Anisotropic stability analysis method and device for side slope partition

Abstract

The invention relates to the technical field of slope monitoring, and discloses a slope partition anisotropy stability analysis method and device, and the method comprises the steps: obtaining the geological structure information of a slope; building a finite element model according to the geological structure information; carrying out partition anisotropy analysis on the slope rock-soil body based on a finite element model; constructing a partition anisotropy whole-process change analysis model under the dynamic load application; and carrying out coupling analysis processing on the whole-process change analysis model and the seepage field to obtain a slope stability analysis result. According to the method, the finite element analysis model is constructed for the slope, the whole-process change form of rock-soil body strength parameter partition anisotropy is analyzed in a graded load applying mode, the seepage field is coupled for slope stability analysis, and the mechanical behaviors of the slope under different working conditions can be simulated more accurately; and the difference response of rock-soil bodies in different areas in the slope under the stress effect is captured in time.

Description

Technical Field

[0001] The invention relates to the technical field of slope monitoring, and in particular to a slope partition anisotropic stability analysis method and device. Background Art

[0002] Traditional slope stability analysis is often based on the assumption that soil strength parameters (such as cohesion and friction angle) are constant, ignoring the actual characteristics of parameters changing with stress state. Especially in complex geological conditions and dynamic loading processes, static assumptions can lead to large deviations in analysis results and fail to accurately reflect the true stability of the slope.

[0003] Existing slope zoning analysis is mostly based on macroscopic geological conditions or empirical judgment, lacking refined zoning methods based on mechanical properties. The response of rock and soil in different regions under stress is different, and it is difficult to accurately describe this difference with a unified strength parameter. Summary of the invention

[0004] In view of the deficiencies in the prior art, the present invention proposes a slope partition anisotropic stability analysis method and device to solve the above technical problems.

[0005] A slope partition anisotropic stability analysis method, comprising:

[0006] Obtain geological structure information of the slope;

[0007] Constructing a finite element model according to the geological structure information;

[0008] Conducting zoned anisotropy analysis of slope rock and soil based on finite element model;

[0009] Construct an analysis model of the whole process change of partition anisotropy under dynamic load application;

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

[0011] Furthermore, partitioning the slope based on the finite element model includes:

[0012] Performing meshing processing on the finite element model of the slope to obtain k meshing units;

[0013] Performing stress tensor calculations on the k grid division units respectively to obtain the maximum principal stress direction angles in the k grid division units;

[0014] The k maximum principal stress direction angles are processed by concentrated partitioning to obtain concentrated partitions of n grid division units.

[0015] Furthermore, the slope divided into n concentrated subareas is subjected to self-weight graded loading, and the dynamic changes of rock and soil strength parameters of each subarea under graded loading are analyzed, including:

[0016] Divide the self-weight of the slope into m levels and load them step by step, and the loading amount of each level is dynamically adjusted according to the convergence of the model calculation in the previous step;

[0017] After each level of loading, the maximum principal stress direction angles of all grid cells in each partition are recalculated to determine the dynamic adjustment of the rock and soil strength parameters of each partition until all loading levels set by the pre-built partition anisotropy full-process change analysis model under dynamic load application are completed, and the partition anisotropy calculation results of the slope rock and soil are obtained.

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

[0019] Obtain global expressions for strength parameters, time evolution equations, initial conditions, and boundary conditions;

[0020] The global expression of the strength parameter, the time evolution equation, the initial conditions, the boundary conditions and the analysis model are integrated to obtain the full-process change analysis model of the slope.

[0021] Furthermore, the whole process change analysis model is coupled with the seepage field for analysis and processing to obtain the slope stability analysis results, including:

[0022] The whole process variation analysis model is modified according to the heterogeneous permeability coefficient field to obtain a 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 strength reduction method is used to analyze the stability of the slope using the seepage-stress coupling model to obtain the stability analysis result of the slope.

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

[0026] Setting an initial reduction factor, wherein the reduction factor is used to reduce the shear strength parameter of the rock and soil mass;

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

[0028] The finite element analysis was repeated on the reduced strength parameters to obtain the displacement, stress and strain of the slope.

