A method, device and medium for predicting the deformation of a base soil mass

Abstract

Embodiments of the present invention disclose a method, device, and medium for predicting the deformation of foundation soil, including: obtaining the computational grid and soil parameters of a numerical model for a foundation pit project in a water-rich stratum; performing numerical calculations on the computational grid to obtain the distribution of stress and seepage fields; calculating the compression coefficient under the current soil state; calculating the dynamic pore water pressure and the steady-state pore water pressure; and predicting the soil deformation based on the compression coefficient, dynamic pore water pressure, and steady-state pore water pressure. This embodiment can accurately predict soil deformation during complex construction processes.

Description

Technical Field

[0001] The embodiments of the present invention relate to the technical field of civil engineering data processing, and in particular to a method, device and medium for predicting the deformation of foundation soil. Background Art

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

[0003] The dynamic control technology refers to dynamically adjusting the support structure and groundwater control measures by real-time monitoring the settlement of the foundation pit, combining geological exploration data and hydrogeological conditions to ensure the stability and safety during the foundation pit excavation process, aiming to timely detect and handle abnormal settlement situations and effectively prevent and control the occurrence of foundation pit settlement.

[0004] 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 soil deformation during the complex construction process to provide a basis for dynamically controlling the settlement of the underground space.

[0005] In the prior art, Patent CN109537569A provides a method for predicting the large deformation settlement process of multi-layer horizontal vacuum-reinforced reclaimed soft soil, and Patent CN114781035A provides a method for calculating the degree of foundation consolidation, neither of which can solve the above technical problems. In view of this, the present invention is proposed. Summary of the Invention

[0006] The embodiments of the present invention provide a method, device and medium for predicting the deformation of foundation soil to solve the above technical problems.

[0007] In a first aspect, the embodiments of the present invention provide a method for predicting the deformation of foundation soil, including:

[0008] Obtaining the calculation grid and soil parameters of the numerical model of the foundation pit project in water-rich strata;

[0009] Performing numerical calculations on the calculation grid to obtain the distribution of stress and seepage fields;

[0010] Calculating the compression coefficient under the current soil state;

[0011] Calculating the dynamic pore water pressure and the steady-state pore water pressure;

[0012] Predict soil deformation based on the compression coefficient, dynamic pore water pressure, and steady-state pore water pressure;

[0013] wherein the soil state includes pore water pressure and effective stress;

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

[0015] Calculate the compression coefficient m under the current soil state according to the following formula:

[0016] (2)

[0017] wherein, 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 compression coefficient to changes in 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 changes in pore water pressure; represents the change in pore water pressure, which refers to the influence of moisture change on the compression capacity of the soil.

[0018] In a second aspect, an embodiment of the present invention provides an electronic device, which includes:

[0019] One or more processors;

[0020] A memory for storing one or more programs,

[0021] When the one or more programs are executed by the one or more processors, the one or more processors implement the foundation soil deformation prediction method described in any embodiment.

[0022] 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 foundation soil deformation prediction method described in any embodiment.

[0023] This embodiment of the present invention provides a foundation soil deformation prediction method, which accurately predicts the soil deformation situation in a complex construction process through numerical simulation, providing a basis for predicting and controlling the settlement of foundation pit engineering in water-rich strata. Specifically, in the calculation of the compression coefficient in this embodiment, the current soil state is introduced to accurately reflect the spatio-temporal changes of the hydro-mechanical properties of the soil during the consolidation process. At the same time, a new state-dependent soil consolidation theoretical model is constructed and used, which can predict the settlement deformation of the foundation under complex working conditions more accurately than the traditional model. Description of the Drawings

[0024] 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 accompanying drawings required for the description of the specific embodiments or the prior art. Obviously, the accompanying drawings in the following description are some embodiments of the present invention. For those of ordinary skill in the art, without creative efforts, other accompanying drawings can also be obtained based on these drawings.

[0025] Figure 1 It is a flowchart of a method for predicting the deformation of a base soil body provided by an embodiment of the present invention;

[0026] Figure 2 It is a schematic structural diagram of an electronic device provided by an embodiment of the present invention. Specific embodiments

[0027] To make the objectives, technical solutions and advantages of the present invention clearer, the following will clearly and completely describe the technical solutions of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, rather than all embodiments. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present invention without creative efforts fall within the scope protected by the present invention.

[0028] 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 accompanying drawings. It 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 therefore should not be construed as a limitation to the present invention. In addition, the terms "first", "second", "third" are only used for descriptive purposes and cannot be construed as indicating or implying relative importance.

