Method and system for calculating soil pressure of large-dip-angle composite stratum rock-soil supporting structure

Abstract

The invention belongs to the technical field of rock-soil side slope or foundation pit supporting, and provides a large-dip-angle composite stratum rock-soil supporting structure soil pressure calculation method and system.The method comprises the steps that firstly, according to the comparison relation between a fracture angle for dividing an instability mode and an included angle of a soil layer interface in the horizontal direction, multiple fracture modes of a stratum are obtained; then, according to a horizontal micro-unit method and an equivalent volume-weight method, a plurality of calculation equations for calculating the soil pressure in different fracture modes are determined; and finally, the soil pressure in different fracture modes is obtained through the determined multiple calculation equations, the failure modes are judged by dividing the sliding angle of the foundation pit instability mode and the dip angle of the soil layer interface in the horizontal direction, and the failure modes are determined according to the different failure modes. The calculation method for obtaining the soil pressure through the horizontal micro-unit method and the equivalent volume-weight method is used for calculating the soil pressure, and accurate calculation of the soil pressure of the large-dip-angle composite stratum supporting structure is achieved.

Description

Technical Field

[0001] The invention belongs to the technical field of rock and soil slope or foundation pit support, and in particular relates to a method and system for calculating earth pressure of a rock and soil support structure in a large-angle composite stratum. Background Art

[0002] Composite strata are the most common special geological environment in geotechnical engineering, and a large number of foundation pits or slope supports are located in composite strata. There are obvious differences in the mechanical parameters of composite strata. During the construction of geotechnical slope or foundation pit support, the stratum failure mode changes, which in turn leads to changes in the soil pressure of the slope or foundation pit support. In this regard, there have been many achievements in the analysis of soil pressure in composite strata, such as parameter weighting and other methods.

[0003] The inventors have discovered that for some strata with large terrain undulations, the inclination angle of the interface between composite strata is often large. Too large an inclination angle will inevitably lead to a significant change in the stratum failure mode. For example, the stratum in the foundation pit or slope may produce interface sliding failure, or only a certain soil layer and the interface may be destroyed together. However, at present, the failure mode of large-angle composite strata is not clear, and there is a lack of accurate soil pressure calculation methods for supporting structures of large-angle composite strata, which affects the support of slopes or foundation pits. Summary of the invention

[0004] In order to solve the above problems, the present invention proposes a method and system for calculating the earth pressure of a rock-soil support structure in a large-angle composite stratum. The present invention determines the failure mode by dividing the sliding angle of the foundation pit instability mode and the inclination angle of the soil layer interface in the horizontal direction. For different failure modes, the earth pressure is calculated by using the horizontal micro-element method and the equivalent bulk density method to calculate the earth pressure, thereby realizing the accurate calculation of the earth pressure of the rock-soil support structure in a large-angle composite stratum.

[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 calculating earth pressure of a rock and soil support structure in a large-angle composite stratum, comprising:

[0007] Obtain the rupture angle for dividing the instability mode and the angle of the soil layer interface in the horizontal direction;

[0008] According to the comparison between the rupture angle of the instability mode and the angle of the soil interface in the horizontal direction, various rupture modes of the stratum are obtained.

[0009] According to the horizontal micro-element method and the equivalent bulk density method, multiple calculation equations for calculating the earth pressure of different rupture modes are determined; wherein, when determining the calculation equation, the soil in the damage area is first divided according to the boundary intersection points of the soil layer interface and the soil in the damage area, and the boundary intersection points of the sliding surface and the soil in the damage area to obtain different blocks, and then the horizontal micro-element method is used to perform force analysis on the divided blocks, and the equivalent bulk density of the corresponding blocks is calculated using the equivalent bulk density method;

[0010] Using the determined multiple calculation equations, the soil pressure under different rupture modes is obtained respectively.

[0011] Furthermore, the rupture angle for dividing the instability mode includes the horizontal angle of the sliding surface generated by the soil layer and the horizontal angle after the sliding surface angle is extended.

