Numerical Simulation Method for Foundation Pit Settlement in Water-rich Strata

Abstract

An embodiment of the present invention discloses a numerical simulation method for the settlement of foundation pit engineering in water-rich strata, including: obtaining the calculation grid and soil parameters of the numerical model of foundation pit engineering in water-rich strata; performing numerical calculations on the calculation grid to obtain the distribution of stress and seepage field; calculating the permeability coefficient and compression coefficient under the current soil state; calculating the dynamic pore water pressure and steady-state pore water pressure; calculating the soil deformation according to the compression coefficient, dynamic pore water pressure and steady-state pore water pressure; and performing consolidation analysis according to the permeability coefficient. This embodiment can accurately predict the consolidation deformation of soil during complex construction processes.

Description

Technical Field

[0001] The embodiments of the present invention relate to the technical field of numerical calculation in civil engineering, and particularly to a numerical simulation method for the settlement of foundation pit engineering in water-rich strata. Background Technique

[0002] Water-rich strata refer to those strata with a relatively high groundwater level, large water content, and water that can flow or permeate freely. Affected by various factors such as precipitation and terrain, the groundwater dynamics in water-rich strata vary greatly. A deep foundation pit refers to a foundation pit with a excavation depth exceeding 5 meters (including 5 meters), or an engineering project with a excavation depth less than 5 meters but with particularly complex geological conditions, surrounding environment, and underground pipelines.

[0003] During the construction process of excavating a foundation pit in water-rich strata, it is necessary to closely monitor the changes in the groundwater level, soil deformation, etc., and timely adjust the construction plan to achieve the dynamic control of the settlement of the foundation pit project in water-rich strata. The primary key to achieving this goal lies in accurately predicting the consolidation deformation of the soil during the complex construction process, providing a basis for predicting and controlling the settlement of the foundation pit project in water-rich strata.

[0004] In the prior art, Patent CN109537569A provides a prediction method for the large deformation settlement process of multi-layer horizontal vacuum-reinforced reclamation soft soil, and Patent CN114781035A provides a method for calculating the degree of consolidation of the foundation, neither of which can solve the above technical problems. In view of this, the present invention is proposed. Summary of the Invention

[0005] The embodiments of the present invention provide a numerical simulation method for the settlement of foundation pit engineering in water-rich strata to solve the above technical problems.

[0006] In a first aspect, the embodiments of the present invention provide a numerical simulation method for the settlement of foundation pit engineering in water-rich strata, including:

[0007] Obtain the calculation grid and soil parameters of the numerical model of the foundation pit engineering in water-rich strata;

[0008] Perform numerical calculations on the calculation grid to obtain the distribution of stress and seepage fields;

[0009] Calculate the permeability coefficient and compression coefficient under the current soil state;

[0010] Calculate the dynamic pore water pressure and steady-state pore water pressure;

[0011] Calculate the soil deformation according to the compression coefficient, dynamic pore water pressure, and steady-state pore water pressure;

[0012] Perform consolidation analysis according to the permeability coefficient;

[0013] Among them, the soil state includes pore water pressure and effective stress;

[0014] Calculating the permeability coefficient and compression coefficient under the current soil state includes:

[0015] According to the following formula, calculate the permeability coefficient k under the current soil state:

[0016] (1)

[0017] Among them, k0 represents the initial permeability coefficient, which refers to the soil permeability coefficient under standard hydraulic conditions; α represents the state sensitivity coefficient, which characterizes the sensitivity of the permeability coefficient to the change of effective stress; represents the change in effective stress, which refers to the change in effective stress of the soil after construction or water level change; β represents the water content sensitivity coefficient, which characterizes the sensitivity of the permeability coefficient to the change of water content; represents the change in soil water content;

[0018] According to the following formula, calculate the compression coefficient m under the current soil state:

[0019] (2)

[0020] Among them, represents the initial compression coefficient, which refers to the compression performance of the soil under normal conditions; α represents the state sensitivity coefficient, which characterizes the sensitivity of the permeability coefficient to the change of effective stress; represents the change in effective stress, which refers to the change in effective stress of the soil after construction or water level change; represents the pore water pressure sensitivity coefficient, which characterizes the response degree of the compression coefficient to the change of pore water pressure; represents the change in pore water pressure, which refers to the influence of water change on the compression capacity of the soil.

