Calculation method and system of earth pressure of rock and soil support structure in composite strata with large inclination angle

Abstract

The present invention belongs to the technical field of rock and soil slope or foundation pit support, and provides a method and system for calculating the earth pressure of a rock and soil support structure in a large-angle composite stratum. First, based on the comparison relationship between the rupture angle for dividing the instability mode and the angle of the soil layer interface in the horizontal direction, multiple rupture modes of the stratum are obtained; then, based on the horizontal micro-element method and the equivalent bulk density method, multiple calculation equations for calculating the earth pressure in different rupture modes are determined; finally, using the determined multiple calculation equations, the earth pressure in different rupture modes is obtained respectively, and the failure mode is judged 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 using the calculation method of the earth pressure obtained by the horizontal micro-element method and the equivalent bulk density method, thereby realizing accurate calculation of the earth pressure in the large-angle composite stratum support structure.

Description

Technical Field

[0001] The present 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 geological environments encountered in geotechnical engineering. Numerous foundation pits and slope supports are located within these strata. These strata exhibit significant variations in mechanical parameters, leading to changes in stratum failure patterns during geotechnical slope or foundation pit support construction, which in turn alters the earth pressure within the slope or foundation pit support. Numerous studies have been conducted on earth pressure analysis in composite strata, such as parameter weighting methods.

[0003] The inventors have found that for some strata with large terrain undulations, the inclination angle of the interface between composite strata is often large. Excessively large inclination angles will inevitably lead to significant changes 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 composite strata with large inclination angles is not clear, and there is a lack of accurate methods for calculating the earth pressure of support structures of composite strata with large inclination angles, 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 using the horizontal micro-element method and the equivalent bulk density method, 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 interface in the horizontal direction;

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

[0009] Based on the horizontal micro-element method and the equivalent bulk density method, multiple calculation equations for calculating earth pressure in different failure modes are determined. When determining the calculation equations, the soil in the failure zone is first divided according to the intersection points of the soil layer interface and the boundary of the soil in the failure zone, and the intersection points of the slip surface and the boundary of the soil in the failure zone to obtain different blocks. The horizontal micro-element method is then used to perform a 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 of the soil layer and the horizontal angle after the sliding surface angle is extended.

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

[0013]

[0014]

[0015]

[0016]

[0017]

[0018]

[0019]

[0020]

[0021]

[0022] Among them, γ1 is the density of the original soil layer; h 01-11 is the vertical projection length of AF, where A is the intersection of the sliding surface and the boundary of the soil in the failure area, F is the intersection of the soil 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 intersection of the sliding surface and the boundary of 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 soil masses and the underlying soil mass; 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, including the horizontal angle of the slip surface of the soil layer, is less than or equal to the horizontal angle of the soil interface, and the horizontal angle of the extended slip surface angle 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 density of the original soil layer; h 01-21 is the vertical projection length of AF, where A is the intersection of the sliding surface and the boundary of the soil in the failure area, and F is the intersection of the soil interface and the sliding surface; h 01-22 is the vertical projection length of FE, where E is the intersection of the sliding surface and the boundary of 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 underlying soil; θ 01-2 h is the horizontal inclination angle of the extended slip surface; 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] Where 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 various rupture modes of the stratum based on the comparison relationship between the rupture angle for dividing the instability mode and the angle between the interface of the soil layer and the horizontal direction;

[0046] The calculation equation determination module is configured to: determine multiple calculation equations for calculating earth pressures in different failure modes based on a horizontal micro-element method and an equivalent bulk density method; wherein, when determining the calculation equations, the soil in the failure area is first divided according to the intersection points of the soil layer interface and the boundary of the soil in the failure area, and the intersection points of the sliding surface and the boundary of the soil in the failure area to obtain different blocks; then, the horizontal micro-element method is used to perform a force analysis on the divided blocks, and the equivalent bulk density of the corresponding blocks is calculated using the equivalent bulk density method;

[0047] The soil pressure calculation module is configured to obtain soil pressures under different rupture modes using a plurality of predetermined 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 soil pressure of a large-angle composite stratum rock and soil support structure described in the first aspect.

[0049] In a fourth aspect, the present invention also provides an electronic device comprising 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 soil 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 also provides a computer program product, which includes a computer program. When the computer program is executed by a processor, it implements the steps of the method for calculating the earth pressure of the large-angle composite stratum rock and soil support structure described in the first aspect.

[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 based on 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-element 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 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 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 method is used to calculate the equivalent bulk density of the corresponding blocks, and the failure mode is judged 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 soil pressure calculation method obtained by the horizontal micro-element method and the equivalent bulk density method is used to calculate the soil pressure, thereby realizing the accurate calculation of the soil pressure of the large-angle composite stratum support structure.