[0012] Furthermore, if the rupture angle includes the horizontal angle of the sliding surface of the soil layer, which is greater than the horizontal angle of the interface of the soil layer, the active earth pressure is:

[0013]

[0014]

[0015]

[0016]

[0017]

[0018]

[0019]

[0020]

[0021]

[0022] Among them, γ1 is the weight of the original soil layer; h 01-11 is the vertical projection length of AF, where A is the intersection point between the sliding surface and the boundary of the soil in the damaged area, F is the intersection point between the soil layer interface and the sliding surface; h is the depth of the foundation pit; h 01-12 is the vertical projection length of FE, where E is the boundary intersection of the sliding surface and the soil in the failure area; z is the depth of the foundation pit at any point; θ 01-11 is the inclination angle of the slip surface in the horizontal direction; δ 01 is the pile-soil friction angle; and is the friction angle between different soils and the underlying soil; θ 01-12 is the horizontal inclination angle of the sliding surface after extension; α01-1 It is the inclination angle of the soil layer interface in the horizontal direction.

[0023] Furthermore, if the rupture angle includes the horizontal angle of the sliding surface of the soil layer, which is less than or equal to the horizontal angle of the soil interface, and the horizontal angle of the sliding surface after extension is greater than or equal to the horizontal angle of the soil interface, then the active earth pressure is:

[0024]

[0025]

[0026]

[0027]

[0028]

[0029]

[0030]

[0031]

[0032]

[0033] Among them, γ1 is the weight of the original soil layer; h 01-21 is the vertical projection length of AF, where A is the intersection point between the sliding surface and the boundary of the soil in the failure area, and F is the intersection point between the soil interface and the sliding surface; h 01-22 is the vertical projection length of FE, where E is the boundary intersection of the sliding surface and the soil in the failure area; z is the depth of the foundation pit at any point; α 01-2 is the inclination angle of the soil layer interface in the horizontal direction; δ 01 is the pile-soil friction angle; is the friction angle between the corresponding soil and the lower soil; θ 01-2 h is the inclination angle of the sliding surface in the horizontal direction after extension; 01-2 is the vertical height of the soil interface; h is the depth of the foundation pit.

[0034] Furthermore, if the horizontal angle of the extended sliding surface is smaller than the horizontal angle of the soil interface, the active earth pressure is:

[0035]

[0036]

[0037]

[0038]

[0039] Where, h is the depth of the foundation pit; γ 01-3 is the equivalent bulk density; h 01-3 is the vertical height of the soil layer interface; γ1 is the weight of the original soil layer; γ2 is the weight of the new soil layer; α 01-3 is the inclination angle of the soil layer interface in the horizontal direction; θ 01-3 is the inclination angle of the sliding surface in the horizontal direction after extension; z is the depth of the foundation pit at any point; δ 01 is the pile-soil friction angle; is the friction angle between the corresponding soil and the underlying soil.

[0040] Furthermore, the horizontal angle α1 of the sliding surface of the soil layer and the horizontal angle α2 after the sliding surface angle is extended are:

[0041]

[0042] Among them, φ2 is the internal friction angle of the lower soil.

[0043] In a second aspect, the present invention further provides a soil pressure calculation system for a rock and soil support structure in a large-angle composite stratum, comprising:

[0044] The data acquisition module is configured to: obtain the rupture angle for dividing the instability mode and the angle of the soil layer interface in the horizontal direction;

[0045] The comparison module is configured to: obtain multiple rupture modes of the stratum according to the comparison relationship between the rupture angle of the destabilization mode and the angle of the soil layer interface in the horizontal direction;

[0046] The calculation equation determination module is configured to: determine multiple calculation equations for calculating soil pressures of different rupture modes according to the horizontal micro-element method and the equivalent bulk density method; wherein, when determining the calculation equation, firstly divide the soil in the damage area according to the boundary intersection points of the soil layer interface and the soil in the damage area, and the boundary intersection points of the sliding surface and the soil in the damage area to obtain different blocks, and then use the horizontal micro-element method to perform force analysis on the divided blocks, and use the equivalent bulk density method to calculate the equivalent bulk density of the corresponding blocks;

[0047] The soil pressure calculation module is configured to obtain soil pressures under different rupture modes using a plurality of determined calculation equations.