[0021] In a second aspect, an embodiment of the present invention provides an electronic device, and the electronic device includes:

[0022] One or more processors;

[0023] A memory for storing one or more programs,

[0024] When the one or more programs are executed by the one or more processors, the one or more processors implement the numerical simulation method for the settlement of foundation pit engineering in water-rich strata described in any embodiment.

[0025] In a third aspect, an embodiment of the present invention further provides a computer-readable storage medium, on which a computer program is stored, and when the program is executed by a processor, it implements the numerical simulation method for the settlement of foundation pit engineering in water-rich strata described in any embodiment.

[0026] In an embodiment of the present invention, a numerical simulation method for the settlement of foundation pit engineering in water-rich strata is provided. By means of numerical simulation, the consolidation deformation of soil mass during complex construction processes can be accurately predicted, providing a basis for predicting and controlling the settlement of foundation pit engineering in water-rich strata. Specifically, in the calculation of the permeability coefficient and the compression coefficient, the current soil state is introduced in this embodiment, accurately reflecting the spatio-temporal variation of the hydro-mechanical properties of the soil mass during the consolidation process. At the same time, a new state-dependent soil consolidation theoretical model is constructed and used, which can more accurately predict the settlement deformation of the foundation under complex working conditions compared with the traditional model. Brief Description of the Drawings

[0027] In order to more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the following will briefly introduce the drawings required for the description of the specific embodiments or the prior art. Obviously, the drawings in the following description are some embodiments of the present invention. For those of ordinary skill in the art, other drawings can be obtained based on these drawings without creative efforts.

[0028] Figure 1 It is a flowchart of a numerical simulation method for the settlement of foundation pit engineering in water-rich strata provided by an embodiment of the present invention;

[0029] Figure 2 It is a schematic structural diagram of an electronic device provided by an embodiment of the present invention. Detailed Embodiments

[0030] To make the objectives, technical solutions and advantages of the present invention clearer, the technical solutions of the present invention will be clearly and completely described below. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts fall within the scope of protection of the present invention.

[0031] In the description of the present invention, it should be noted that the orientation or positional relationship indicated by the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc. is based on the orientation or positional relationship shown in the drawings, and is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus cannot be construed as a limitation of the present invention. In addition, the terms "first", "second", and "third" are only used for descriptive purposes and cannot be construed as indicating or implying relative importance.

[0032] In the description of the present invention, it should also be noted that, unless otherwise clearly specified and defined, the terms "installation", "connection", and "coupling" 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 an indirect connection through an intermediate medium, and it can be the communication inside two components. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0033] In practical engineering applications, water-rich strata can be judged by various methods. For example, it can be judged according to formation lithology, geological structure, on-site observation, historical hydrological data, or according to being greater than a set groundwater level threshold and / or water content threshold, etc. The reason for the settlement of the foundation pit engineering structure in water-rich strata is the consolidation deformation of the soil around the structure under the action of the upper engineering load, that is, the discharge and compression deformation of the water in the soil. The deformation process is directly related to the soil permeability coefficient, and the final deformation amount is directly related to the compression coefficient / modulus. In the embodiments of the present invention, it is found that during the complex construction process, the state parameters of the on-site soil will continuously change, and will affect the soil permeability coefficient and compression coefficient / modulus, and ultimately affect the consolidation deformation amount. To accurately predict the soil deformation during the construction process, a numerical simulation method for the settlement of foundation pit engineering in water-rich strata provided by the embodiments of the present invention introduces the on-site soil state in the calculation of the soil permeability coefficient and compression coefficient, and obtains a state-related soil permeability coefficient and compression coefficient, thereby improving the accuracy of soil deformation prediction. To illustrate this method, the calculation methods of the permeability coefficient and compression coefficient in the prior art are introduced first.

