A method and system for evaluating the stability of retaining walls in undulating terrain

Abstract

The present invention belongs to the technical field of slope support, and provides a method and system for evaluating the stability of a retaining wall in a site with undulating terrain. The angle between a sliding surface and a soil layer in a horizontal direction is defined as a first sliding angle, and the angle between a new sliding surface extending to the surface and the soil layer in a horizontal direction is defined as a second sliding angle. By comparing the inclination angle of a soil layer interface in a horizontal direction with the first sliding angle and the second sliding angle, a stratum failure mode is divided into three stratum failure modes. Different failure mode calculation models are used for different stratum failure modes. The failure mode calculation model takes into account parameters such as the angle between the sliding surface and the soil layer in a horizontal direction, the angle between the soil layer interface in a horizontal direction, the upper and lower values ​​of the intersection of the foundation pit excavation depth on both sides, and the angle between the new sliding surface extending to the surface and the soil layer in a horizontal direction, so as to reduce the deviation between the evaluation of the stability of the earth pressure of an underground retaining wall in a site with undulating terrain and the actual existence of the project.

Description

Technical Field

[0001] The invention belongs to the technical field of slope support, and in particular relates to a method and system for evaluating the stability of retaining walls in a site with undulating terrain. Background Art

[0002] When constructing projects in mountainous areas with undulating terrain, it is often necessary to fill and level the project site in advance to form a composite stratum of fill and original soil. When the terrain is undulating, the fill layer is often thicker, and the mechanical properties of the fill layer and the original soil layer are quite different, which has an important impact on the stability of the project, especially slope engineering.

[0003] The inventors found that when a slope is supported by a retaining wall, the difference between the fill and the original soil causes a significant change in the slope failure mode, and the active earth pressure acting on the retaining wall also changes, which in turn affects the stability evaluation of the retaining wall; for sites with undulating terrain, there is often a large inclination angle at the interface between the fill and the original soil, and the interface often penetrates below the surface of the retaining wall excavation surface. In this case, the stratum failure mode is more complicated, and the inclination angle of the interface between the original soil and the fill, and the position of the intersection between the interface and the retaining wall all affect the earth pressure and stability of the retaining wall. The existing retaining wall earth pressure stability evaluation ignores factors such as the inclination angle of the interface between the original soil and the fill and the position of the intersection between the interface and the retaining wall, resulting in a deviation between the stability evaluation and the actual project. Summary of the invention

[0004] In order to solve the above problems, the present invention proposes a method and system for evaluating the stability of retaining walls in undulating sites. The present invention divides the stratum failure mode into three stratum failure modes by comparing the inclination angle of the soil layer interface in the horizontal direction with the first sliding angle and the second sliding angle. Different failure mode calculation models are used for different stratum failure modes. The failure mode calculation model takes into account parameters such as the angle between the sliding surface and the horizontal direction of the soil layer, the angle between the soil layer interface in the horizontal direction, the upper and lower values ​​of the intersection separation of the foundation pit excavation depth on the two surfaces, and the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer. The inclination angle of the interface between the original soil and the fill and the position of the intersection between the interface and the retaining wall are taken into account, which can reduce the deviation between the stability evaluation of the earth pressure of the underground retaining wall in the undulating site and the actual engineering situation.

[0005] In order to achieve the above object, the present invention is implemented through the following technical solutions:

[0006] In a first aspect, the present invention provides a method for evaluating the stability of a retaining wall on a undulating site, comprising:

[0007] According to the stress condition of the soil layer interface, a first sliding angle and a second sliding angle for dividing the instability mode of the foundation pit are obtained; wherein the second sliding angle is greater than the first sliding angle, the first sliding angle is the angle between the sliding surface and the horizontal direction of the soil layer, and the second sliding angle is the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer;

[0008] By comparing the horizontal inclination angle of the soil layer interface with the first sliding angle and the second sliding angle, the stratum failure mode is divided into a first stratum failure mode, a second stratum failure mode and a third stratum failure mode;

[0009] For the first stratum failure mode, the second stratum failure mode and the third stratum failure mode, the preset failure mode one calculation model, failure mode two calculation model and failure mode three calculation model are used to calculate and obtain the soil pressure respectively; wherein, in the failure mode one calculation model, the angle between the sliding surface and the horizontal direction of the soil layer is considered; in the failure mode two calculation model, the angle between the interface of the soil layer in the horizontal direction is considered; in the failure mode three calculation model, the upper and lower values ​​of the separation of the intersection of the two surfaces of the foundation pit excavation depth, and the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer are considered;

[0010] Based on the obtained earth pressure, the stability of the retaining wall is evaluated.