[0048] 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 calculating earth pressure of a rock-soil support structure in a large-angle composite stratum as described in the first aspect.

[0049] 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 calculating earth pressure of a large-angle composite stratum rock and soil support structure described in the first aspect are implemented.

[0050] 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 calculating earth pressure of a large-angle composite stratum rock and soil support structure described in the first aspect are implemented.

[0051] Compared with the prior art, the present invention has the following beneficial effects:

[0052] The present invention first obtains multiple rupture modes of the stratum according to the comparative relationship between the rupture angle of the divided instability mode and the angle of the soil layer interface in the horizontal direction; then, according to the horizontal micro-unit method and the equivalent bulk density method, multiple calculation equations for calculating the soil pressure of different rupture modes are determined; finally, the soil pressure under different rupture modes is respectively obtained by using the determined multiple calculation equations; when determining the calculation equations, the soil in the damage area is first divided according to the boundary intersection points of the soil layer interface and the soil body in the damage area, and the boundary intersection points of the sliding surface and the soil body in the damage area to obtain different blocks, and then the horizontal micro-unit method is used to perform force analysis on the divided blocks, and the equivalent bulk density method is used to calculate the equivalent bulk density of the corresponding blocks, and the failure mode is determined by dividing the sliding angle of the instability mode of the foundation pit and the inclination angle of the soil layer interface in the horizontal direction. For different failure modes, the soil pressure is calculated by using the calculation method of the soil pressure obtained by the horizontal micro-unit method and the equivalent bulk density method, thereby realizing the accurate calculation of the soil pressure of the large-inclination composite stratum support structure.

[0053] The invention summarizes the comparison of the horizontal angle of the soil layer fracture surface caused by soil layer sliding and the horizontal angle of the soil layer interface when excavating a foundation pit in a large-angle composite stratum, and divides the instability modes of the soil layer when excavating a foundation pit in a large-angle composite stratum into three categories; the failure mode is determined by two sliding angles and the inclination angle of the soil layer interface in the horizontal direction for dividing the foundation pit instability mode, and according to different failure modes, the calculation formula of the soil pressure is derived by using the horizontal micro-unit method and the equivalent bulk density method, and a calculation method of the soil pressure of a rock and soil support structure in a large-angle composite stratum is given. BRIEF DESCRIPTION OF THE DRAWINGS

[0054] 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.

[0055] Figure 1is a flow chart of the method of embodiment 1 of the present invention;

[0056] Figure 2 This is a schematic diagram of a rupture mode 1 of Example 1 of the present invention;

[0057] Figure 3 This is a schematic diagram of the second rupture mode of Example 1 of the present invention;

[0058] Figure 4 This is a schematic diagram of the third rupture mode of Example 1 of the present invention;

[0059] Figure 5 The micro-unit analysis model of mode 1 of embodiment 1 of the present invention;

[0060] Figure 6 This is a schematic diagram of the block CDFG force analysis of Example 1 of the present invention;

[0061] Figure 7 This is a schematic diagram of the block FGE force analysis of Example 1 of the present invention;

[0062] Figure 8 The micro-unit analysis model of mode 2 of embodiment 1 of the present invention;

[0063] Fig. 9 The micro-unit analysis model of mode 3 of embodiment 1 of the present invention; DETAILED DESCRIPTION

[0064] The present invention will be further described below in conjunction with the accompanying drawings and embodiments.

[0065] 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.

[0066] Embodiment 1:

[0067] This embodiment provides a method for calculating the earth pressure of a rock-soil support structure in a large-angle composite stratum. Optionally, Figure 1 As shown in the figure, firstly, according to the actual project, relevant formation parameters are collected. When judging the instability mode, the collected formation parameters need to be used to calculate the formation rupture angle, and two rupture angles α1 and α2 for dividing the instability mode are obtained. The rupture angle is compared with the angle α of the soil interface in the horizontal direction, so as to classify the three rupture modes of the formation. After the judgment of the formation instability mode is completed, the calculation formula of the soil pressure of the three rupture modes is derived according to the failure mode through the horizontal micro-unit method, and finally the derived calculation formula is used to calculate the soil pressure.