[0034] The soil permeability coefficient and compression coefficient in the prior art adopt a constant model or a linear model. Specifically, the permeability coefficient 𝑘 is a parameter (water permeability) that measures the ability of water to flow through soil or rock. The common expression is Darcy's law:

[0035] (S-1)

[0036] where q is the flow rate of water through the soil (volume flow rate), m³ / s; k is the permeability coefficient, m / s, which is usually obtained by measurement in the laboratory; A is the cross-sectional area of the soil, m²; Δh is the head difference, m; L is the length of the seepage path, m.

[0037] Compression coefficient refers to the volume change of the soil when pressure is applied (the ease of compression of the soil under pressure), with the unit kPa -1 . It is generally used to describe the characteristics of the soil during the primary compression stage, and is a simplified model of the relationship between pore water pressure and effective stress change.

[0038] Constant compression coefficient model:

[0039] (S - 2)

[0040] Wherein, is the change in void ratio.

[0041] Linear compression coefficient model:

[0042] (S - 3)

[0043] Wherein, and are constants related to material properties, is the effective stress applied to the soil mass.

[0044] The reciprocal of the confined deformation model E of soil s is called the volume compression coefficient m of soil v , that is:

[0045] (S - 4)

[0046] The unit of is the same as that of the compression coefficient

[0047] Based on the understanding of the above prior art, Figure 1 is a flowchart of a numerical simulation method for the settlement of a foundation pit project in a water - rich stratum provided by an embodiment of the present invention. This method is applicable to the numerical simulation of the soil deformation in the excavation of a foundation pit in a water - rich stratum and is executed by an electronic device. As Figure 1 shown, the method specifically includes:

[0048] S110. Obtain a numerical simulation model in the excavation project of a foundation pit in a water - rich stratum.

[0049] In this embodiment, for a specific excavation project of a foundation pit in a water - rich stratum, a numerical simulation model suitable for complex construction processes is adopted to realize the co - action analysis of the superstructure - foundation - subgrade. This model conducts a coupled analysis of soil stress and seepage according to the basic theories of soil mechanics and foundation engineering, and calculates the settlement of the existing underground space structure caused by the subsequent superstructure. Optionally, the geometric shapes and material properties of the foundation, subgrade, and superstructure need to be specified in this model, and mesh division is performed based on finite element analysis or other numerical methods. In the numerical calculation, the soil deformation in the excavation project of the foundation pit in the water - rich stratum is dynamically simulated based on this model.

[0050] Furthermore, the basic equation for the co - action analysis of the superstructure - foundation - subgrade is as follows:

[0051] (S - 5)

[0052] Among them, [k] is the stiffness matrix of the foundation, which is the stiffness matrix of the foundation slab when the foundation is a flat slab, and the stiffness matrices of the beam and slab need to be superimposed when the foundation is a beam-slab type; [k s is the stiffness matrix of the foundation soil; [k j is the stiffness matrix of the superstructure; [δ] is the soil deformation of the foundation; [Q] is the load vector. Through this basic equation, the settlement of the superstructure of the subsequent construction on the existing underground space structure can be calculated.

[0053] In subsequent operations, based on the above basic equation and the layer-wise summation method, the soil can be stratified and the deformation can be calculated layer by layer, and finally the total settlement or compression can be obtained by summation. Specifically, the above basic equation for the interaction analysis of superstructure - foundation soil - foundation and the layer-wise summation method are both existing technologies, and their basic principles will not be elaborated here. Only a single layer will be taken as an example below to illustrate the improved operations in each time step of the numerical simulation of this embodiment.

[0054] S120. Generate the computational grid of the numerical simulation model, and set the soil parameters, initial groundwater level conditions, and construction load conditions.

[0055] S130. Conduct numerical calculations on the computational grid to obtain the distribution of stress and seepage fields.

