Subway tunnel structure simulation method and system suitable for underground water disturbance

Abstract

The invention relates to a subway tunnel structure simulation method and system suitable for underground water disturbance, and the method comprises the steps: building a large-scale three-dimensional geologic model through FLAC3D numerical simulation software based on the geology, soil and hydrological data of a target region; collecting tunnel structure data of the target area, and constructing a small-scale tunnel model on the basis of the large-scale three-dimensional geologic model based on the tunnel structure data; calculating boundary conditions of the small-scale tunnel model by using a Kriging interpolation method; and acquiring a stress field, a displacement field and a pore water pressure field of the small-scale tunnel model by utilizing FLAC3D numerical simulation software according to the calculated boundary conditions. According to the method, coupling calculation is carried out based on the two models of different sizes, fine features and local stress distribution of the tunnel structure can be accurately reflected, the local disturbance effect of underground water changes on the tunnel structure can be more comprehensively revealed, and therefore a scientific basis is provided for long-term safety performance of the tunnel.

Description

Technical Field

[0001] The present invention relates to the technical field of tunnel structure simulation, and in particular to a method and system for simulating subway tunnel structure under groundwater disturbance. Background Art

[0002] With the implementation of the South-to-North Water Diversion Project, the groundwater level in the North China Plain has gradually risen. In recent years, the groundwater level in the Beijing Plain has risen by up to 10m. However, most of the existing underground subway tunnels were built before the groundwater level rose, and the impact of the groundwater level on the tunnel structure was not considered during the tunnel construction process. The rise in groundwater levels directly leads to an increase in water pressure outside the tunnel, causing the tunnel lining structure to bear higher external pressure loads. Long-term high water pressure may cause problems such as lining cracking and joint failure. High water pressure exerts uneven forces on the tunnel surrounding rock and lining structure, which may cause tunnel lining displacement, ground settlement or uplift. The deformation of the tunnel structure not only affects its safety, but also changes the force distribution in the tunnel, resulting in local stress concentration and increasing the risk of structural instability.

[0003] At present, the numerical simulation research of groundwater is usually carried out by using software such as ABAQUS. However, the existing simulation methods have the following problems:

[0004] (1) The commonly used groundwater level simulation methods are generally aimed at large-scale numerical models. Large-scale models usually use coarse grid division to improve computational efficiency, which makes it difficult to mesh details within a small range (such as inside a tunnel), thus affecting the accuracy of stress and deformation.

[0005] (2) If the tunnel grid is refined, the number of grids in the large-scale model will be too large, which will seriously affect the overall calculation efficiency of the model and greatly increase the calculation cost.

[0006] (3) When the water level changes, small-scale tunnel structures may exhibit complex nonlinear behaviors, such as plastic deformation, crack expansion, etc. Large-scale models may not be able to effectively capture these nonlinear characteristics due to the large mesh size, resulting in deviations in performance analysis results.

[0007] (4) In large-scale analyses, local effects (such as tunnel joints, cracks, and non-uniformity of the surrounding soil) may be neglected, which results in a lack of adequate consideration of the true response of the tunnel structure to water level changes, especially when analyzing stress concentration or deformation. Summary of the invention

[0008] To solve the above problems, an object of the embodiments of the present invention is to provide a method and system for simulating subway tunnel structures under groundwater disturbance.

[0009] A method for simulating subway tunnel structures under groundwater disturbance, comprising:

[0010] Step 1: Based on the geological, soil and hydrological data of the target area, a large-scale three-dimensional geological model is established using FLAC3D numerical simulation software;

[0011] Step 2: Collect tunnel structure data of the target area, and build a small-scale tunnel model based on the large-scale 3D geological model based on the tunnel structure data;

[0012] Step 3: Use the Kriging interpolation method to calculate the boundary conditions of the small-scale tunnel model;

[0013] Step 4: According to the calculated boundary conditions, the stress field, displacement field and pore water pressure field of the small-scale tunnel model are obtained using the FLAC3D numerical simulation software.

[0014] Preferably, the step 3: using the Kriging interpolation method to calculate the boundary conditions of the small-scale tunnel model includes:

[0015] Step 3.1: Determine the coordinate range of the target node of the large-scale 3D geological model and the coordinate range of the node to be interpolated in the small-scale tunnel model;

[0016] Step 3.2: Determine a first displacement value and a first pore water pressure value at a corresponding position according to the coordinates of a target node of the large-scale three-dimensional geological model;

[0017] Step 3.3: Based on the first displacement value and the first pore water pressure value, the second displacement value and the second pore water pressure value of each node coordinate on the boundary of the small-scale tunnel model are calculated using the space transformation formula.