[0068] S1. Collect formation parameters:

[0069] Optionally, a geological survey is conducted on the site to collect the stratigraphic parameters within the site. The stratigraphic parameters may include determining the horizontal angle of the soil layer interface, the vertical height of the soil layer interface, the depth of foundation pit excavation, the weight and internal friction angle of each soil layer in the site, etc.

[0070] S2. Determine the instability mode:

[0071] Optionally, the determination of the instability mode is based on the rupture angle generated when the stratum is unstable and the horizontal angle of the soil layer interface. By analyzing the stress on the soil layer interface, two rupture angles α1 and α2 are derived to divide the instability mode of the foundation pit. α1 is the horizontal angle of the sliding surface generated by the soil layer, and α2 is the horizontal angle after the sliding surface angle is extended. It is stipulated that:

[0072] α1=φ2

[0073]

[0074] Among them, φ2 is the internal friction angle of the lower soil.

[0075] After the rupture angle is determined, the instability mode is identified. By comparing the rupture angles α1 and α2 with the horizontal angle α of the soil interface, three rupture modes generated when the stratum is unstable are obtained. The specific mode determination method is as follows:

[0076] If α<α1, the calculation is based on soil failure mode 1; if α1≤α≤α2, the calculation is based on soil failure mode 2; if α>α2, the calculation is based on soil failure mode 3.

[0077] like Figure 2 , Figure 3 and Figure 4 As shown in the figure, it is a specific judgment diagram of three soil layer failure modes. It is divided into three failure modes, and the judgment conditions of each mode and the position relationship between the fracture surface and the interface can be intuitively seen. The parameters are: α 01-i(i＝1、2、3) is the inclination angle of the soil interface, i.e. α; θ 01-11 is the inclination angle of the slip surface, i.e. α1; θ 01-12 ,θ 01-2 and θ 01-3 is the inclination angle of the new slip surface extending to the surface, i.e. α2; h 01-i(i＝1、2、3) It is the vertical height of the soil interface.

[0078] S3. Calculate earth pressure:

[0079] S3.1, rupture mode 1:

[0080] like Figure 5As shown in the figure, for the sake of simplicity of calculation, the soil in the failure area of ​​mode 1 can be divided into two parts, namely block ABCD and block CEG, where h is the depth of the foundation pit; h 01-1 h is the vertical height of the soil interface; 01-11 and h 01-12 is the vertical projection length of AF and FE; α 01-1 is the inclination angle of the soil layer interface in the horizontal direction; θ 01-11 is the inclination angle of the slip surface in the horizontal direction; θ 01-12 is the horizontal inclination angle of the sliding surface after extension; γ1 and γ2 are the weights of soil layers 01 and 02, respectively. Soil layer 01 is the upper soil and soil layer 02 is the lower soil; φ1 and φ2 are the internal friction angles of soil layers 01 and 02, respectively; φ 01 is the friction angle between soil ABCD and the lower soil, i.e. φ1; φ 02 It is the friction angle between soil CEG and the underlying soil, i.e. φ2.

[0081] For block CDFG calculation, the thin layer unit at h1 is selected for analysis, such as Figure 6 As shown, among which, select d Z The microelement has a height of 1000 m and its self-weight is dW1. Considering the stress on the microelement, the vertical stress σ is Z1-11 , the lower part is the vertical stress increment σ Z1-11 +dσ Z At the same time, the reaction force at the sliding surface is considered to be R 01-11 , the stress σ shown at the enclosure structure x1-11 At the same time, since the sliding surface is located in the soil layer 01, the friction angle at the sliding surface is φ 01 , the pile-soil friction angle is δ 01 .