[0011] Further, the first sliding angle α1 and the second sliding angle α2 are:

[0012]

[0013] in, is the internal friction angle of the original soil.

[0014] Furthermore, the calculation model of the failure mode 1 is:

[0015]

[0016] Among them, e i1 The soil pressure in the calculation model for failure mode 1; H i is the depth of the foundation pit at any point; γ1 is the bulk density of the backfill soil; α1 is the angle between the sliding surface and the horizontal direction of the soil layer; is the friction angle between the soil and the lower soil; δ θ is the pile-soil friction angle.

[0017] Furthermore, the calculation model of the second failure mode is:

[0018]

[0019] Among them, e i2The soil pressure in the calculation model for failure mode 1; H i is the depth of the foundation pit at any point; γ1 is the bulk density of the backfill soil; α is the angle of the soil layer interface in the horizontal direction; is the friction angle between the soil and the lower soil; δ θ is the pile-soil friction angle.

[0020] Furthermore, the calculation models of the three failure modes are:

[0021]

[0022] Among them, e i3 The soil pressure in the calculation model for failure mode 1; H i is the depth of the foundation pit at any point; γ1 is the bulk density of the backfill stratum soil; γ2 is the bulk density of the original ore layer soil; h1 and h2 are the upper and lower values ​​of the foundation pit excavation depth at the intersection of the two surfaces; α2 is the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer; is the friction angle between the soil and the lower soil; δ θ is the pile-soil friction angle; α is the angle between the soil layers in the horizontal direction.

[0023] Furthermore, if the inclination angle of the soil layer interface in the horizontal direction is less than the first sliding angle, it is judged as the first stratum failure mode; if the inclination angle of the soil layer interface in the horizontal direction is between the first sliding angle and the second sliding angle, it is judged as the second stratum failure mode; if the inclination angle of the soil layer interface in the horizontal direction is greater than the second sliding angle, it is judged as the third stratum failure mode.

[0024] In a second aspect, the present invention further provides a system for evaluating the stability of retaining walls on undulating terrain, comprising:

[0025] The sliding angle determination module is configured to: obtain a first sliding angle and a second sliding angle for dividing the instability mode of the foundation pit according to the stress condition of the soil layer interface; wherein the second sliding angle is greater than the first sliding angle, the first sliding angle is the angle between the sliding surface and the horizontal direction of the soil layer, and the second sliding angle is the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer;

[0026] The failure mode classification module is configured to: classify the stratum failure mode into a first stratum failure mode, a second stratum failure mode and a third stratum failure mode by comparing the inclination angle of the soil layer interface in the horizontal direction with the first sliding angle and the second sliding angle;

[0027] The soil pressure calculation module is configured to: for the first stratum failure mode, the second stratum failure mode and the third stratum failure mode, respectively use the preset failure mode one calculation model, failure mode two calculation model and failure mode three calculation model to calculate and obtain the soil pressure; wherein, in the failure mode one calculation model, the angle between the sliding surface and the horizontal direction of the soil layer is considered; in the failure mode two calculation model, the angle between the interface of the soil layer in the horizontal direction is considered; in the failure mode three calculation model, the upper and lower values ​​of the separation of the intersection of the two surfaces of the foundation pit excavation depth, and the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer are considered;

[0028] The stability evaluation module is configured to evaluate the stability of the retaining wall according to the obtained soil pressure.

[0029] In a third aspect, the present invention further provides a computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the steps of the method for evaluating the stability of a retaining wall on an undulating site as described in the first aspect.