[0029] In the description of the present invention, it should also be noted that unless otherwise clearly specified and defined, the terms "installed", "connected", "connected" 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 directly connected or indirectly connected through an intermediate medium, and it can be the communication inside two elements. 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.

[0030] In actual engineering applications, water-rich strata can be judged by various methods. For example, it can be judged according to the formation lithology, geological structure, on-site observation, historical hydrological data, or by judging based on 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 lies in 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 method for predicting the deformation of the foundation soil 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.

[0031] In the prior art, the soil permeability coefficient and compression coefficient 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:

[0032] (S-1)

[0033] where q is the flow rate of water through the soil (volume flow rate), m³ / s; k is the permeability coefficient, m / s, 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.

[0034] 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.

[0035] Constant compression coefficient model:

[0036] (S-2)

[0037] where is the change in void ratio.

[0038] Linear compression coefficient model:

[0039] (S-3)

[0040] where and constants related to material properties is the effective stress applied to the soil mass.

[0041] The confined deformation model E of soil s The reciprocal of is called the volume compressibility m of soil v That is:

[0042] (S - 4)

[0043] The unit of is the same as that of the compressibility the same.

[0044] Based on the understanding of the above prior art Figure 1 is a flowchart of a method for predicting the deformation of the foundation soil provided by an embodiment of the present invention. This method is applicable to the numerical simulation of the soil deformation in the foundation pit excavation project in a water-rich stratum. As Figure 1 shown, this method specifically includes:

[0045] S110. Obtain the numerical simulation model in the foundation pit excavation project in a water-rich stratum.

[0046] In this embodiment, for the specific foundation pit excavation project 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 the soil stress and seepage according to the basic theories of soil mechanics and foundation engineering, and calculates the settlement generated by the upper continued construction building on the existing underground space structure. Optionally, the geometric shapes and material properties of the foundation, subgrade, and superstructure need to be specified in this model, and mesh division is carried out based on finite element analysis or other numerical methods. In the numerical calculation, the soil deformation in the foundation pit excavation project in a water-rich stratum will be dynamically simulated based on this model.

[0047] Further, the basic equation for the co-action analysis of the superstructure - foundation - subgrade is as follows:

[0048] (S - 5)

[0049] 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 type, 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 subgrade; [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 generated by the upper continued construction building on the existing underground space structure can be calculated.

[0050] Based on the above basic equations, in subsequent operations, the layer-wise summation method can be used to calculate the deformation of the soil layer by layer after stratifying the soil, and finally sum to obtain the total settlement or compression. Specifically, the above basic equations for the interaction analysis of superstructure - foundation - soil 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 in this embodiment.

[0051] S120. Generate the computational grid of the numerical simulation model, and set the soil parameters, initial groundwater level conditions, and construction load conditions.

[0052] S130. Conduct numerical calculations on the computational grid to obtain the distribution of stress and seepage fields.

[0053] Based on soil mechanics and foundation engineering, conduct numerical calculations 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.

[0054] S140. Calculate the permeability coefficient and compression coefficient under the current soil state.

[0055] 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 in 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:

[0056] (1)

[0057] where 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 (dimensionless); refers to the change amount of effective stress (kPa), referring to the change of effective stress after construction or water level change of the soil; β is the water content sensitivity coefficient, characterizing the sensitivity of the permeability coefficient to the change of water content (dimensionless); refers to the change amount of water content (% ), referring to the change of soil water content, which can affect the penetration ability.

[0058] The improved compression coefficient formula is as follows:

[0059] (2)

[0060] Among them, \(m\) represents the improved soil compression coefficient (\(m^2 / kN\)), which describes the deformation response ability of the soil under load; \(\overline{m}\) represents the initial soil compression coefficient (\(m^2 / kN\)), which refers to the compression performance of the soil under normal conditions; \(\beta\) represents the pore water pressure sensitivity coefficient, which characterizes the response degree of the compression coefficient to the change of pore water pressure (unitless); \(\Delta u\) represents the change amount of pore water pressure (\(kPa\)), which refers to the influence of water content change on the soil compression ability. Among them, the change amount of each parameter refers to the change amount at the current moment relative to the initial moment. \(\alpha\) characterizes both the sensitivity degree of the permeability coefficient to the change of effective stress and the sensitivity degree of the compression coefficient to the change of effective stress, and the two are the same.