[0082] The intersection of the horizontal and vertical directions of the micro-unit and the center line of the horizontal soil layer thickness and the sliding surface is established as the distance from the moment center point to 0, and the mechanical equilibrium is:

[0083]

[0084] in:

[0085] dW1=γ1b1d Z

[0086]

[0087]

[0088] h 01-11 =hh 01-12

[0089] Combining the above equations and ignoring the second-order differential term, we get:

[0090]

[0091] Let σ x1-11 =A1σ Z1-11 ,but:

[0092]

[0093] σ x1-11 =A1σ Z1-11 Substituting into the above equation, we get:

[0094]

[0095] make but:

[0096]

[0097] Integrate both sides simultaneously, and when Z = 0, σ Z1-11 =0:

[0098]

[0099] So we get:

[0100]

[0101] in:

[0102]

[0103]

[0104]

[0105] For block FGE calculation, the thin layer unit at h2 is selected for analysis, such as Figure 7 As shown, among which, select d Z The micro-element has a height of dW2, and its self-weight is dW2. Considering the stress of the micro-element, the vertical stress σ Z1-12 , the lower part is the vertical stress increment σ Z1-12 +dσ Z At the same time, consider the reaction force R at the sliding surface 01-12 , the stress σ shown at the enclosure structure x1-12 At the same time, since the sliding surface is located in the soil layer 2, the friction angle at the sliding surface is φ 02 , the pile-soil friction angle is δ 01 .

[0106] Using the equivalent bulk density method to calculate the block FGE, the equivalent bulk density γ01-1 for:

[0107]

[0108]

[0109] The block FGE analysis is the same as the block CDFG analysis, and we can get:

[0110]

[0111] in:

[0112]

[0113]

[0114] S3.2, rupture mode 2:

[0115] For the convenience of calculation, the soil in the failure area of ​​Mode 2 can be divided into two parts, namely block ACDF and block FDE, as shown in Figure 8 As shown, where h 01-2 h is the vertical height of the soil interface; 01-21 、h 01-22 is the vertical projection length of AF and FE; α 01-2 is the inclination angle of the soil layer interface in the horizontal direction; θ 01-12 is the horizontal inclination angle of the sliding surface after extension; γ1 and γ2 are the weights of soil layers 01 and 02 respectively; φ1 and φ2 are the internal friction angles of soil layers 01 and 02 respectively; φ 03 is the friction angle between the soil ACDF and the lower soil, i.e. φ1; φ 02 is the friction angle between soil FDE and the underlying soil, i.e. φ2.

[0116] Similarly, the active earth pressure for the ACDF part is:

[0117]

[0118] in:

[0119]

[0120]

[0121]

[0122] For the FDE part, the equivalent bulk density method is used to calculate FDE, then the equivalent bulk density γ 01-2 for:

[0123]

[0124]

[0125] The block FCE analysis is the same as the block ACDF analysis, and we can get:

[0126]

[0127] in:

[0128]

[0129]

[0130] S3..3, rupture mode three:

[0131] In mode 3, there is only one fracture angle θ 01-3 , that is, block ACE, such as Fig. 9 As shown, where h 01-3 is the vertical height of the soil interface; α 01-3 is the inclination angle of the soil layer interface in the horizontal direction; θ 01-3 is the horizontal inclination angle of the sliding surface after extension; γ1 and γ2 are the weights of soil layers 01 and 02 respectively; φ1 and φ2 are the internal friction angles of soil layers 01 and 02 respectively; φ 02 is the friction angle between soil ACE and the underlying soil, that is, φ2.

[0132] Using the equivalent bulk density method to calculate ACE, the equivalent bulk density γ 01-3 for:

[0133]

[0134] The active earth pressure is:

[0135]

[0136] in:

[0137]

[0138]

[0139] Optionally, the calculation method in this embodiment is explained through a specific example. Optionally, a construction site of a certain project is a large-angle composite stratum, and foundation pit excavation construction is carried out. The retaining structure is a cement soil gravity retaining wall. The excavation depth of the foundation pit is 7m, and the vertical height of the soil interface extending to the cast-in-place pile body is 6.2m. According to geological exploration data, the upper stratum of the site is mixed fill soil, and the soil weight γ1=16N / m 3, internal friction angle φ1 = 16°, the lower stratum is strongly weathered granite, soil weight γ2 = 25N / m 3 , the internal friction angle φ2 = 32°, and the horizontal inclination angle of the soil layer interface α = 70°.