[0030] In a fourth aspect, the present invention further provides an electronic device comprising a memory, a processor, and a computer program stored in the memory and capable of running on the processor, wherein when the processor executes the program, the steps of the method for evaluating the stability of a retaining wall on an undulating site described in the first aspect are implemented.

[0031] In a fifth aspect, the present invention further provides a computer program product, which includes a computer program. When the computer program is executed by a processor, the steps of the method for evaluating the stability of a retaining wall on an undulating site described in the first aspect are implemented.

[0032] Compared with the prior art, the present invention has the following beneficial effects:

[0033] 1. For sites with undulating terrain, the present invention defines the angle between the sliding surface and the soil layer in the horizontal direction as the first sliding angle, and defines the angle between the new sliding surface extending to the surface and the soil layer in the horizontal direction as the second sliding angle; by comparing the inclination angle of the soil layer interface in the horizontal direction with the first sliding angle and the second sliding angle, the stratum failure mode is divided into three stratum failure modes, and different failure mode calculation models are used for different stratum failure modes. The failure mode calculation model takes into account parameters such as the angle between the sliding surface and the soil layer in the horizontal direction, the angle between the soil layer interface in the horizontal direction, the upper and lower values ​​of the intersection of the foundation pit excavation depth on the two surfaces, and the angle between the new sliding surface extending to the surface and the soil layer in the horizontal direction, and takes into account the inclination angle of the interface between the original soil and the fill and the position of the intersection between the interface and the retaining wall, so as to reduce the deviation between the stability evaluation of the earth pressure of the underground retaining wall in the undulating terrain and the actual engineering situation.

[0034] 2. The present invention summarizes that when the excavation depth of the foundation pit is less than the backfill depth of the stratum, as the inclination angle of the fracture surface changes, the fracture surface damage caused by the foundation pit excavation is divided into three modes based on whether the upper backfill soil produces sliding and the maximum earth pressure produced as the inclination angle changes; the failure mode is judged by the two sliding angles and the inclination angle of the soil layer interface in the horizontal direction used to divide the foundation pit instability mode, and the calculation formula for calculating the earth pressure is derived according to the limit equilibrium method for different failure modes; the derived earth pressure calculation formula is used to calculate the earth pressure acting on the retaining structure after the excavation of the foundation pit in the deep fill stratum, and the anti-overturning and anti-slip safety of the retaining wall is evaluated based on the calculation results, which can ensure the safety of the retaining structure when the foundation pit in the deep fill stratum is excavated. BRIEF DESCRIPTION OF THE DRAWINGS

[0035] The drawings in the specification that constitute a part of this embodiment are used to provide a further understanding of this embodiment. The schematic embodiments of this embodiment and their descriptions are used to explain this embodiment and do not constitute improper limitations on this embodiment.

[0036] Figure 1 is a flow chart of the method of embodiment 1 of the present invention;

[0037] Figure 2 This is a first formation failure mode determination diagram of Example 1 of the present invention;

[0038] Figure 3 This is a second formation failure mode determination diagram of Example 1 of the present invention;

[0039] Figure 4 is a third formation failure mode determination diagram of Example 1 of the present invention;

[0040] Figure 5 is a calculation model of failure mode 1 of embodiment 1 of the present invention;

[0041] Figure 6 This is the calculation model of the failure mode 2 of Example 1 of the present invention;

[0042] Figure 7 It is the calculation model of the failure mode 3 of Example 1 of the present invention;

[0043] Figure 8 This is the active earth pressure distribution of Example 1 of the present invention. DETAILED DESCRIPTION

[0044] The present invention will be further described below in conjunction with the accompanying drawings and embodiments.

[0045] It should be noted that the following detailed descriptions are exemplary and are intended to provide further explanation of the present application. Unless otherwise specified, all technical and scientific terms used herein have the same meanings as those commonly understood by those skilled in the art to which the present application belongs.