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

[0030] If the slope has not reached the critical failure state, the reduction coefficient is increased, and the shear strength parameters of the rock mass are repeatedly reduced according to the reduction coefficient 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 the slope reaches the critical failure state under a certain reduction factor, the reduction factor value will be reduced until the 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] In a second aspect, a slope partition anisotropic stability analysis device is provided, characterized in that it includes:

[0033] An acquisition module is used to obtain the geological structure information of the slope;

[0034] A first construction module is used to construct a finite element model according to the geological structure information;

[0035] The first analysis and processing module is used to perform a partition anisotropy analysis on the slope rock and soil based on a finite element model;

[0036] The second building module is used to construct a full-process change analysis model of partitioned anisotropy 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 result.

[0038] Furthermore, a slope partition anisotropic stability analysis device includes a processor and a memory storing program instructions, wherein the processor is used to execute a slope partition anisotropic stability analysis method as described in any one of the above when running the program instructions.

[0039] In a third aspect, an electronic device is provided, characterized in that it includes the aforementioned slope partition anisotropic stability analysis device.

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

[0041] The present invention constructs a finite element analysis model for the slope, analyzes the full process change of the anisotropy of the strength parameter partition of the rock and soil mass by applying graded loads, and couples the seepage field to perform slope stability analysis, so as to more accurately simulate the mechanical behavior of the slope under different working conditions; timely capture the differential responses of the rock and soil mass in different areas under stress inside the slope, realize more refined zoning analysis, and help identify the potential slip surface and weak areas of the slope; predict the stability development trend of the slope in different construction stages or operation stages; provide a scientific basis for slope design, construction and reinforcement, and provide technical guidance for the long-term monitoring and maintenance of the slope. BRIEF DESCRIPTION OF THE DRAWINGS

[0042] In order to more clearly illustrate the specific implementation of the present invention, the following will briefly introduce the drawings required for use in the specific implementation. In all the drawings, each element or part is not necessarily drawn according to the actual scale.

[0043] Figure 1 A flow chart of a slope partition anisotropic stability analysis method according to the present invention;

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

[0045] Figure 3 A schematic diagram of grid division in a slope partition anisotropic stability analysis method of the present invention;

[0046] Figure 4 A concentrated partition diagram of grid units in a three-equal division form in a slope partition anisotropic stability analysis method of the present invention;

[0047] Figure 5 The present invention is a flow chart of a device for analyzing the anisotropic stability of slope partitions. DETAILED DESCRIPTION

[0048] The following embodiments of the technical solution of the present invention are described in detail in conjunction with the accompanying drawings. The following embodiments are only used to more clearly illustrate the technical solution of the present invention, and are therefore only used as examples, and cannot be used to limit the protection scope of the present invention.

[0049] like Figure 1 to Figure 5 As shown, a slope partition anisotropic stability analysis method of the present invention comprises:

[0050] Step S01, obtaining geological structure information of the slope;

[0051] Step S02: constructing a finite element model according to geological structure information;

[0052] Step S03, performing a partitioned anisotropy analysis on the slope rock and soil based on a finite element model;

[0053] Step S04, constructing a full-process change analysis model of partition anisotropy 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 for the slope, analyzing the full process change of the anisotropy of the rock and soil strength parameter partitions by applying graded loads, and coupling the seepage field to perform slope stability analysis, the mechanical behavior of the slope under different working conditions can be simulated more accurately; the differential responses of the rock and soil in different areas of the slope under stress can be captured in a timely manner to achieve a more refined zoning analysis, which is helpful to identify the potential slip surface and weak areas of the slope; predict the stability development trend of the slope in different construction stages or operation stages; provide a scientific basis for slope design, construction and reinforcement, and provide technical guidance for the long-term monitoring and maintenance of the slope.

[0056] In some embodiments, partitioning the slope based on the finite element model includes:

[0057] Perform meshing processing on the finite element model of the slope to obtain k meshing units;

[0058] Calculate the stress tensor of k mesh division units respectively to obtain the maximum principal stress direction angle in the k mesh division units;

[0059] The k maximum principal stress direction angles are processed by concentrated partitioning to obtain concentrated partitions of n grid division units.

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

[0061] The self-weight of the slope is divided into m levels and loaded step by step. The loading amount of each level is dynamically adjusted according to the convergence of the model calculation in the previous step.