[0056] Based on soil mechanics and foundation engineering, numerical calculations are conducted on the computational grid to obtain the distribution of stress and seepage fields. Among them, the stress field includes the effective stress of the soil, and the seepage field includes the pore water pressure of the soil.

[0057] S140. Calculate the permeability coefficient and compression coefficient under the current soil state.

[0058] Specifically, the soil state includes effective stress and pore water pressure. According to the distribution of stress and seepage fields in S130, the change of the current soil state relative to the initial soil state can be obtained. In this embodiment, the current soil state is introduced into the calculation of the permeability coefficient and compression coefficient, and a time-varying model of state-dependent soil hydro-mechanical properties (in-situ soil state) is proposed, which is different from the traditional constant / linear model. The improved permeability coefficient formula is as follows:

[0059] (1)

[0060] Among them, k represents the improved permeability coefficient (m / s), indicating the water flow penetration ability of the soil under given conditions; k0 is the initial permeability coefficient (m / s), indicating the soil permeability coefficient under standard hydraulic conditions (such as no external pressure and stable water level); α is the state sensitivity coefficient, characterizing the sensitivity of the permeability coefficient to the change of effective stress (unitless); $\Delta\sigma$ refers to the change in effective stress (kPa), which represents the change in effective stress of the soil mass after construction or water level change; $\beta$ is the water content sensitivity coefficient, which characterizes the sensitivity of the permeability coefficient to the change in water content (unitless); $\Delta w$ refers to the change in water content (%), which represents the change in the water content of the soil mass and can affect the permeability ability.

[0061] The improved compression coefficient formula is as follows:

[0062] (2)

[0063] where $m$ represents the improved compression coefficient of the soil mass ($m^2 / kN$), which describes the deformation response ability of the soil mass under the action of load; $\overline{m}$ represents the initial compression coefficient of the soil mass ($m^2 / kN$), which refers to the compression performance of the soil mass under normal conditions; $\alpha$ represents the pore water pressure sensitivity coefficient, which characterizes the response degree of the compression coefficient to the change in pore water pressure (unitless); $\Delta u$ represents the change in pore water pressure (kPa), which refers to the influence of water change on the compression ability of the soil mass. Among them, the change in each parameter refers to the change relative to the initial moment at the current moment.

[0064] The above improved formula is highly nonlinear and naturally has the ability to describe the spatio-temporal variation of the in-situ soil mass state, and has the following advantages: considering the influence of multiple factors, such as the influence of effective stress, water content, and pore water pressure on the permeability coefficient and compression coefficient, enabling the model to more comprehensively reflect the state of the soil mass; having nonlinear characteristics, allowing the formula to describe the nonlinear response of the soil mass under different states by introducing state sensitivity coefficients, providing more accurate simulation predictions; having dynamic adaptability, these improved formulas can be dynamically adjusted according to the actual working conditions, thereby improving the accuracy and reliability of numerical simulation.

[0065] Furthermore, in the stage of establishing the numerical model, the initial values of the soil mass permeability coefficient and compression coefficient can be predefined, and each sensitivity coefficient can be determined through experimental or field test data, or the permeability coefficient and compression coefficient under different states can be determined for use in numerical calculations. Among them, each sensitivity coefficient is related to the properties of the soil. For working conditions with similar soil properties, the same sensitivity coefficient or test parameters can be adopted.

[0066] S150. Calculate the dynamic pore water pressure and the steady-state pore water pressure; and calculate the soil mass deformation according to the compression coefficient, dynamic pore water pressure, and steady-state pore water pressure.

[0067] In this embodiment, using the above improved formula, a state-related soil mass consolidation deformation theoretical model is derived based on the mature Terzaghi framework, which truly reflects the process of soil mass loading, drainage, and compression accompanied by the change of soil mass state.