[0018] Preferably, in step 3.3, the spatial transformation formula is:

[0019]

[0020] in, represents the second displacement value, λ i is the spatial weight coefficient indicating the contribution of the i-th point to the interpolation result, Z dis represents the first displacement value, Indicates the second pore water pressure value, Z pp Indicates the first pore water pressure value.

[0021] The present invention also provides a subway tunnel structure simulation system suitable for groundwater disturbance, comprising:

[0022] Large-scale 3D geological model building module, which is used to build a large-scale 3D geological model based on the geological, soil and hydrological data of the target area using FLAC3D numerical simulation software;

[0023] A small-scale tunnel model building module is used to collect tunnel structure data in the target area and build a small-scale tunnel model based on the large-scale 3D geological model.

[0024] The boundary condition calculation module is used to calculate the boundary conditions of the small-scale tunnel model using the Kriging interpolation method;

[0025] The tunnel model simulation module is used to obtain the stress field, displacement field and pore water pressure field of the small-scale tunnel model using the FLAC3D numerical simulation software according to the calculated boundary conditions.

[0026] Preferably, the boundary condition calculation module includes:

[0027] A parameter acquisition module is used to determine the coordinate range of the target nodes in the large-scale three-dimensional geological model and the coordinate range of the nodes to be interpolated in the small-scale tunnel model;

[0028] A parameter determination module, used to determine a first displacement value and a first pore water pressure value at a corresponding position according to the coordinates of a target node of a large-scale three-dimensional geological model;

[0029] The parameter calculation module is used to calculate the second displacement value and the second pore water pressure value of each node coordinate on the boundary of the small-scale tunnel model using a space transformation formula based on the first displacement value and the first pore water pressure value.

[0030] Preferably, in the parameter calculation module, the spatial transformation formula is:

[0031]

[0032] in, represents the second displacement value, λ i is the spatial weight coefficient indicating the contribution of the i-th point to the interpolation result, Z dis represents the first displacement value, Indicates the second pore water pressure value, Z pp Indicates the first pore water pressure value.

[0033] The present invention also provides an electronic device, comprising a bus, a transceiver, a memory, a processor and a computer program stored in the memory and executable on the processor, wherein the transceiver, the memory and the processor are connected via the bus, and wherein the computer program, when executed by the processor, implements the steps of the above-mentioned method for simulating subway tunnel structure under groundwater disturbance.

[0034] The present invention also provides a computer-readable storage medium having a computer program stored thereon, characterized in that when the computer program is executed by a processor, the steps in the above-mentioned method for simulating subway tunnel structure under groundwater disturbance are implemented.

[0035] According to the specific embodiments provided by the present invention, the present invention discloses the following technical effects:

[0036] The present invention relates to a method for simulating subway tunnel structures under groundwater disturbance. Compared with the prior art, the present invention performs coupled calculations based on two models of different scales, which can accurately reflect the subtle features and local stress distribution of the tunnel structure, and can more comprehensively reveal the local disturbance effect of groundwater changes on the tunnel structure, thereby providing a scientific basis for the long-term safety performance of the tunnel.

[0037] In order to make the above-mentioned objects, features and advantages of the present invention more obvious and easy to understand, preferred embodiments are given below and described in detail with reference to the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0038] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0039] Figure 1 A flow chart of a method for simulating subway tunnel structure under groundwater disturbance provided by the present invention;

[0040] Figure 2 A schematic diagram of a large-scale three-dimensional geological model provided by the present invention;

[0041] Figure 3 A schematic diagram of a small-scale tunnel model provided by the present invention;

[0042] Figure 4 A schematic diagram of boundary control of a small-scale model provided by the present invention;

[0043] Figure 5 The average height change curve of groundwater level provided by the present invention;

[0044] Figure 6 The large-scale model pore pressure field profile from 2016 to 2019 provided by the present invention;

[0045] Figure 7 The profile of the pore pressure field of the large-scale model provided by the present invention from 2020 to 2023;

[0046] Figure 8 A schematic diagram of the tunnel bore pressure field of a small-scale model from 2016 to 2019 provided by the present invention;

[0047] Fig. 9 Schematic diagram of the small-scale model tunnel bore pressure field for 2020-2023 provided by the present invention. DETAILED DESCRIPTION

[0048] In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside", "clockwise", "counterclockwise" and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the referred device or element must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as limiting the present invention.