[0053] The present invention summarizes the comparison of the horizontal angles of the soil rupture surface caused by soil slippage and the horizontal angles of the soil interface during excavation of a foundation pit in a large-angle composite stratum, and divides the instability modes of the soil stratum during excavation of a large-angle composite stratum into three categories. The present invention determines the failure mode by using the two sliding angles and the horizontal inclination angle of the soil interface used to divide the foundation pit instability mode. For different failure modes, the calculation formulas for soil pressure are derived using the horizontal micro-element method and the equivalent bulk density method, and a calculation method for 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 constituting a part of the specification of this embodiment are used to provide a further understanding of this embodiment. The schematic embodiments and descriptions of this embodiment are used to explain this embodiment and do not constitute an improper limitation on this embodiment.

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

[0056] Figure 2 Schematic diagram of the 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 Schematic diagram of the third rupture mode of Example 1 of the present invention;

[0059] Figure 5 This is the micro-unit analysis model of Mode 1 of Example 1 of the present invention;

[0060] Figure 6 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 This is the micro-unit analysis model of mode 2 of embodiment 1 of the present invention;

[0063] Figure 9 This is the analysis model of the three micro-units of the mode 1 of the present invention; DETAILED DESCRIPTION

[0064] The present invention will be further described below with reference to 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 meaning as commonly understood by those skilled in the art to which the present application belongs.

[0066] Example 1:

[0067] This embodiment provides a method for calculating the earth pressure of a rock-soil support structure in a large-angle composite stratum. Figure 1 As shown in the figure, based on actual engineering, relevant formation parameters are collected. When determining the instability mode, the collected formation parameters are used to calculate the formation rupture angle, obtaining two rupture angles α1 and α2 that define the instability mode. The rupture angles are then compared with the horizontal angle α at the soil interface to classify the three formation rupture modes. After determining the formation instability mode, the horizontal micro-element method is used to derive the calculation formulas for the three rupture modes. Finally, the derived calculation formulas are used to calculate the earth pressure.

[0068] S1. Collect formation parameters:

[0069] Optionally, a geological survey of the site is conducted to collect the stratum parameters within the site. The stratum 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 interface. By performing a stress analysis on the soil 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. The following provisions are made:

[0072] α1=φ2

[0073]

[0074] Where 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, the three rupture modes generated when the stratum is unstable are obtained. The specific mode identification 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 failure modes. It is divided into three failure modes, and the judgment conditions of each mode and the relationship between the fracture surface and the interface position can be intuitively seen. The various 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 soil 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 model 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; 02 is the friction angle between the 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 them, select d Z The microelement has a height of 1000 m and its own weight is dW1. Considering the stress of 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 with the sliding surface is established as the center point of the moment and the distance is 0. 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 terms, we get:

[0090]

[0091] Let σ x1-11 =A1σ Z1-11 ,but:

[0092]

[0093] σ x1-11 =A1σ Z1-11 Substituting this 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 them, select d Z The microelement has a height of dW2 and its own weight is dW2. Considering the stress of the microelement, the vertical stress σ is Z1-12 , the lower part is the vertical stress increment σ Z1-12 +dσ Z At the same time, considering 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 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 obtain:

[0110]

[0111] in:

[0112]

[0113]

[0114] S3.2, rupture mode 2:

[0115] For the convenience of calculation, the soil in the failure area of Model 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; 03 is the friction angle between the soil ACDF and the underlying soil, i.e. φ1; 02 is the friction angle between the 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 obtain:

[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 Figure 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; 02 is the friction angle between soil ACE and the underlying soil, i.e. φ2.

[0132] ACE is calculated by using the equivalent bulk density method, then 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 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 from the soil interface to the cast-in-place pile body is 6.2m. According to geological exploration data, the upper stratum of the site is miscellaneous fill, 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 foundation pit instability mode. According to the above judgment method, α>α2, and the calculation method of the third rupture mode is used for solution. Substituting the above parameters into the force of the microelement is σ x1-3 , in the formula, the pile-soil friction angle δ 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] Example 2:

[0142] This embodiment provides a system for calculating earth pressure of 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 various rupture modes of the stratum based on the comparison relationship between the rupture angle for dividing the instability mode and the angle between the interface of the soil layer and the horizontal direction;

[0145] The calculation equation determination module is configured to: determine multiple calculation equations for calculating earth pressures in different failure modes based on a horizontal micro-element method and an equivalent bulk density method; wherein, when determining the calculation equations, the soil in the failure area is first divided according to the intersection points of the soil layer interface and the boundary of the soil in the failure area, and the intersection points of the sliding surface and the boundary of the soil in the failure area to obtain different blocks; then, the horizontal micro-element method is used to perform a force analysis on the divided blocks, and the equivalent bulk density of the corresponding blocks is calculated using the equivalent bulk density method;

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

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

[0148] Example 3:

[0149] This embodiment provides a computer-readable storage medium having a computer program stored thereon. 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] Example 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] Example 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 large-angle composite stratum rock and soil support structure described in Example 1 are implemented.