[0068] Specifically, the dynamic pore water pressure (the instantaneous pore water pressure caused by loading, drainage or other external actions during the dynamic change of pore water) is described as follows:

[0069] (3)

[0070] Wherein, represents the initial pore water pressure (kPa), represents the change coefficient of pore water pressure (unitless), represents the current total stress (kPa), represents the initial total stress (kPa); A represents the time coefficient (1 / s), t represents the time (s); B represents the nonlinear exponent of dynamic response (unitless).

[0071] Steady-state pore water pressure (the pore water pressure of the soil after reaching the steady state or drainage equilibrium. This is the pore water pressure when the soil consolidation reaches the stable state after a period of time, reflecting the long-term response of the soil) is described as follows:

[0072] (4)

[0073] Wherein, C represents the stress nonlinear exponent (unitless), which is used to control the influence degree of monotonically increasing stress on pore water pressure.

[0074] Then the soil deformation is described as follows:

[0075] (5)

[0076] Wherein, represents the initial strain of the soil, represents the soil compression coefficient (m² / kN), Steady-state nonlinear response coefficient.

[0077] Applying formulas (3) and (4) to numerical simulation, the dynamic pore water pressure and the steady-state pore water pressure of the soil can be calculated, and then the soil deformation can be calculated by using formula (5).

[0078] S160. Perform consolidation analysis according to the permeability coefficient.

[0079] Taking the one-dimensional consolidation equation of the soil consolidation process as an example, this equation can be expressed as follows:

[0080] (6)

[0081] Among them, u represents the pore water pressure; t represents time; represents the unit weight of the soil mass, which is used to introduce the gravity effect; represents the vertical coordinate, referring to the depth in the soil mass; h represents the soil mass thickness.

[0082] Applying the k calculated using the improved formula to this equation can achieve more accurate consolidation analysis.

[0083] It should be noted that in practical applications, only one of the above improved formulas (1) and (2) can be used, or both can be used simultaneously. When only one of them is used, for the calculations related to the other improved formula in the numerical simulation, conventional permeability coefficients or compression coefficients can be adopted, and the numerical simulation methods formed thereby all fall within the protection scope of the embodiments of the present invention.

[0084] Furthermore, in order to improve the accuracy of numerical calculations, this embodiment also provides a method for adaptively adjusting the mesh density according to the calculation results. The node adaptive criterion is used to search in real time for positions such as the structure-soil that need to be refined, and the node density near them is increased to solve the highly nonlinear problem. In a specific implementation manner, in the calculation of each time step, the preliminary calculation mesh of the soil mass of the foundation pit project in the water-rich stratum generated in S120; in S130, numerical calculations are performed on the preliminary calculation mesh to obtain the distribution of stress and seepage fields; then after executing S140 - S160, the following steps are further included:

[0085] Step 1: Evaluate the error of the numerical solution to determine whether mesh adjustment is required. Optionally, if the current numerical calculation is the first calculation, it is determined that mesh adjustment is required. If the current numerical calculation is the second or more calculations, the error between the numerical solutions of the recent several calculations is used to determine whether mesh adjustment is required. Exemplarily, if this error is less than the set threshold, it indicates that the calculation result tends to be stable and there is no need to continue adjusting the mesh; if this error is greater than the set threshold, it indicates that the calculation result can still be more accurate, and then proceed to the following Step 2 and Step 3.

[0086] Step 2: Increase the mesh density in the area where the change in the numerical solution is greater than a certain threshold, and decrease the mesh density in the area where the change in the numerical solution is less than another threshold. Specifically, when the stress gradient or flow velocity in a certain area changes greatly (such as greater than the first threshold), it indicates that more calculation accuracy is required in this area, and the mesh in this area is refined; while in the area where the stress or flow velocity changes gently (such as less than the second threshold) or is unimportant, the mesh density is decreased, so as to optimize the use of calculation resources. Among them, the first threshold is greater than the second threshold.