[0046] Embodiment 1:

[0047] As recorded in the background technology, for sites with undulating terrain, there is often a large inclination angle at the interface between the fill and the original soil, and the interface is often deep below the surface of the retaining wall excavation surface. In this case, the stratum failure mode is more complicated. The inclination angle of the interface between the original soil and the fill, and the position of the intersection between the interface and the retaining wall both affect the earth pressure and stability of the retaining wall. However, the existing evaluation of the earth pressure stability of retaining walls ignores factors such as the inclination angle of the interface between the original soil and the fill, and the position of the intersection between the interface and the retaining wall, resulting in a deviation between the stability evaluation and the actual project.

[0048] The existing retaining wall earth pressure stability evaluation method does not take into account factors such as the inclination angle of the interface between the original soil and the fill and the intersection position between the interface and the retaining wall, resulting in a deviation between the stability evaluation and the actual project. Figure 1 As shown, this embodiment provides a method for evaluating the stability of retaining walls in undulating terrain, divides stratum failure into three failure modes, and provides a method for calculating the earth pressure of different failure modes. Combined with the existing retaining wall stability verification, the stability of the retaining wall can be determined.

[0049] Specifically, firstly, relying on actual engineering projects, the formation parameters of the construction site are collected. As basic parameters, the formation parameters play a very important role in the subsequent determination of formation failure modes. Then, the parameters of the retaining wall on site are collected for the stability determination of the retaining wall. By establishing the equilibrium equation at the sliding surface of the soil, the force analysis of the soil at the sliding surface is carried out, and the two sliding angles that cause sliding between the soil bodies are calculated. The inclination angle and sliding angle of the collected soil layer interface are compared to obtain three modes of formation failure. For the three different failure modes, the limit equilibrium method is used to establish the equilibrium equation, derive the calculation formula for the earth pressure acting on the retaining wall and calculate the pressure. According to the calculated earth pressure value and the parameters of the retaining wall, the stability of the retaining wall against overturning and sliding is determined according to relevant specifications. The specific steps of the method in this embodiment can be optionally as follows:

[0050] S1. Collect parameters:

[0051] Optionally, based on actual engineering, determine the inclination angle of the soil layer interface, the vertical height of the soil layer interface, the depth of foundation pit excavation, and the properties of the original soil and backfill soil; the properties of the original soil and backfill soil include parameters such as soil density and internal friction angle.

[0052] S2. Collect retaining wall parameters:

[0053] Optionally, based on actual projects, collect the geometric dimensions and material parameters of the retaining wall; the geometric dimensions include the height, width and thickness of the retaining wall, and the material parameters include the concrete model and reinforcement; calculate the self-weight of the retaining wall.

[0054] S3. Calculate the sliding angle:

[0055] Optionally, based on the stress analysis of the soil layer interface, two sliding angles for dividing the instability mode of the foundation pit are derived, including a first sliding angle α1 and a second sliding angle α2, and it is stipulated that:

[0056]

[0057] in, is the internal friction angle of the original soil.

[0058] S4, mode determination:

[0059] Optionally, the failure mode on the left side of the foundation pit can be classified according to the angle of the fracture surface under a single soil layer, and the stress analysis is performed according to the soil layer interface to obtain two sliding angles α1 and α2 for dividing the instability mode of the foundation pit, and the failure mode is divided according to the inclination angle α of the soil layer interface in the horizontal direction. The specific mode determination method is as follows:

[0060] If α<α1, it is judged as the first stratum failure mode, and the calculation is based on soil failure mode 1;

[0061] If α1≤α≤α2, it is judged as the second stratum failure mode, and the calculation is based on soil failure mode 2;

[0062] If α>α2, it is judged as the third stratum failure mode and is calculated according to soil failure mode three.

[0063] Specifically, Figure 2 , Figure 3 and Figure 4 As shown in the figure, it is a specific judgment diagram after classification in the above way, which is divided into three failure modes. The judgment conditions of each mode and the position relationship between the rupture surface and the interface can be intuitively seen; the parameters in the figure are: H is the depth of the foundation pit, h is the vertical height when the soil layer interface extends to the pile body, α is the horizontal angle of the soil layer interface, α1 is the angle between the sliding surface and the horizontal direction of the soil layer, and α2 is the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer.