[0049] In addition, the terms "first" and "second" are used for descriptive purposes only and should not be understood as indicating or implying relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first" and "second" may explicitly or implicitly include one or more of the features. In the description of the present invention, the meaning of "plurality" is two or more, unless otherwise clearly and specifically defined.

[0050] In the present invention, unless otherwise clearly specified and limited, the terms "installed", "connected", "connected", "fixed" and the like should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or it can be an indirect connection through an intermediate medium, or it can be the internal communication of two components. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0051] See also Figure 1 , a method for simulating subway tunnel structures under groundwater disturbance, comprising:

[0052] Step 1: Based on the geological, soil and hydrological data of the target area, a large-scale three-dimensional geological model is established using FLAC3D numerical simulation software;

[0053] In practical applications, the present invention needs to collect and organize geological, soil and hydrological data of the target area to determine the soil layer distribution, average groundwater level, physical and mechanical properties of each soil layer, permeability and other parameters in the target area. Figure 2As shown in the figure, a large-scale ideal model is established using FLAC3D numerical simulation software, and a coarser grid is selected to quickly calculate the groundwater flow and soil stress field in a large range. Appropriate boundary conditions are set, including groundwater level, external load and lateral pressure.

[0054] Step 2: Collect tunnel structure data of the target area, and build a small-scale tunnel model based on the large-scale 3D geological model based on the tunnel structure data;

[0055] In step 2, first divide the small-scale model range that needs to be refined and modeled. This method sets the small model range as follows: the tunnel is away from the left and right boundaries of the model, the lower boundary is five times its own diameter, and the upper boundary is up to the ground surface. According to the divided small-scale model range, determine the tunnel structure, such as the tunnel diameter, lining thickness, the width of each ring segment, the thickness of the grouting protective layer and other geometric parameters, and determine the material strength parameters. Among them, the constitutive model of the tunnel support structure and the method of taking the material properties in the numerical model are as follows: the tunnel lining segment structure adopts an ideal elastic model, and the strength parameter value refers to the segment response concrete strength. Considering the weakening of the mechanical properties of the segment by the joint, the elastic modulus of the segment is reduced to a certain extent. The grouting protective layer adopts an ideal elastic-plastic model, and the strength parameter adopts the response grouting structure entity mechanical parameters, such as Figure 3 shown.

[0056] Step 3: Use the Kriging interpolation method to calculate the boundary conditions of the small-scale tunnel model;

[0057] Furthermore, step 3 includes:

[0058] Step 3.1: Determine the coordinate range of the target node of the large-scale 3D geological model and the coordinate range of the node to be interpolated in the small-scale tunnel model;

[0059] Step 3.2: Determine a first displacement value and a first pore water pressure value at a corresponding position according to the coordinates of a target node of the large-scale three-dimensional geological model;

[0060] Step 3.3: Based on the first displacement value and the first pore water pressure value, the second displacement value and the second pore water pressure value of each node coordinate on the boundary of the small-scale tunnel model are calculated using the space transformation formula.

[0061] like Figure 4 As shown, in the embodiment of the present invention, the Kriging interpolation method is used to calculate the data of each node on the boundary of the small model to control the displacement of the node on the boundary of the small model and the pore water pressure.

[0062] The detailed process of interpolation conversion between large-scale model node data and small-scale model node data can be expressed as follows:

[0063] The basic formula of Kriging interpolation is:

[0064]

[0065] in, is the estimated value at (xo,yo), that is, z o = z(x o ,y o ). i is the weight coefficient, indicating the i-th point pair (x i ,y i ) is the contribution of the interpolation result at .

[0066] Based on the above Kriging interpolation principle, first determine the node ID number range of the known data in the large model and the node ID number range to be interpolated in the small model.

[0067] ID∈{ID 1 ,ID 2 ,ID 3 ...ID n}

[0068] id∈{id 1 ,id 2 ,id 3 ...id n}

[0069] According to the coordinate value of the large model node (x ID ,y ID ), get the displacement value Z at the determined position dis , pore water pressure value Z pp Equal parameters, and for any coordinate (x ID ,y ID ) all satisfy:

[0070] Z dis =Z dis (x ID ,y ID )

[0071] Z pp =Z pp (x ID ,y ID )

[0072] By analyzing the spatial correlation between the node coordinates of the large model and the node coordinates to be interpolated in the small model, the displacement value z at the node position of the small model is calculated. dis 、Pore water pressure value z pp The calculation process for each node satisfies the following formula:

[0073]

[0074] That is, according to the known data Zdis , Z pp and the spatial weight coefficient λ i , calculate the z at the position to be interpolated of the small model dis 、z pp By matching the node information at the corresponding position, the displacement value and pore water pressure value boundary conditions of each node on the small model boundary can be obtained.