[0061] The above improved formula is highly nonlinear and naturally has the ability to describe the spatio-temporal variation of the in-situ soil state, and has the following advantages: It takes into account 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, so that the model can more comprehensively reflect the state of the soil; It has nonlinear characteristics. By introducing the state sensitivity coefficient, the formula is allowed to describe the nonlinear response of the soil under different states, providing more accurate simulation and prediction; It has dynamic adaptability. These improved formulas can be dynamically adjusted according to the actual working conditions, thereby improving the accuracy and reliability of numerical simulation.

[0062] Furthermore, in the stage of establishing the numerical model, the initial values of the soil permeability coefficient and compression coefficient can be predefined, and each sensitivity coefficient can be determined through experimental or in-situ 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 measured parameters can be adopted.

[0063] S150. Calculate the dynamic pore water pressure and the steady-state pore water pressure; and calculate the soil deformation according to the compression coefficient, the dynamic pore water pressure and the steady-state pore water pressure.

[0064] In this embodiment, using the above improved formula, a state-related soil consolidation deformation theoretical model is derived based on the mature Terzaghi framework, which truly reflects the process of soil loading, drainage and compression accompanied by the change of soil state.

[0065] Specifically, the dynamic pore water pressure (the instantaneous pore water pressure caused by loading, drainage or other external actions during the dynamic change process of pore water) is described as follows:

[0066] (3)

[0067] Among them, represents the initial pore water pressure (kPa), represents the coefficient of variation 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 time (s); B represents the non - linear exponent of dynamic response (unitless).

[0068] 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 a stable state after a period of time, reflecting the long - term response of the soil) is described as follows:

[0069] (4)

[0070] Among them, C represents the stress non - linear exponent (unitless), which is used to control the influence degree of monotonically increasing stress on pore water pressure.

[0071] Then the soil deformation is described as follows:

[0072] (5)

[0073] Among them, represents the initial strain of the soil, represents the soil compression coefficient (m² / kN), represents the steady - state non - linear response coefficient.

[0074] Applying formulas (3) and (4) to numerical simulation, the dynamic pore water pressure of the soil and the steady - state pore water pressure can be calculated, and then the soil deformation can be calculated using formula (5).

[0075] S160. According to the permeability coefficient, consolidation analysis is carried out.

[0076] Taking the one - dimensional consolidation equation of the soil consolidation process as an example, this equation can be expressed as follows:

[0077] (6)

[0078] Among them, u represents the pore water pressure; t represents time; represents the unit weight of the soil, which is used to introduce the gravity effect; represents the vertical coordinate, referring to the depth in the soil.

[0079] Applying the k calculated using the improved formula to this equation can achieve more accurate consolidation analysis.

[0080] 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 numerical simulations, the conventional permeability coefficient or compressibility coefficient can be adopted, and the numerical simulation methods formed thereby all fall within the protection scope of the embodiments of the present invention.

[0081] Furthermore, in order to improve the accuracy of numerical calculations, this embodiment also provides a method for adaptively adjusting the grid density according to the calculation results, using the node adaptivity criterion to search in real time for positions such as structures - soil that need to be refined, and increasing the node density near them to solve highly nonlinear problems. In a specific implementation manner, in the calculation of each time step, the preliminary calculation grid of the soil body of the foundation pit project in the water-rich stratum generated in S120; in S130, numerical calculations are performed on the preliminary calculation grid to obtain the distribution of stress and seepage fields; then after executing S140 - S160, the following steps are further included:

[0082] Step 1: Evaluate the error of the numerical solution to determine whether grid adjustment is required. Optionally, if the current numerical calculation is the first calculation, it is defaulted that grid adjustment is required. If the current numerical calculation is the second or more calculations, then according to the error between the numerical solutions of the recent several calculations, it is determined whether grid adjustment is required. Exemplarily, if the 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 grid; if the 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.

[0083] Step 2: Increase the grid density in the region where the change in the numerical solution is greater than a certain threshold, and decrease the grid density in the region where the change in the numerical solution is less than another threshold. Specifically, when the stress gradient or flow velocity in a certain region changes greatly (such as greater than the first threshold), it indicates that more calculation accuracy is required in this region, and then the grid in this region is refined; while in the region where the stress or flow velocity changes gently (such as less than the second threshold) or is unimportant, the grid density is decreased, so as to optimize the use of calculation resources. Among them, the first threshold is greater than the second threshold.