[0062] After each level of loading, the maximum principal stress direction angles of all grid cells in each partition are recalculated to determine the dynamic adjustment of the rock and soil strength parameters of each partition until all loading levels set by the pre-built partition anisotropy full-process change analysis model under dynamic load application are completed, and the partition anisotropy calculation results of the slope rock and soil are obtained.

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

[0064] Using high-precision geological exploration data, GIS, drone image recognition and other technologies, we can obtain detailed geological structure information of the slope, and then use Abaqus to build a finite element model of the slope, such as Figure 2 As shown, the model is meshed as follows: Figure 3 As shown, the mesh refinement index I is used r , the mesh size is automatically adjusted according to the local stress gradient, as shown in Eq. 1.

[0065]

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

[0067] The mesh distortion D is used to evaluate the mesh quality to ensure the calculation accuracy, as shown in Equation 2.

[0068]

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

[0070] (2) Anisotropy analysis of rock and soil mass partitions

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

[0072]

[0073] Among them, σ x , σ y is the normal stress in the x and y directions, τ xy is the shear stress in the xy plane; σ1 and σ2 are the maximum and minimum principal stresses; β is the anisotropy coefficient, τ′ xy is the corrected shear stress in the xy plane.

[0074] 2) Zoning: The angle range of α is [0°, 90°]. The maximum principal stress direction angle of the grid unit is concentrated and divided according to Table 1. That is, the grid units corresponding to the same angle range under the same equal division form in Table 1 are concentrated to form an area. Take three equal divisions as an example. Figure 4As shown in the figure (white represents the concentrated partition formed by the grid units corresponding to the α angle in the range of [0°, 30°], light gray represents the concentrated partition formed by the grid units corresponding to the α angle in the range of (30°-60°], and dark gray represents the concentrated partition formed by the grid units corresponding to the α angle in the range of (60°, 90°). For the boundary of the partition, linear interpolation is used to determine the α angle on the boundary of the partition, as shown in Formula 5.

[0075]

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

[0077] Table 1 Partition division rules

[0078]

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

[0080]

[0081] Among them, C i is the residual of the i-th step, R tol is the tolerance, γ is the adjustment coefficient, ΔW i+1 Loading amount for the next step.

[0082] ②Intensity parameter update: after each level of loading, the α angle of each grid unit is recalculated according to formula 3. Figure 4 For each partition formed as shown, the average value of the α angles of all grid units in it is calculated, that is, the maximum principal stress direction angle corresponding to each partition, as shown in Formula 7:

[0083]

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

[0085] By applying loads step by step and combining numerical simulation, the dynamic soil strength parameters cohesion c and friction angle in the partitions that are dynamically adjusted with the partitions are obtained. The nonlinear relationship between cohesion c and friction angle is constructed by using the variation data of The change relationship is shown in formula 8:

[0086]

[0087] Among them, k c , is the empirical coefficient and α0 is the reference angle, which are used to adjust the shape and position of the curve.

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

[0089] Obtain global expressions for strength parameters, time evolution equations, initial conditions, and boundary conditions;

[0090] The global expression of strength parameters, time evolution equation, initial conditions, boundary conditions and analysis model are integrated to obtain the full-process change analysis model of the slope.

[0091] Specifically, (3) Construction of the whole process change analysis model

[0092] Taking into account the influence of time evolution characteristics, spatial partitioning and anisotropy, an analysis model for the partitioned anisotropy change of strength parameters such as cohesion and friction angle of slope rock and soil from the beginning to the end of load application is constructed.

[0093] 1) Definition of strength parameter partitions: Define the strength parameters of each area (cohesion c and friction angle ) is a function of time and space, and the region index is marked as shown in Equation 9 and Equation 10:

[0094] c i (t, x) = the space-time function of cohesion in region i (Eq. 9)

[0095]

[0096] Wherein, i=1, 2, ..., N represents the number of the partitions formed by the above division, t is time, and x=(x, y, z) is the spatial coordinate.

[0097] 2) Construction of global expression of intensity parameter based on partition identification function

[0098] ①Introduce partition identification function R i (x), used to convert 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, that is, judging whether the point belongs to region i according to the spatial coordinate x.

[0099] ②Construction of global expression of intensity parameter, using partition identification function R i (x) Integrate the intensity parameters of each partition to form an expression as shown in Equation 11:

[0100]

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

[0102]

[0103] Among them, F c and are the strength parameters describing cohesion c and friction angle Time evolution function; and is the spatial gradient; σ(x, t) is the stress field, which is determined by external loads and other factors; O i For other parameters.