[0087] Optionally, the nodes can be encrypted using isoparametric transformation in units of background elements, that is, encrypted and arranged on the isoparametric elements, and then the newly added nodes are mapped onto the original background elements. To improve the calculation efficiency, the water head values of the vertices of the original background elements can be linearly assigned to the newly added nodes to continue the calculation of the current time step. At the same time, to reduce the bandwidth of the matrix to improve the calculation efficiency, the node numbers can be optimized so that the node numbers within the support domain of the calculation points are close to each other. Optionally, a reference point can be selected, and the distance from the reference point is used as the basis for the node number size. In addition, an encryption transition zone may also be set to avoid matrix singularity caused by a large difference in node density.

[0088] Step 3: Re-perform numerical calculations based on the adjusted mesh until the error between the numerical solutions before and after adjustment is less than the set threshold. Specifically, after completing the mesh adaptive adjustment through Step 2, it is possible to return to S130 to re-perform numerical calculations on the adjusted calculation mesh, update the stress and seepage fields, and re-execute S140 - S160, as well as Steps 1 to 3, and so on in a loop until the error between the numerical solutions of the recent several calculations is less than the set threshold.

[0089] The final calculation result can be used to perform the layer-wise summation method to obtain the total soil settlement.

[0090] In summary, compared with the method of this embodiment, the conventional soil stress-seepage coupling analysis is usually based on a fixed mesh and has the following main disadvantages:

[0091] 1) Fixed mesh limitation: Once the mesh is generated, the distribution distance and density of the nodes no longer change, which may lead to inaccurate calculations in some areas while over-calculating in other areas, resulting in a waste of resources.

[0092] 2) Low calculation efficiency: Facing complex non-linear soil stress and water flow distributions, it is difficult for a fixed mesh to capture important details and often requires a higher number of nodes to improve accuracy, resulting in an extended calculation time.

[0093] 3) Insufficient support for complex geometries: When dealing with complex soil and boundary conditions, the fixed mesh lacks flexibility and is difficult to adapt to changes in actual situations.

[0094] The adaptive mesh adjustment method in this embodiment has the following advantages:

[0095] 1) Improve calculation accuracy: By increasing the node density in areas with large stress and flow velocity changes, important physical phenomena can be captured more accurately, thus greatly reducing errors.

[0096] 2) Optimize computing resources: By reducing the node density in unimportant areas, unnecessary calculations are avoided, enabling more efficient utilization of computing resources and enhancing the computing efficiency.

[0097] 3) Dynamic adaptability: This method can dynamically adjust the mesh during the calculation process, thus better adapting to the changes in soil and water flow. Especially during nonlinear analysis, it can continuously optimize the calculation area.

[0098] 4) Enhance the ability to handle complex problems: The adaptive mesh method can more flexibly handle complex soil geometries, boundary conditions, and the interaction between stress and seepage, and is applicable to complex situations in practical engineering.

[0099] In summary, this embodiment provides a numerical simulation method for the settlement of foundation pit engineering in water-rich strata. By means of numerical simulation, it can accurately predict the consolidation deformation of soil during complex construction processes, providing a basis for predicting and controlling the settlement of foundation pit engineering in water-rich strata. Specifically, this embodiment can achieve the following beneficial effects:

[0100] 1) In the calculation of permeability coefficient and compression coefficient in this embodiment, the current soil state is introduced, accurately reflecting the spatio-temporal changes of the hydro-mechanical properties of soil during the consolidation process. At the same time, a new state-dependent soil consolidation theoretical model is constructed and used, which can more accurately predict the settlement deformation of the foundation under complex working conditions than traditional models. The error during the whole construction process is within 4.0%, while the error of traditional models can be as high as about 40%.

[0101] 2) In this embodiment, the spatio-temporal correlation of the formation water level change and structural load is considered in the numerical simulation. Through the analysis method of the common action of superstructure - foundation - basement, the stress-seepage analysis of the existing underground space structure under the action of the upper load is realized. In the numerical calculation, the method of node adaptive mesh adjustment is introduced, improving the accuracy and speed of the stress-seepage coupling analysis, and achieving low-consumption, high-efficiency and accurate calculation.

