the geological structure information. Anisotropy analysis of slope rock and soil was performed based on the finite element model. Construct a partitioned anisotropy full-process change analysis model under dynamic load application; The whole-process change analysis model is coupled with the seepage field for analysis to obtain the slope stability analysis results. The finite element model-based zoning of the slope includes: The finite element model of the slope is meshed to obtain k mesh elements; Stress tensors are calculated for each of the k mesh elements to obtain the maximum principal stress direction angle in the k mesh elements; The k maximum principal stress direction angles are divided into concentrated partitions to obtain n mesh elements. The process of applying self-weight graded loading to the slopes divided into n concentrated zones, and analyzing the dynamic changes in the soil and rock strength parameters of each zone under graded loading, includes: The slope self-weight is divided into m levels and loaded step by step. The loading amount of each level is dynamically adjusted according to the convergence calculated by the model in the previous step. After each loading level, the maximum principal stress direction angle of all grid elements in each partition is recalculated, and the strength parameters of the soil and rock mass in each partition are determined and dynamically adjusted until the loading level of the partition anisotropy change analysis model under all pre-constructed dynamic loads is completed, and the partition anisotropy calculation results of the slope soil and rock mass are obtained. The process of coupling the whole-process change analysis model with the seepage field to obtain slope stability analysis results includes: The entire process variation analysis model is modified based on the heterogeneous permeability coefficient field to obtain the seepage model; The nonlinear relationship between effective stress and pore water pressure is introduced into the seepage model to construct a seepage-stress coupling model. The stability analysis of the slope was performed using the strength reduction method based on the seepage-stress coupling model, and the stability analysis results of the slope were obtained.

2. The method for analyzing the anisotropic stability of slope zones according to claim 1, characterized in that, The construction of the partitioned anisotropy full-process change analysis model under dynamic load application includes: Obtain the global expression for the intensity parameters, the time evolution equation, the initial conditions, and the boundary conditions; By integrating the global expression of the strength parameters, the time evolution equation, the initial conditions, the boundary conditions, and the analysis model, a full-process change analysis model for the slope is obtained.

3. The method for analyzing the anisotropic stability of slope zones according to claim 1, characterized in that, The steps for performing slope stability analysis using the seepage-stress coupling model based on the strength reduction method include: An initial reduction factor is set, which is used to reduce the shear strength parameters of the soil and rock mass; The shear strength parameters of the soil and rock mass are reduced according to the reduction factor to obtain the reduced strength parameters; The reduced strength parameters were re-analyzed using finite element analysis to obtain the slope's displacement, stress, and strain. Determine whether the slope has reached the critical failure state; If the slope has not reached the critical failure state, the reduction factor is increased, and the shear strength parameters of the soil and rock mass are repeatedly reduced according to the reduction factor to obtain the reduced strength parameters; the finite element analysis is performed again on the reduced strength parameters to obtain the displacement, stress and strain of the slope. If a slope reaches a critical failure state under a certain reduction factor, the value of the reduction factor is reduced until a reduction factor that makes the slope just reach the critical failure state is found. This reduction factor is the safety factor of the slope.

4. A slope zonal anisotropic stability analysis device, characterized in that, A method for analyzing slope zonal anisotropic stability according to any one of claims 1 to 3 includes: The acquisition module is used to acquire geological structure information of the slope; The first construction module is used to construct a finite element model based on the geological structure information; The first analysis and processing module is used to perform zonal anisotropy analysis of slope soil and rock mass based on the finite element model. The second building module is used to build a partitioned anisotropic full-process change analysis model under dynamic load application; The second analysis and processing module is used to couple the whole process change analysis model with the seepage field to obtain the slope stability analysis results.

5. A slope zonal anisotropic stability analysis device, comprising a processor and a memory storing program instructions, characterized in that, The processor is used to execute, when running the program instructions, a slope partition anisotropic stability analysis method as described in any one of claims 1 to 4.

6. An electronic device, characterized in that, Includes the slope zoning anisotropic stability analysis device as described in claim 4 or 5.

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