[0084] Optionally, the nodes can be encrypted using isoparametric transformation in units of background elements, that is, encrypted and arranged on 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 and 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 size of the node numbers. In addition, it may also be necessary to set an encryption transition zone to avoid matrix singularity caused by a large difference in node density.

[0085] Step 3: Re - perform numerical calculations based on the adjusted grid until the error between the numerical solutions before and after the adjustment is less than the set threshold. Specifically, after completing the grid adaptive adjustment through Step 2, return to S130 to re - perform numerical calculations on the adjusted calculation grid, 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.

[0086] The final calculation result can be used to perform the layer - wise summation method to obtain the total soil settlement.

[0087] Generally speaking, compared with the method of this embodiment, the conventional soil stress - seepage coupling analysis is usually based on a fixed grid and has the following main disadvantages:

[0088] 1) Fixed grid limitation: Once the grid is generated, the distribution distance and density of the nodes no longer change, which may lead to inaccurate calculations in some areas and over - calculations in other areas, resulting in a waste of resources.

[0089] 2) Low calculation efficiency: Facing complex non - linear soil stress and water flow distributions, it is difficult for a fixed grid to capture important details and often requires a higher number of nodes to improve accuracy, resulting in an extended calculation time.

[0090] 3) Insufficient support for complex geometries: When dealing with complex soil and boundary conditions, the fixed grid lacks flexibility and is difficult to adapt to changes in actual situations.

[0091] The adaptive grid adjustment method in this embodiment has the following advantages:

[0092] 1) Improve calculation accuracy: By increasing the node density in areas with large changes in stress and flow velocity, important physical phenomena can be captured more accurately, thereby greatly reducing errors.

[0093] 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.

[0094] 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.

[0095] 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.

[0096] In summary, this embodiment provides a method for predicting the deformation of foundation soil, which accurately predicts the consolidation deformation of soil during complex construction processes through numerical simulation, 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:

[0097] 1) In the calculation of the permeability coefficient and compression coefficient, the current soil state is introduced in this embodiment, accurately reflecting the spatio-temporal changes of the hydro-mechanical properties of the 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 compared with the traditional model. The error during the whole construction process is within 4.0%, while the error of the traditional model can be as high as about 40%.

[0098] 2) In the numerical simulation, this embodiment considers the spatio-temporal correlation of the groundwater level change and structural load in the stratum, and realizes the stress-seepage analysis of the existing underground space structure under the action of the upper load through the analysis method of the common action of the superstructure-foundation-soil. 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 realizing low-consumption, high-efficiency and accurate calculation.

[0099] Furthermore, based on the prediction results provided by the above method, two aspects of construction measures can be implemented to dynamically control the underground airspace settlement at the millimeter level.

[0100] On the one hand, through the millimeter-level advanced combined dewatering / anti-seepage construction technology, the underground space settlement is controlled within the millimeter level before the building load is applied. First, based on the precise positioning, installation and operation monitoring of the water-stop piles, the previous rough construction problems are overcome, and combined with post-grouting strengthening and post-tensioned slow-setting main bars, high-quality water-stop piles without broken heads are ensured in the water-rich stratum.

[0101] On the other hand, through the millimeter-level water level-structure load synchronous lifting construction technology, the settlement of the underground space is controlled within the millimeter level during the application of the building load. First, through the building load segmentation and layering unitization technology, the application of the building load is segmented and evenly diffused to the existing underground space structure, and the application of the building load is layered. Through the co-action analysis platform prediction and on-site measurement, it is ensured that the settlement increment of the underground structure after the application of each layer of load is within the millimeter level. At the same time, through the hierarchical water level dynamic feedback lifting technology, before the application of each layer of load, the water level is lifted to a reasonable height and fine-tuned after the application of each layer of load. Similarly, through the co-action analysis platform prediction and on-site measurement, it is ensured that the total settlement caused by each layer of load is within the millimeter level and reaches stability.

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

[0103] The memory 61, as a computer-readable storage medium, can be used to store software programs, computer-executable programs, and modules, such as the program instructions / modules corresponding to the method for predicting the deformation of the base soil body in the embodiment 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, the above-mentioned method for predicting the deformation of the base soil body is implemented.

[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 can include a high-speed random access memory, and can also include a non-volatile memory, such as at least one disk storage device, a flash memory device, or other non-volatile solid-state storage devices. In some instances, the memory 61 can 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-mentioned network include but are not limited to the Internet, an enterprise intranet, a local area network, a mobile communication network, and their combinations.

[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 can include a display device such as a display screen.