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

[0105]

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

[0107] 5) Full process change analysis model: Taking into account the time evolution characteristics, spatial partitioning, and the influence of anisotropy, the global expression of intensity parameters, time evolution equations, initial conditions, and boundary conditions are integrated to form a full process change analysis model as shown in Equation 14:

[0108]

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

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

[0111] The whole process variation analysis model is modified according to the heterogeneous permeability coefficient field to obtain the seepage model;

[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 is used to analyze the stability of the slope using the seepage-stress coupling model, and the stability analysis results of the slope are obtained.

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

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

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

[0117] The finite element analysis was repeated on the reduced strength parameters to obtain the displacement, stress and strain of the slope.

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

[0119] If the slope has not reached the critical failure state, the reduction coefficient is increased, and the shear strength parameters of the rock mass are repeatedly reduced according to the reduction coefficient 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 the slope reaches the critical failure state under a certain reduction factor, the reduction factor value will be reduced until the 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 coupled with seepage

[0122] 1) Construction of seepage model: Introduce the heterogeneous permeability field and consider the influence of geological structure on seepage, as shown in Equation 15:

[0123]

[0124] Where k(x, y) is the seepage field with respect to the spatial coordinates x and y, representing the permeability coefficient at the coordinate (x, y) in two-dimensional space; k0 is the background permeability coefficient, that is, the average or basic permeability coefficient without the influence of geological structure; γ n is the permeability correction factor of the nth geological structure, which indicates the enhancement or weakening effect of the geological structure on the permeability; x n ,y n is the center coordinate of the nth geological structure, σ n It is the influence range parameter of the nth geological structure, which is usually related to the size or shape of the geological structure and determines the range of influence of the geological structure on the permeability coefficient.

[0125] 2) Seepage-stress coupling: The 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 fluid-solid coupling effect:

[0126]

[0127] Among them, α B is the effective stress coefficient, which reflects the influence of pore water pressure change on effective stress (i.e., the stress borne by the solid skeleton); β B is the Biot coefficient (used to describe the interaction between fluid pressure and solid skeleton deformation in porous media), which is related to the interaction between fluid flow and solid deformation in the fluid-solid coupling effect; σ ij ' is the effective stress tensor; σ ij is the total stress tensor, including the stress borne by the solid skeleton and the pore fluid; p is the pore water pressure, that is, the pressure exerted by the fluid in the pore on the solid skeleton; δ ij is the Kronecker symbol, which is 1 when i=j and 0 otherwise, and is used to separate the normal stress component from the total stress; i represents a direction (such as x direction) in which the pore water pressure p affects the effective stress in space, x j In the fluid-structure interaction term, i Used together, it means that due to the pore water pressure at x i The change in direction is 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 is the coordinate axis direction of the spatial coordinate system, indicating the change direction of the pore water pressure p in space to the effective stress σ ij 'Influence.

[0128] 3) Stability analysis: Based on the above seepage-stress coupling model, the strength reduction method is used to analyze the stability of the slope:

[0129] ①Set the initial reduction factor F0;

[0130] ② The shear strength parameters of the rock mass (cohesion c and friction angle ) is reduced according to the reduction factor, that is,

[0131] ③ Use the reduced strength parameters to re-perform finite element analysis to calculate the displacement, stress and strain of the slope;

[0132] ④ By drawing the slope displacement versus time field curve, analyze whether the slope has reached the critical failure state (such as judging by the sudden increase in displacement, the penetration of the 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, reduce the reduction factor and repeat until the reduction factor that makes the slope reach the critical damage state is found. This reduction factor is the safety factor F of the slope. S .

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

[0135] An acquisition module is used to obtain the 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 a partition anisotropy analysis on the slope rock and soil based on a finite element model;

[0138] The second building module is used to construct a full-process change analysis model of partitioned anisotropy 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 result.

[0140] In some embodiments, a slope partition anisotropic stability analysis device includes a processor and a memory storing program instructions, and the processor is used to execute a slope partition anisotropic stability analysis method as described in any of the above items when running the program instructions.

[0141] In some other embodiments, an electronic device (such as a mobile phone) is provided, comprising the aforementioned slope partition anisotropic stability analysis device.