[0064] S5. Calculate earth pressure:

[0065] Optionally, the soil pressure formula uses the limit equilibrium method, based on the relationship between the forces acting on the soil layers, and is derived by establishing a force equilibrium equation to obtain soil pressure calculation formulas under three modes. Specifically, in the first stratum failure mode, the formula corresponding to failure mode 1 is used for calculation; in the second stratum failure mode, the formula corresponding to failure mode 2 is used for calculation; in the third stratum failure mode, the formula corresponding to failure mode 3 is used for calculation.

[0066] S5.1. Failure mode 1:

[0067] Optionally, the calculation model for the first formation failure mode is as follows: Figure 5 As shown, the parameters are: H is the depth of the foundation pit; H i is the depth of the foundation pit at any point; h is the vertical height when the soil interface extends to the pile body; α is the horizontal angle of the soil interface; α1 is the angle between the sliding surface and the horizontal direction of the soil layer; the bulk density and internal friction angle of the backfill stratum soil are γ1 and The bulk density and internal friction angle of the original ore layer soil are γ2 and is the friction angle between soil BCD and the lower soil, that is δ θ is the pile-soil friction angle,

[0068] The force balance equation is established and simplified by trigonometric function conversion to obtain the active earth pressure formula at any depth from the top of the foundation pit:

[0069]

[0070] S5.2, Failure Mode 2:

[0071] Optionally, the calculation model for the second formation failure mode is as follows: Figure 5 As shown in the figure, the parameters are: H is the depth of the foundation pit; h is the vertical height of the soil interface extending to the pile body; α is the horizontal angle of the soil interface; α2 is the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer; the bulk density and internal friction angle of the backfill stratum soil are γ1 and The bulk density and internal friction angle of the original ore layer soil are γ2 and is the friction angle between soil ABDE and the lower soil, that is δ θ is the pile-soil friction angle,

[0072] The force balance equation is established and simplified by trigonometric function conversion to obtain the active earth pressure formula at any depth from the top of the foundation pit:

[0073]

[0074] S5.3, Failure mode three:

[0075] Optionally, the calculation model for the third formation failure mode is as follows: Figure 5 As shown in the figure, the parameters are as follows: H is the depth of the foundation pit; h is the vertical height when the soil interface extends to the pile body; h1 and h2 are the upper and lower values ​​of the foundation pit excavation depth at the intersection F of the two surfaces, which are obtained according to the geometric relationship; α is the horizontal angle of the soil interface; α2 is the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer; the bulk density and internal friction angle of the backfill stratum soil are γ1 and The bulk density and internal friction angle of the original ore layer soil are γ2 and is the friction angle between soil AFDC and the lower soil, that is δ θ is the pile-soil friction angle,

[0076] The force balance equation is established and simplified by trigonometric function conversion to obtain the active earth pressure formula at any depth from the top of the foundation pit:

[0077]

[0078] S6. Stability analysis:

[0079] According to relevant specifications, the stability of the retaining wall against overturning and sliding is judged; optionally, the lateral load is used to conduct stability evaluation of the retaining wall against sliding and overturning in accordance with the Technical Specifications for Building Slope Engineering.

[0080] In one embodiment, a certain project is used to illustrate the method in this embodiment. Optionally, the certain project is a foundation pit excavation construction carried out in a fill site, the retaining structure is a retaining wall type, the foundation pit excavation depth H=6m, the soil layer interface extends to the vertical height of the cast-in-place pile body h=7m, and the soil weight of the backfill layer of the site is obtained from geological exploration data. γ1=15N / m 3 , internal friction angle The original soil layer is moderately weathered sandstone, and the soil density is γ2 = 25.5N / m 3 , internal friction angle

[0081] The above formula can be used to calculate the two sliding angles α1 = 26° and α2 = 58° that divide the instability mode of the foundation pit. According to the above judgment method, α1≤α≤α2 is used to solve the problem. Using the calculation model of failure mode 2, the active earth pressure value of the retaining wall at the corresponding depth can be obtained, such as Figure 8 shown.