[0075] Step 4: According to the calculated boundary conditions, the stress field, displacement field and pore water pressure field of the small-scale tunnel model are obtained using the FLAC3D numerical simulation software.

[0076] According to the set small model boundary conditions, the displacement and velocity of the small model boundary nodes are fixed in the FLAC3D numerical simulation software, and the FLAC3D seepage calculation mode and mechanical calculation mode are opened at the same time, so that the internal nodes of the small model are iteratively calculated to balance, and the overall stress field, displacement field, and pore water pressure field of the small model are obtained. Repeat steps 3 and 4, consider the mechanical response behavior of the tunnel structure inside the small model during the continuous change of the groundwater level, and analyze the influence of groundwater disturbance on the tunnel structure performance.

[0077] The following is a further description of a subway tunnel structure simulation method applicable to groundwater disturbance according to the present invention in conjunction with a specific embodiment:

[0078] Step (1): Establish a three-dimensional refined engineering geological model

[0079] Numerical simulation analysis was conducted on the subway tunnel structure in the target area. Considering the length of the tunnel, the length (Y direction), width (X direction) and height (Z direction) of the large-scale model were 500m, 500m and 100m respectively. According to the collected rock and soil stratum data of the study area, as shown in Table 1, the soil stratum in the study area was generalized and the model was divided into 10 layers. The groundwater data of the study area was collected to obtain the evolution curve of the groundwater level over time, as shown in Table 1. Figure 5 shown.

[0080] Step (2): Determine the constitutive model, yield criterion, boundary conditions and calculation parameters of the large model. The calculation boundary is a displacement constraint boundary condition, the X-axis and Y-axis directions are normal displacement constraints, and the bottom of the Z-axis direction is a full constraint. The model boundary conditions are set as follows:

[0081] ① Single factor level constraint boundaries are set on the front and back and left and right boundaries of the model;

[0082] ② The bottom boundary and vertical direction of the model are set as fully constrained bottom and vertical boundaries, and the initial acceleration is set to zero;

[0083] ③The top of the model is set to be free, without any constraints;

[0084] This time, the ideal elastic-plastic model is selected as the constitutive model, and the Mohr-Coulomb criterion is used as the yield criterion. The selection of physical and mechanical parameters is based on the rock and soil stratum division standards collected in the research area.

[0085] Table 1

[0086]

[0087] Step (3): Generate initial geostress field and initial pore pressure field of large-scale model

[0088] like Figure 6-7 As shown in the figure, according to the collected groundwater data, the initial groundwater level is set, and the soil below the water level is saturated, generating the initial pore pressure field of the model. Combined with the determined model soil layer parameters and boundary conditions, the gravity acceleration is set, and the model is calculated to equilibrium under the action of its own weight to form the initial geostress field. The groundwater level is simplified to a horizontal plane for calculation, and the average water level height in each year is taken as the water level height of that year, and the water level height is changed in years. The permeability coefficient of the soil is isotropic, and the permeability coefficient is determined by referring to the hydrogeological data of the region. By changing the water level height in the model, the internal displacement field and pore pressure field of the large model in 2016-2023 are calculated.

[0089] Step (4): Build a small-scale model

[0090] Considering the size of the simulated real tunnel structure, the scope of the small-scale model is determined: from the surface to 5D below the bottom of the tunnel, from 5D on both sides of the tunnel centerline, and the axial length of the model is 30D. To simulate the shield tunnel, the width of each ring of segments is 6.5m, and a total of 30 rings of segments are set. The final three-dimensional model has a length (Y direction), width (X direction) and height (Z direction) of 195m, 71.5m and 54m respectively. The soil layer division of the small-scale model refers to the large-scale model, and a total of 6 layers are divided. The boundary conditions of the model are consistent with the large-scale model.

[0091] The interval tunnel is simplified as an elastic equal-thickness cylinder with an inner diameter of 5.0m and an outer diameter of 6.5m. The segment thickness is 0.35m, the concrete strength grade is C50, the grouting reinforcement layer thickness is 0.4m, and the tetrahedron solid unit is used to simulate the tunnel. The tunnel structural mechanical parameters are shown in Table 2. The structural unit permeability coefficient is determined by the material strength permeability coefficient.