[0106] An embodiment of the present invention also provides a computer-readable storage medium, on which a computer program is stored, and when the program is executed by a processor, the method for predicting the deformation of the base soil body in any embodiment is implemented.

[0107] The computer storage medium of the embodiment of the present invention may adopt any combination of one or more computer-readable media. The computer-readable medium may be a computer-readable signal medium or a computer-readable storage medium. The computer-readable storage medium may 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 may be any tangible medium that contains or stores a program, and the program can be used by or in combination with an instruction execution system, apparatus, or device.

[0108] The computer-readable signal medium may include a data signal propagated in a baseband or as part of a carrier wave, which carries the 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 above. The computer-readable signal medium may also be any computer-readable medium other than the computer-readable storage medium, and the computer-readable medium can send, propagate, or transmit a program for use by or in combination with an instruction execution system, apparatus, or device.

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

[0110] Computer program code for performing the operations of the present invention may be written in one or more programming languages or combinations thereof, including object-oriented programming languages such as Java, Smalltalk, C++, and also including conventional procedural programming languages such as the C language or similar programming languages. The program code may execute entirely on the user's computer, partly on the user's computer, as a stand-alone software package, partly on the user's computer and partly on a remote computer, or entirely on the 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 alternatively, 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 on some or all of the technical features; and 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 method for predicting the deformation of a base soil mass, characterized in that, Including: Obtaining the computational grid and soil parameters of the numerical model for the foundation pit project in a water-rich stratum; Performing numerical calculations on the computational grid to obtain the distribution of stress and seepage fields; Calculating the compression coefficient m under the current soil state according to the following formula: m = m0·(1 + α·Δσ')·(1 + η·Δu) (2) Wherein, the soil state includes pore water pressure and effective stress, m0 represents the initial compression coefficient, referring to the compression performance of the soil under normal conditions; α represents the state sensitivity coefficient, characterizing the sensitivity of the compression coefficient to the change in effective stress; Δσ' represents the change in effective stress, referring to the change in effective stress of the soil after construction or water level change; η represents the pore water pressure sensitivity coefficient, characterizing the response degree of the compression coefficient to the change in pore water pressure; Δu represents the change in pore water pressure, referring to the influence of water content change on the soil compression capacity; Calculate the dynamic pore water pressure u according to the following formula c : u c = u0 + k u ·(σ - σ0)·(1 - e -At ) B (3) Among them, u0 represents the initial pore water pressure, k u represents the change coefficient of pore water pressure, σ represents the current total stress, σ0 represents the initial total stress; A represents the time coefficient, t represents time; B represents the nonlinear exponent of dynamic response; Calculate the steady-state pore water pressure u according to the following formula s :[[]]END]] u s = u0 + (σ - σ0) C (4) Wherein, u0 represents the initial pore water pressure; C represents the stress nonlinear index, controlling the influence degree of monotonically increasing stress on pore water pressure; σ represents the current total stress, and σ0 represents the initial total stress; Predicting the soil deformation ε 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 mass, m represents the compression coefficient, φ represents the steady-state non-linear response coefficient, σ′ represents the effective stress, u c represents the dynamic pore water pressure, and u s represents the steady-state pore water pressure.

2. The method according to claim 1, characterized in that, The obtaining of the computational grid and soil parameters of the numerical model for the foundation pit project in a water-rich stratum includes: obtaining the preliminary computational grid and soil parameters of the numerical model for the foundation pit project in a water-rich stratum; After predicting the soil deformation, it further includes: determining whether grid adjustment is required according to the evaluation of the numerical solution error; if so, increasing the grid density in the area where the numerical solution change is greater than the first threshold, reducing the grid density in the area where the numerical solution change is less than the second threshold, and re-performing numerical calculations according to the adjusted grid until the numerical solution error before and after adjustment is less than the third threshold.

3. The method according to claim 1, wherein It also includes: Based on the prediction result, controlling the settlement of the underground space to be at the millimeter level before the building load is applied.

4. The method according to claim 1, characterized in that It also includes: Based on the prediction result, controlling the settlement of the underground space to be at the millimeter level during the application of the building load.

5. An electronic device, characterized in that, Including: 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, enabling the one or more processors to implement the method for predicting the deformation of the base soil as described in any one of claims 1-4.

6. A computer-readable storage medium, characterized in that, Stored thereon is a computer program, and when the program is executed by a processor, it implements the method for predicting the deformation of the base soil as described in any one of claims 1-4.

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