[0082] Embodiment 2:

[0083] This embodiment provides a system for evaluating the stability of retaining walls on undulating terrain, including:

[0084] The sliding angle determination module is configured to: obtain a first sliding angle and a second sliding angle for dividing the instability mode of the foundation pit according to the stress condition of the soil layer interface; wherein the second sliding angle is greater than the first sliding angle, the first sliding angle is the angle between the sliding surface and the horizontal direction of the soil layer, and the second sliding angle is the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer;

[0085] The failure mode classification module is configured to: classify the stratum failure mode into a first stratum failure mode, a second stratum failure mode and a third stratum failure mode by comparing the inclination angle of the soil layer interface in the horizontal direction with the first sliding angle and the second sliding angle;

[0086] The soil pressure calculation module is configured to: calculate the soil pressure using a preset failure mode 1 calculation model, a preset failure mode 2 calculation model, and a preset failure mode 3 calculation model for the first stratum failure mode, the second stratum failure mode, and the third stratum failure mode, respectively;

[0087] The stability evaluation module is configured to evaluate the stability of the retaining wall according to the obtained soil pressure.

[0088] The working method of the system is the same as the method for evaluating the stability of retaining walls on undulating terrain in Example 1, and will not be repeated here.

[0089] Embodiment 3:

[0090] This embodiment provides a computer-readable storage medium on which a computer program is stored. When the program is executed by a processor, the steps of the method for evaluating the stability of a retaining wall on an undulating site described in Example 1 are implemented.

[0091] Embodiment 4:

[0092] This embodiment provides an electronic device, including a memory, a processor, and a computer program stored in the memory and capable of running on the processor. When the processor executes the program, the steps of the method for evaluating the stability of a retaining wall on an undulating site described in Example 1 are implemented.

[0093] Embodiment 5:

[0094] This embodiment provides a computer program product, which includes a computer program. When the computer program is executed by a processor, the steps of the method for evaluating the stability of a retaining wall on an undulating site described in Example 1 are implemented.

[0095] The above description is only a preferred embodiment of the present embodiment and is not intended to limit the present embodiment. For those skilled in the art, the present embodiment may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present embodiment shall be included in the protection scope of the present embodiment.

Claims

1. A method for evaluating the stability of retaining walls on undulating terrain, characterized in that: include: According to the stress condition of the soil layer interface, a first sliding angle and a second sliding angle for dividing the instability mode of the foundation pit are obtained; wherein the second sliding angle is greater than the first sliding angle, the first sliding angle is the angle between the sliding surface and the horizontal direction of the soil layer, and the second sliding angle is the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer; The first sliding angle α1 and the second sliding angle α2 are: in, is the internal friction angle of the original soil; By comparing the horizontal inclination angle of the soil layer interface with the first sliding angle and the second sliding angle, the stratum failure mode is divided into a first stratum failure mode, a second stratum failure mode and a third stratum failure mode; If the inclination angle of the soil layer interface in the horizontal direction is less than the first sliding angle, it is determined to be the first stratum failure mode; if the inclination angle of the soil layer interface in the horizontal direction is between the first sliding angle and the second sliding angle, it is determined to be the second stratum failure mode; if the inclination angle of the soil layer interface in the horizontal direction is greater than the second sliding angle, it is determined to be the third stratum failure mode; For the first stratum failure mode, the second stratum failure mode and the third stratum failure mode, the preset failure mode one calculation model, failure mode two calculation model and failure mode three calculation model are used to calculate and obtain the soil pressure respectively; wherein, in the failure mode one calculation model, the angle between the sliding surface and the horizontal direction of the soil layer is considered; in the failure mode two calculation model, the angle between the interface of the soil layer in the horizontal direction is considered; in the failure mode three calculation model, the upper and lower values ​​of the separation of the intersection of the two surfaces at the foundation pit excavation depth, and the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer are considered; Based on the obtained earth pressure, the stability of the retaining wall is evaluated.