[0092] Table 2

[0093] Tunnel structure Thickness(m) <![CDATA[ρ(kg / m 3 )]]> E(MPa) μ Lining Segments 0.35 1900 <![CDATA[3.15×10 4 ]]> 0.17 Grouting and other generation layers 0.4 2000 39.8 0.22 Shield machine body 0.2 2000 <![CDATA[2.06×10 5 ]]> 0.3

[0094] Step (6): Calculation of the overall seepage field of the small-scale model

[0095] like Figure 8-9As shown in the figure, the displacement value and pore water pressure value of each node at the boundary of the small model are calculated by the Kriging interpolation method, and the displacement field and pore pressure field inside the large-scale model are used as the control boundary conditions of the small-scale model. The rate of the boundary nodes of the small-scale model is controlled to zero, so that the internal nodes of the model are automatically iterated and calculated to equilibrium, so as to obtain the overall displacement field and pore pressure field of the small-scale model.

[0096] The simulation results show that the pore water pressure field of the large-scale model is nearly horizontal due to the influence of the simplified groundwater level. In the small-scale model that considers the tunnel structure in detail, the pore water pressure field around the tunnel changes with the change of the groundwater level due to the difference in permeability between the tunnel structure and the surrounding soil, and the change of the pore pressure field at the lower edge of the tunnel is significantly affected by the change of the groundwater level. The calculation results of this simulation method show that under the analysis of groundwater disturbance, the dual-scale coupling simulation method can be well applied to the weak position and stability analysis of the tunnel structure, and provide scientific guidance for engineering applications.

[0097] The present invention also provides a subway tunnel structure simulation system suitable for groundwater disturbance, comprising:

[0098] Large-scale 3D geological model building module, which is used to build a large-scale 3D geological model based on the geological, soil and hydrological data of the target area using FLAC3D numerical simulation software;

[0099] A small-scale tunnel model building module is used to collect tunnel structure data in the target area and build a small-scale tunnel model based on the large-scale 3D geological model.

[0100] The boundary condition calculation module is used to calculate the boundary conditions of the small-scale tunnel model using the Kriging interpolation method;

[0101] The tunnel model simulation module is used to obtain the stress field, displacement field and pore water pressure field of the small-scale tunnel model using the FLAC3D numerical simulation software according to the calculated boundary conditions.

[0102] Preferably, the boundary condition calculation module includes:

[0103] A parameter acquisition module is used to determine the coordinate range of the target nodes in the large-scale three-dimensional geological model and the coordinate range of the nodes to be interpolated in the small-scale tunnel model;

[0104] A parameter determination module, used to determine a first displacement value and a first pore water pressure value at a corresponding position according to the coordinates of a target node of a large-scale three-dimensional geological model;

[0105] The parameter calculation module is used to calculate the second displacement value and the second pore water pressure value of each node coordinate on the boundary of the small-scale tunnel model using a space transformation formula based on the first displacement value and the first pore water pressure value.

[0106] Preferably, in the parameter calculation module, the spatial transformation formula is:

[0107]

[0108] in, represents the second displacement value, λ i is the spatial weight coefficient indicating the contribution of the i-th point to the interpolation result, Z dis represents the first displacement value, Indicates the second pore water pressure value, Z pp Indicates the first pore water pressure value.

[0109] Compared with the prior art, the beneficial effects of a subway tunnel structure simulation system suitable for groundwater disturbance provided by the present invention are the same as the beneficial effects of a subway tunnel structure simulation method suitable for groundwater disturbance described in the above technical scheme, which will not be repeated here.

[0110] The present invention also provides an electronic device, comprising a bus, a transceiver, a memory, a processor and a computer program stored in the memory and executable on the processor, wherein the transceiver, the memory and the processor are connected via the bus, and wherein the computer program, when executed by the processor, implements the steps of the above-mentioned method for simulating the structure of a subway tunnel under groundwater disturbance. Compared with the prior art, the beneficial effects of the electronic device provided by the present invention are the same as the beneficial effects of the method for simulating the structure of a subway tunnel under groundwater disturbance described in the above-mentioned technical solution, and are not elaborated herein.