[0140] The above formula can be used to calculate the two sliding angles α1 = 32° and α2 = 61° that divide the instability mode of the foundation pit. According to the above judgment method, α>α2, and the calculation method of the rupture mode 3 is used for solution. Substituting the above parameters into the force of the microelement is σ x1-3 , the pile-soil friction angle δ in the formula 01 Taking φ1 / 2, the active earth pressure on the retaining wall at depths of 1m, 3m and 5m is calculated, which are 34.4kpa, 62.3kpa and 53.5kpa respectively.

[0141] Embodiment 2:

[0142] This embodiment provides a soil pressure calculation system for a rock and soil support structure in a large-angle composite stratum, including:

[0143] The data acquisition module is configured to: obtain the rupture angle for dividing the instability mode and the angle of the soil layer interface in the horizontal direction;

[0144] The comparison module is configured to: obtain multiple rupture modes of the stratum according to the comparison relationship between the rupture angle of the destabilization mode and the angle of the soil layer interface in the horizontal direction;

[0145] The calculation equation determination module is configured to: determine multiple calculation equations for calculating soil pressures of different rupture modes according to the horizontal micro-element method and the equivalent bulk density method; wherein, when determining the calculation equation, firstly divide the soil in the damage area according to the boundary intersection points of the soil layer interface and the soil in the damage area, and the boundary intersection points of the sliding surface and the soil in the damage area to obtain different blocks, and then use the horizontal micro-element method to perform force analysis on the divided blocks, and use the equivalent bulk density method to calculate the equivalent bulk density of the corresponding blocks;

[0146] The soil pressure calculation module is configured to obtain soil pressures under different rupture modes using a plurality of determined calculation equations.

[0147] The working method of the system is the same as the method for calculating the earth pressure of the rock and soil support structure in the large-angle composite stratum in Example 1, and will not be repeated here.

[0148] Embodiment 3:

[0149] 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 calculating the earth pressure of a rock-soil support structure in a large-angle composite stratum described in Example 1 are implemented.

[0150] Embodiment 4:

[0151] 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 calculating the earth pressure of the large-angle composite stratum rock and soil support structure described in Example 1 are implemented.

[0152] Embodiment 5:

[0153] 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 calculating the earth pressure of a rock-soil support structure in a large-angle composite stratum described in Example 1 are implemented.

[0154] 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. The soil pressure calculation method of the rock and soil support structure in the large-angle composite stratum is characterized by: include: Obtain the rupture angle for dividing the instability mode and the angle of the soil layer interface in the horizontal direction; According to the comparison between the rupture angle of the instability mode and the angle of the soil interface in the horizontal direction, various rupture modes of the stratum are obtained. According to the horizontal micro-element method and the equivalent bulk density method, multiple calculation equations for calculating the earth pressure of different rupture modes are determined; wherein, when determining the calculation equation, the soil in the damage area is first divided according to the boundary intersection points of the soil layer interface and the soil in the damage area, and the boundary intersection points of the sliding surface and the soil in the damage area to obtain different blocks, and then the horizontal micro-element method is used to perform force analysis on the divided blocks, and the equivalent bulk density of the corresponding blocks is calculated using the equivalent bulk density method; Using the determined multiple calculation equations, the soil pressure under different rupture modes is obtained respectively.

2. The method for calculating earth pressure of a rock and soil support structure in a large-angle composite stratum according to claim 1 is characterized in that: The rupture angle for dividing the instability mode includes the horizontal angle of the sliding surface of the soil layer and the horizontal angle after the sliding surface angle is extended.

3. The method for calculating earth pressure of a rock and soil support structure in a large-angle composite stratum according to claim 2 is characterized in that: If the rupture angle includes the horizontal angle of the sliding surface of the soil layer, which is greater than the horizontal angle of the soil interface, the active earth pressure is: Among them, γ1 is the weight of the original soil layer; h 01-11 is the vertical projection length of AF, where A is the intersection point between the sliding surface and the boundary of the soil in the damaged area, F is the intersection point between the soil layer interface and the sliding surface; h is the depth of the foundation pit; h 01-12 is the vertical projection length of FE, where E is the boundary intersection of the sliding surface and the soil in the failure area; z is the depth of the foundation pit at any point; θ 01-11 is the inclination angle of the slip surface in the horizontal direction; δ 01 is the pile-soil friction angle; and is the friction angle between different soils and the underlying soil; θ 01-12 is the horizontal inclination angle of the sliding surface after extension; α 01-1 It is the inclination angle of the soil layer interface in the horizontal direction.