[0154] The above description is merely a preferred embodiment of this embodiment and is not intended to limit this embodiment. Those skilled in the art will readily appreciate that this embodiment may be modified and varied in various ways. Any modifications, equivalent substitutions, or improvements made within the spirit and principles of this embodiment shall be within the scope of protection of this embodiment.

Claims

1. The calculation method of earth pressure of geotechnical support structure in large-angle composite strata is characterized by: include: Obtain the rupture angle for dividing the instability mode and the angle of the soil interface in the horizontal direction; According to the comparison between the rupture angle used to divide the instability mode and the angle between the soil layer interface and the horizontal direction, various rupture modes of the stratum are obtained. Based on the horizontal micro-element method and the equivalent bulk density method, multiple calculation equations for calculating earth pressure in different failure modes are determined. When determining the calculation equations, the soil in the failure zone is first divided according to the intersection points of the soil layer interface and the boundary of the soil in the failure zone, and the intersection points of the slip surface and the boundary of the soil in the failure zone, to obtain different blocks. The horizontal micro-element method is then used to perform a 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 slip surface of the soil layer and the horizontal angle after the slip 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 and is greater than the horizontal angle of the soil interface, the active earth pressure is: 0≤z＜ h 01-11 h 01-11 ≤z＜ h 01-12 in, is the weight of the original soil layer; is the vertical projection length of AF, where A is the intersection of the sliding surface and the boundary of the soil in the failure area, and F is the intersection of the soil interface and the sliding surface; h is the depth of the foundation pit; 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 foundation pit at any point; is the inclination angle of the slip surface in the horizontal direction; is the pile-soil friction angle; and is the friction angle between different soil masses and the underlying soil mass; is the inclination angle of the slip surface in the horizontal direction after extension; is the inclination angle of the soil layer interface in the horizontal direction; is stress; is stress; is the weight of the new soil layer; is the vertical height of the soil interface; is the equivalent bulk density.

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, including the horizontal angle of the sliding surface of the soil layer, 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: 0≤z＜ h 01-21 h 01-21 ≤z＜ h 01-22 in, is the weight of the original soil layer; is the vertical projection length of AF, where A is the intersection of the sliding surface and the boundary of the soil in the failure area, and F is the intersection of the soil interface and the sliding surface; 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 foundation pit at any point; is the inclination angle of the soil layer interface in the horizontal direction; is the pile-soil friction angle; is the friction angle between the corresponding soil and the underlying soil; is the inclination angle of the slip surface in the horizontal direction after extension; is the vertical height of the soil interface; is the depth of the foundation pit; is stress; is stress; It is the weight of the new soil layer.

5. 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 horizontal angle of the extended sliding surface is smaller than the horizontal angle of the soil interface, the active earth pressure is: in, h is the depth of the foundation pit; is the equivalent bulk density; is the vertical height of the soil interface; is the weight of the original soil layer; is the weight of the new soil layer; is the inclination angle of the soil layer interface in the horizontal direction; is the inclination angle of the slip surface in the horizontal direction after extension; z is the depth of foundation pit at any point; 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 and soil support structure in a large-angle composite stratum according to claim 1 is characterized in that: The horizontal angle of the sliding surface of the soil layer α 1, and the horizontal angle after the sliding surface angle is extended α 2 are: α 1= φ 2 in, φ 2 is the internal friction angle of the lower soil.

7. Earth pressure calculation system for geotechnical support structure in large-angle composite strata, characterized by: 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 various rupture modes of the stratum based on the comparison relationship between the rupture angle for dividing the instability mode and the angle between the interface of the soil layer and the horizontal direction; The calculation equation determination module is configured to: determine multiple calculation equations for calculating earth pressures in different failure modes based on a horizontal micro-element method and an equivalent bulk density method; wherein, when determining the calculation equations, the soil in the failure area is first divided according to the intersection points of the soil layer interface and the boundary of the soil in the failure area, and the intersection points of the sliding surface and the boundary of the soil in the failure area to obtain different blocks; then, the horizontal micro-element method is used to perform a force analysis on the divided blocks, and the equivalent bulk density of the corresponding blocks is calculated using the equivalent bulk density method; The soil pressure calculation module is configured to obtain soil pressures under different rupture modes using a plurality of predetermined 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 the earth pressure of the rock and soil support structure in the large-angle composite stratum as described in any one of claims 1 to 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 large-angle composite stratum rock and soil support structure according to any one of claims 1 to 6 are implemented.

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