[0111] The present invention also provides a computer-readable storage medium having a computer program stored thereon, characterized in that when the computer program is executed by a processor, the steps in the above-mentioned method for simulating the structure of a subway tunnel under groundwater disturbance are implemented. Compared with the prior art, the beneficial effects of the computer-readable storage medium provided by the present invention are the same as the beneficial effects of the method for simulating the structure of a subway tunnel under groundwater disturbance described in the above-mentioned technical solution, which will not be repeated here.

[0112] The above is only a specific embodiment of the present invention, but the protection scope of the present invention is not limited thereto. Any technical solution that can be easily thought of by a person skilled in the art within the technical scope disclosed by the present invention should be included in the protection scope of the present invention. Therefore, the protection scope of the present invention shall be based on the protection scope of the claims.

Claims

1. A method for simulating subway tunnel structure under groundwater disturbance, characterized in that: include: Step 1: Based on the geological, soil and hydrological data of the target area, a large-scale three-dimensional geological model is established using FLAC3D numerical simulation software; Step 2: Collect tunnel structure data of the target area, and build a small-scale tunnel model based on the large-scale 3D geological model based on the tunnel structure data; Step 3: Use the Kriging interpolation method to calculate the boundary conditions of the small-scale tunnel model; Step 4: According to the calculated boundary conditions, the stress field, displacement field and pore water pressure field of the small-scale tunnel model are obtained using the FLAC3D numerical simulation software.

2. A method for simulating subway tunnel structure under groundwater disturbance according to claim 1, characterized in that: The step 3: using the Kriging interpolation method to calculate the boundary conditions of the small-scale tunnel model includes: Step 3.1: Determine the coordinate range of the target node of the large-scale 3D geological model and the coordinate range of the node to be interpolated in the small-scale tunnel model; Step 3.2: Determine a first displacement value and a first pore water pressure value at a corresponding position according to the coordinates of a target node of the large-scale three-dimensional geological model; Step 3.3: Based on the first displacement value and the first pore water pressure value, the second displacement value and the second pore water pressure value of each node coordinate on the boundary of the small-scale tunnel model are calculated using the space transformation formula.

3. A method for simulating subway tunnel structure under groundwater disturbance according to claim 2, characterized in that: In step 3.3, the spatial transformation formula is: in, represents the second displacement value, λ i is the spatial weight coefficient indicating the contribution of the i-th point to the interpolation result, Z dis represents the first displacement value, Indicates the second pore water pressure value, Z pp Indicates the first pore water pressure value.

4. A subway tunnel structure simulation system suitable for groundwater disturbance, characterized in that: include: Large-scale 3D geological model building module, which is used to build a large-scale 3D geological model based on the geological, soil and hydrological data of the target area using FLAC3D numerical simulation software; A small-scale tunnel model building module is used to collect tunnel structure data in the target area and build a small-scale tunnel model based on the large-scale 3D geological model. The boundary condition calculation module is used to calculate the boundary conditions of the small-scale tunnel model using the Kriging interpolation method; The tunnel model simulation module is used to obtain the stress field, displacement field and pore water pressure field of the small-scale tunnel model using the FLAC3D numerical simulation software according to the calculated boundary conditions.

5. A subway tunnel structure simulation system suitable for groundwater disturbance according to claim 4, characterized in that: The boundary condition calculation module comprises: A parameter acquisition module is used to determine the coordinate range of the target nodes in the large-scale three-dimensional geological model and the coordinate range of the nodes to be interpolated in the small-scale tunnel model; A parameter determination module, used to determine a first displacement value and a first pore water pressure value at a corresponding position according to the coordinates of a target node of a large-scale three-dimensional geological model; The parameter calculation module is used to calculate the second displacement value and the second pore water pressure value of each node coordinate on the boundary of the small-scale tunnel model using a space transformation formula based on the first displacement value and the first pore water pressure value.

6. A subway tunnel structure simulation system suitable for groundwater disturbance according to claim 5, characterized in that: In the parameter calculation module, the spatial transformation formula is: in, represents the second displacement value, λ i is the spatial weight coefficient indicating the contribution of the i-th point to the interpolation result, Z dis represents the first displacement value, Indicates the second pore water pressure value, Z pp Indicates the first pore water pressure value.

7. An electronic device, comprising a bus, a transceiver, a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the transceiver, the memory, and the processor are connected via the bus, wherein: When the computer program is executed by the processor, the steps in a method for simulating subway tunnel structure under groundwater disturbance as described in any one of claims 1 to 3 are implemented.

8. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the steps in a method for simulating subway tunnel structure under groundwater disturbance as described in any one of claims 1 to 3 are implemented.

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