4. The method for calculating earth pressure of a rock and soil support structure in a large-angle composite stratum according to claim 2 is characterized in that: If the rupture angle includes the horizontal angle of the sliding surface of the soil layer, which is less than or equal to the horizontal angle of the soil interface, and the horizontal angle of the extended sliding surface angle is greater than or equal to the horizontal angle of the soil interface, then the active earth pressure is: Among them, γ1 is the weight of the original soil layer; h 01-21 is the vertical projection length of AF, where A is the intersection point between the sliding surface and the boundary of the soil in the failure area, and F is the intersection point between the soil interface and the sliding surface; h 01-22 is the vertical projection length of FE, where E is the boundary intersection of the sliding surface and the soil in the failure area; z is the depth of the foundation pit at any point; α 01-2 is the inclination angle of the soil layer interface in the horizontal direction; δ 01 is the pile-soil friction angle; is the friction angle between the corresponding soil and the lower soil; θ 01-2 h is the inclination angle of the sliding surface in the horizontal direction after extension; 01-2 is the vertical height of the soil interface; h is the depth of the foundation pit.

5. The method for calculating earth pressure of a rock-soil support structure in a large-angle composite stratum according to claim 2, characterized in that: If the horizontal angle of the extended sliding surface is smaller than the horizontal angle of the soil interface, the active earth pressure is: Where, h is the depth of the foundation pit; γ 01-3 is the equivalent bulk density; h 01-3 is the vertical height of the soil layer interface; γ1 is the weight of the original soil layer; γ2 is the weight of the new soil layer; α 01-3 is the inclination angle of the soil layer interface in the horizontal direction; θ 01-3 is the inclination angle of the sliding surface in the horizontal direction after extension; z is the depth of the foundation pit at any point; δ 01 is the pile-soil friction angle; is the friction angle between the corresponding soil and the underlying soil.

6. The method for calculating earth pressure of a rock-soil support structure in a large-angle composite stratum according to claim 1, characterized in that: The horizontal angle α1 of the sliding surface of the soil layer and the horizontal angle α2 after the sliding surface angle is extended are: α1=φ2 Among them, φ2 is the internal friction angle of the lower soil.

7. Earth pressure calculation system for rock and soil support structure in large-angle composite strata, characterized in that: include: The data acquisition module is configured to: obtain the rupture angle for dividing the instability mode and the angle of the soil layer interface in the horizontal direction; The comparison module is configured to: obtain multiple rupture modes of the stratum according to the comparison relationship between the rupture angle of the destabilization mode and the angle of the soil layer interface in the horizontal direction; The calculation equation determination module is configured to: determine multiple calculation equations for calculating soil pressures of different rupture modes according to the horizontal micro-element method and the equivalent bulk density method; wherein, when determining the calculation equation, firstly divide the soil in the damage area according to the boundary intersection points of the soil layer interface and the soil in the damage area, and the boundary intersection points of the sliding surface and the soil in the damage area to obtain different blocks, and then use the horizontal micro-element method to perform force analysis on the divided blocks, and use the equivalent bulk density method to calculate the equivalent bulk density of the corresponding blocks; The soil pressure calculation module is configured to obtain soil pressures under different rupture modes using a plurality of determined calculation equations.

8. 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 calculating earth pressure of a rock-soil support structure in a large-angle composite stratum as described in any one of claims 1 to 6 are implemented.

9. 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 calculating earth pressure of a rock and soil support structure in a large-angle composite stratum as described in any one of claims 1-6 are implemented.

10. A computer program product, characterized in that The computer program product includes a computer program, and when the computer program is executed by a processor, the steps of the method for calculating the earth pressure of a rock-soil support structure in a large-angle composite stratum are implemented as described in any one of claims 1 to 6.

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