[0102] Figure 2 The structural schematic diagram of an electronic device provided by an embodiment of the present invention is shown as Figure 2 shown. The device includes a processor 60, a memory 61, an input device 62, and an output device 63; the number of processors 60 in the device can be one or more, Figure 2 taking one processor 60 as an example; the processor 60, the memory 61, the input device 62, and the output device 63 in the device can be connected through a bus or other means, Figure 2 taking the connection through the bus as an example.

[0103] The memory 61 serves as a computer-readable storage medium and can be used to store software programs, computer-executable programs, and modules, such as the program instructions / modules corresponding to the numerical simulation method for the settlement of foundation pit engineering in water-rich strata in the embodiments of the present invention. The processor 60 executes various functional applications and data processing of the device by running the software programs, instructions, and modules stored in the memory 61, that is, implements the above-mentioned numerical simulation method for the settlement of foundation pit engineering in water-rich strata.

[0104] The memory 61 mainly includes a program storage area and a data storage area. Among them, the program storage area can store an operating system and application programs required for at least one function; the data storage area can store data created according to the use of the terminal, etc. In addition, the memory 61 may include high-speed random access memory and may also include non-volatile memory, such as at least one magnetic disk storage device, a flash memory device, or other non-volatile solid-state storage devices. In some instances, the memory 61 may further include a memory remotely set relative to the processor 60, and these remote memories can be connected to the device through a network. Examples of the above network include but are not limited to the Internet, an enterprise intranet, a local area network, a mobile communication network, and combinations thereof.

[0105] The input device 62 can be used to receive input digital or character information and generate key signal inputs related to the user settings and function controls of the device. The output device 63 may include a display device such as a display screen.

[0106] The embodiments of the present invention also provide a computer-readable storage medium, on which a computer program is stored, and when the program is executed by a processor, it implements the numerical simulation method for the settlement of foundation pit engineering in water-rich strata in any embodiment.

[0107] The computer storage medium of the embodiments of the present invention can adopt any combination of one or more computer-readable media. The computer-readable medium can be a computer-readable signal medium or a computer-readable storage medium. The computer-readable storage medium can be, for example, but not limited to, an electrical, magnetic, optical, electromagnetic, infrared, or semiconductor system, apparatus, or device, or any combination of the above. More specific examples (non-exhaustive list) of the computer-readable storage medium include: an electrical connection having one or more wires, a portable computer disk, a hard disk, a random access memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or flash memory), an optical fiber, a portable compact disk read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination of the above. In this document, the computer-readable storage medium can be any tangible medium that contains or stores a program, and this program can be used by or in combination with an instruction execution system, apparatus, or device.

[0108] A computer-readable signal medium may include a data signal propagated in a baseband or as part of a carrier wave, which carries computer-readable program code. Such a propagated data signal may take various forms, including but not limited to electromagnetic signals, optical signals, or any suitable combination of the foregoing. A computer-readable signal medium may also be any computer-readable medium other than a computer-readable storage medium, which can send, propagate, or transmit a program for use by or in connection with an instruction execution system, apparatus, or device.

[0109] The program code contained on a computer-readable medium may be transmitted using any appropriate medium, including but not limited to wireless, wire, optical fiber cable, RF, etc., or any suitable combination of the foregoing.

[0110] The computer program code for performing the operations of the present invention may be written in one or more programming languages or combinations thereof. The programming languages include object-oriented programming languages such as Java, Smalltalk, C++, and also include conventional procedural programming languages such as the C language or similar programming languages. The program code may be executed entirely on the user's computer, partially on the user's computer, executed as a stand-alone software package, partially on the user's computer and partially on a remote computer, or entirely on a remote computer or server. In the case of a remote computer, the remote computer may be connected to the user's computer through any type of network, including a local area network (LAN) or a wide area network (WAN), or may be connected to an external computer (e.g., through the Internet using an Internet service provider).