[0142] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or replace some or all of the technical features therein by equivalents. These modifications or replacements do not deviate the essence of the corresponding technical solutions from the scope of the technical solutions of the embodiments of the present invention, and they should all be included in the scope of the claims and specification of the present invention.

Claims

1. A slope partition anisotropic stability analysis method, characterized in that: include: Obtain geological structure information of the slope; Constructing a finite element model according to the geological structure information; Conducting zoned anisotropy analysis of slope rock and soil based on finite element model; Construct an analysis model of the whole process change of partition anisotropy under dynamic load application; The whole process change analysis model is coupled with the seepage field to obtain the slope stability analysis results.

2. A slope partition anisotropic stability analysis method according to claim 1, characterized in that: The partitioning of the slope based on the finite element model includes: Performing meshing processing on the finite element model of the slope to obtain k meshing units; Performing stress tensor calculations on the k grid division units respectively to obtain the maximum principal stress direction angles in the k grid division units; The k maximum principal stress direction angles are processed by concentrated partitioning to obtain concentrated partitions of n grid division units.

3. A slope partition anisotropic stability analysis method according to claim 2, characterized in that: The step of performing self-weight graded loading on the slope divided into n concentrated subareas and analyzing the dynamic changes of rock and soil strength parameters of each subarea under the graded loading includes: Divide the self-weight of the slope into m levels and load them step by step, and the loading amount of each level is dynamically adjusted according to the convergence of the model calculation in the previous step; After each level of loading, the maximum principal stress direction angles of all grid cells in each partition are recalculated to determine the dynamic adjustment of the rock and soil strength parameters of each partition until all loading levels set by the pre-built partition anisotropy full-process change analysis model under dynamic load application are completed, and the partition anisotropy calculation results of the slope rock and soil are obtained.

4. A slope partition anisotropic stability analysis method according to claim 1, characterized in that: The construction of the full-process change analysis model of partitioned anisotropy under dynamic load application includes: Obtain global expressions for strength parameters, time evolution equations, initial conditions, and boundary conditions; The global expression of the strength parameter, the time evolution equation, the initial conditions, the boundary conditions and the analysis model are integrated to obtain the full-process change analysis model of the slope.

5. A slope partition anisotropic stability analysis method according to claim 1, characterized in that: The whole process change analysis model is coupled with the seepage field for analysis and processing to obtain the slope stability analysis results, including: The whole process variation analysis model is modified according to the heterogeneous permeability coefficient field to obtain a 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 strength reduction method is used to analyze the stability of the slope using the seepage-stress coupling model to obtain the stability analysis result of the slope.

6. A slope partition anisotropic stability analysis method according to claim 5, characterized in that: The step of performing stability analysis on the slope using the seepage-stress coupling model according to the strength reduction method comprises: Setting an initial reduction factor, wherein the reduction factor is used to reduce the shear strength parameter of the rock and soil mass; The shear strength parameters of the rock and soil mass are reduced according to the reduction coefficient to obtain the reduced strength parameters; The finite element analysis was repeated on the reduced strength parameters to obtain the displacement, stress and strain of the slope. Determine whether the slope has reached a critical failure state; If the slope has not reached the critical failure state, the reduction coefficient is increased, and the shear strength parameters of the rock mass are repeatedly reduced according to the reduction coefficient 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 the slope reaches the critical failure state under a certain reduction factor, the reduction factor value will be reduced until the reduction factor that makes the slope just reach the critical failure state is found. This reduction factor is the safety factor of the slope.

7. A slope partition anisotropic stability analysis device, characterized in that: include: An acquisition module is used to obtain the geological structure information of the slope; A first construction module is used to construct a finite element model according to the geological structure information; The first analysis and processing module is used to perform a partition anisotropy analysis on the slope rock and soil based on a finite element model; The second building module is used to construct a full-process change analysis model of partitioned anisotropy 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 result.

8. A slope partition anisotropic stability analysis device, comprising a processor and a memory storing program instructions, characterized in that: The processor is used to execute a slope partition anisotropic stability analysis method as described in any one of claims 1 to 6 when running the program instructions.

9. An electronic device, characterized in that: It comprises a slope partition anisotropic stability analysis device as described in claim 7 or 8.

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