2. A method for evaluating the stability of retaining walls on undulating terrain as claimed in claim 1, characterized in that: The calculation model of the failure mode 1 is: Among them, e i1 The soil pressure in the calculation model for failure mode 1; H i is the depth of the foundation pit at any point; γ1 is the bulk density of the backfill soil; α1 is the angle between the sliding surface and the horizontal direction of the soil layer; is the friction angle between the soil and the lower soil; δ θ is the pile-soil friction angle.

3. The method for evaluating the stability of retaining walls on undulating terrain as claimed in claim 1, characterized in that: The calculation model of the second failure mode is: Among them, e i2 The soil pressure in the calculation model for failure mode 2; H i is the depth of the foundation pit at any point; γ1 is the bulk density of the backfill soil; α is the angle of the soil layer interface in the horizontal direction; is the friction angle between the soil and the lower soil; δ θ is the pile-soil friction angle.

4. The method for evaluating the stability of retaining walls on undulating terrain as claimed in claim 1, characterized in that: The three failure mode calculation models are: Among them, e i3 The soil pressure in the failure mode 3 calculation model; H i is the depth of the foundation pit at any point; γ1 is the bulk density of the backfill stratum soil; γ2 is the bulk density of the original ore layer soil; h1 and h2 are the upper and lower values ​​of the foundation pit excavation depth at the intersection of the two surfaces; α2 is the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer; is the friction angle between the soil and the lower soil; δ θ is the pile-soil friction angle; α is the angle between the soil layers in the horizontal direction.

5. A system for evaluating the stability of retaining walls on undulating terrain, characterized in that: include: The sliding angle determination module is configured to: obtain a first sliding angle and a second sliding angle for dividing the instability mode of the foundation pit according to the stress condition of the soil layer interface; wherein the second sliding angle is greater than the first sliding angle, the first sliding angle is the angle between the sliding surface and the horizontal direction of the soil layer, and the second sliding angle is the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer; the first sliding angle α1 and the second sliding angle α2 are: in, is the internal friction angle of the original soil; The failure mode classification module is configured to: classify the stratum failure mode into the first stratum failure mode, the second stratum failure mode and the third stratum failure mode by comparing the inclination angle of the soil layer interface in the horizontal direction with the first sliding angle and the second sliding angle; if the inclination angle of the soil layer interface in the horizontal direction is less than the first sliding angle, it is judged as the first stratum failure mode; if the inclination angle of the soil layer interface in the horizontal direction is between the first sliding angle and the second sliding angle, it is judged as the second stratum failure mode; if the inclination angle of the soil layer interface in the horizontal direction is greater than the second sliding angle, it is judged as the third stratum failure mode; The soil pressure calculation module is configured to: for the first stratum failure mode, the second stratum failure mode and the third stratum failure mode, respectively use the preset failure mode one calculation model, failure mode two calculation model and failure mode three calculation model to calculate and obtain the soil pressure; wherein, in the failure mode one calculation model, the angle between the sliding surface and the horizontal direction of the soil layer is considered; in the failure mode two calculation model, the angle between the interface of the soil layer in the horizontal direction is considered; in the failure mode three calculation model, the upper and lower values ​​of the separation of the intersection of the two surfaces of the foundation pit excavation depth, and the angle between the new sliding surface extending to the surface and the horizontal direction of the soil layer are considered; The stability evaluation module is configured to evaluate the stability of the retaining wall according to the obtained soil pressure.

6. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the program is executed by a processor, the steps of the method for evaluating the stability of a retaining wall on a site with undulating terrain as described in any one of claims 1 to 4 are implemented.

7. An electronic device comprising a memory, a processor, and a computer program stored in the memory and capable of running on the processor, characterized in that: When the processor executes the program, the steps of the method for evaluating the stability of a retaining wall on an undulating terrain as described in any one of claims 1 to 4 are implemented.

8. A computer program product, characterized in that The computer program product comprises a computer program, and when the computer program is executed by a processor, the steps of the method for evaluating the stability of a retaining wall on an undulating site as claimed in any one of claims 1 to 4 are implemented.

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