[0111] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit them. Although the present invention has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that they can still modify the technical solutions described in the foregoing embodiments, or perform equivalent replacements for some or all of the technical features. These modifications or replacements do not cause the essence of the corresponding technical solutions to deviate from the technical solutions of the embodiments of the present invention.

Claims

1. A numerical simulation method for the settlement of foundation pit engineering in water-rich strata, characterized in that: include: Obtain the computational grid and soil parameters of the numerical model of foundation pit engineering in water-rich strata; Performing numerical calculations on the computational grid to obtain distribution of stress and seepage field; The permeability coefficient k and compressibility coefficient m under the current soil state are calculated according to the following formula, where the soil state includes pore water pressure and effective stress: k=k0·(1+α·Δσ')·(1+β·Δw) (1) m=m0·(1+α·Δσ')·(1+η·Δu) (2) Among them, k0 represents the initial permeability coefficient, which refers to the permeability coefficient of the soil under standard hydraulic conditions; α represents the state sensitivity coefficient, which characterizes the sensitivity of the permeability coefficient to the change of effective stress; Δσ' represents the change of effective stress, which refers to the change of effective stress of the soil after construction or water level change; β represents the water content sensitivity coefficient, which characterizes the sensitivity of the permeability coefficient to the change of water content; Δw represents the change of soil water content; m0 represents the initial compression coefficient, which refers to the compression performance of the soil under normal conditions; η represents the pore water pressure sensitivity coefficient, which characterizes the response of the compression coefficient to the change of pore water pressure; Δu represents the change of pore water pressure, which refers to the influence of water content change on the compression capacity of the soil; According to the following formula, the dynamic pore water pressure u is calculated c and steady-state pore water pressure u s : you c =u0+k u ·(σ-σ0)·(1-e -At ) B (3) you s =u0+(σ-σ0) C (4) Where u0 represents the initial pore water pressure, k u represents the coefficient of variation of pore water pressure, σ represents the current total stress, and σ0 represents the initial total stress; A represents the time coefficient, and t represents time; B represents the nonlinear index of dynamic response; C represents the stress nonlinear index, which controls the influence of monotonically increasing stress on pore water pressure; The soil deformation ε is calculated according to the following formula: ε=ε0+m·σ′+φ·(u c -u s ) (5) Among them, ε0 represents the initial strain of the soil, φ represents the steady-state nonlinear response coefficient, and σ′ represents the effective stress; Based on the permeability coefficient k, consolidation analysis is performed.

2. The method according to claim 1, characterized in that The consolidation analysis is performed according to the permeability coefficient, including: The consolidation analysis is performed according to the following equation: Among them, u represents the pore water pressure, t represents time, k represents the permeability coefficient, γ represents the unit weight of the soil, which is used to introduce the gravity effect, and z represents the vertical coordinate, which refers to the depth in the soil.

3. The method according to claim 1, characterized in that The method of obtaining the computational grid and soil parameters of the numerical model of the foundation pit engineering in the water-rich stratum comprises: obtaining the preliminary computational grid and soil parameters of the numerical model of the foundation pit engineering in the water-rich stratum; After the consolidation analysis is performed according to the permeability coefficient, the method further includes: determining whether grid adjustment is required based on an evaluation of the error of the numerical solution; if necessary, increasing the grid density in an area where the change in the numerical solution is greater than a first threshold, and reducing the grid density in an area where the change in the numerical solution is less than a second threshold, and re-performing numerical calculations based on the adjusted grid until the error of the numerical solution before and after the adjustment is less than a third threshold.

4. An electronic device, characterized in that: include: one or more processors; a memory for storing one or more programs, When the one or more programs are executed by the one or more processors, the one or more processors implement the numerical simulation method for settlement of foundation pit engineering in water-rich strata as described in any one of claims 1-3.

5. A computer-readable storage medium, characterized in that: A computer program is stored thereon, and when the program is executed by a processor, the numerical simulation method for settlement of foundation pit engineering in water-rich strata as described in any one of claims 1-3 is implemented.

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