Method and device for determining safety state of soil body around foundation pit

Abstract

The application provides a method and device for determining the safety state of soil around a foundation pit, which can be applied to the technical field of foundation pit engineering. The method comprises the following steps: obtaining strain component information of a plurality of soil grid units after soil division based on deformation vector information of soil around the foundation pit, wherein the strain component information comprises a horizontal strain component and a vertical strain component representing the stretching deformation of each soil grid unit in the horizontal direction and the vertical direction, respectively, and a shear strain component representing the shape distortion of each soil grid unit; inputting mobilized shear strain information obtained based on the horizontal strain component, the vertical strain component and the shear strain component into a relationship model for indicating the relationship between soil stress information and strain information to obtain mobilized strength information of the soil in a deformation state; determining the ratio between the mobilized strength information and reference strength information as strength mobilization rate information representing the safety reserve of the soil, and converting the strength mobilization rate information to obtain safety state information of the soil.

Description

Technical Field

[0001] This invention relates to the field of foundation pit engineering technology, and specifically to a method and apparatus for determining the safety status of the soil surrounding a foundation pit. Background Technology

[0002] During the excavation of the foundation pit, the relevant technologies mainly use fiber optic monitoring, earth pressure monitoring, array displacement meter monitoring and other technologies to monitor the state of the soil around the foundation pit. The risk assessment of the soil state relies heavily on large-scale finite element simulation analysis.

[0003] However, traditional monitoring technologies can usually only provide physical displacement data, which is difficult to intuitively reflect the various states inside the soil. This makes it difficult for staff to accurately judge the degree of soil damage, and they are prone to missing the best support time, which makes it difficult to guarantee the economy and safety of the foundation pit project. Finite element simulation analysis not only requires cumbersome material parameter selection and complex nonlinear iteration process, but also consumes a lot of calculation time and has high requirements for hardware performance, making it difficult to meet the real-time response and early warning needs of the construction site. Summary of the Invention

[0004] In view of the above problems, the present invention provides a method and apparatus for determining the safety status of the soil surrounding the foundation pit.

[0005] According to a first aspect of the present invention, a method for determining the safety state of soil surrounding a foundation pit is provided, comprising: obtaining strain component information of multiple soil grid units after soil division based on deformation vector information of the soil surrounding the foundation pit, wherein the strain component information includes horizontal strain components and vertical strain components characterizing the horizontal and vertical expansion and contraction deformation of each soil grid unit, respectively, and shear strain components characterizing the shape distortion of each soil grid unit; inputting the mobilization shear strain information obtained based on the horizontal strain components, vertical strain components, and shear strain components into a model for indicating the relationship between soil stress information and strain information to obtain mobilization strength information of the soil under deformation state; determining the ratio between the mobilization strength information and the reference strength information as the strength mobilization rate information characterizing the soil safety reserve, and converting the strength mobilization rate information to obtain the safety state information of the soil.

[0006] A second aspect of the present invention provides a device for determining the safety state of soil surrounding a foundation pit, comprising: a determination module, configured to obtain strain component information of multiple soil grid units after the soil is divided, based on deformation vector information of the soil surrounding the foundation pit, wherein the strain component information includes horizontal strain components and vertical strain components characterizing the horizontal and vertical expansion and contraction deformation of each soil grid unit, respectively, and shear strain components characterizing the shape distortion of each soil grid unit; an input module, configured to input the mobilization shear strain information obtained based on the horizontal strain components, vertical strain components, and shear strain components into a model indicating the relationship between soil stress information and strain information, thereby obtaining mobilization strength information of the soil under deformation state; and a conversion module, configured to determine the ratio between the mobilization strength information and the reference strength information as strength mobilization rate information characterizing the soil safety reserve, and convert the strength mobilization rate information to obtain the safety state information of the soil.

[0007] A third aspect of the present invention provides an electronic device comprising: one or more processors; and a memory for storing one or more computer programs, wherein the one or more processors execute the one or more computer programs to implement the steps of the method described above.

[0008] A fourth aspect of the present invention also provides a computer-readable storage medium having a computer program or instructions stored thereon, wherein the computer program or instructions, when executed by a processor, implement the steps of the above-described method.

[0009] A fifth aspect of the present invention also provides a computer program product, including a computer program or instructions that, when executed by a processor, implement the steps of the above-described method.

[0010] According to embodiments of the present invention, by analyzing the horizontal strain component, vertical strain component, and shear strain component in the strain component information, multiple states reflecting the internal deformation mode of the soil can be directly and comprehensively obtained from the displacement monitoring data. Thus, by inputting the mobilization shear strain information synthesized based on multi-directional strain component information into the relational model, the mobilization strength information characterizing the degree of soil strength utilization can be directly derived, establishing a direct mapping from deformation geometry to mechanical strength state. This solves the problem that traditional technologies cannot directly assess the soil state. Furthermore, by comparing the mobilization strength information with the reference strength information, the strength mobilization rate information is obtained, which intuitively and accurately characterizes the soil safety reserve in the form of a quantitative ratio. This enables accurate judgment of whether the soil is at the failure critical point, meeting the urgent need for real-time response and early warning at construction sites. Attached Figure Description

[0011] The above-described features, other objects, and advantages of the present invention will become clearer from the following description of embodiments of the invention with reference to the accompanying drawings, in which:

[0012] Figure 1 An application scenario diagram of the method and apparatus for determining the safety status of the soil surrounding the foundation pit according to an embodiment of the present invention is shown;

[0013] Figure 2 A flowchart illustrating a method for determining the safety status of soil surrounding a foundation pit according to an embodiment of the present invention is shown;

[0014] Figure 3 A schematic diagram showing the measured curve relationship between shear stress information and shear strain information according to an embodiment of the present invention is shown.

[0015] Figure 4 A structural block diagram of a device for determining the safety status of soil surrounding a foundation pit according to an embodiment of the present invention is shown.

[0016] Figure 5 A block diagram of an electronic device suitable for determining the safety status of soil surrounding a foundation pit, according to an embodiment of the present invention, is shown. Detailed Implementation

[0017] Hereinafter, embodiments of the present invention will be described with reference to the accompanying drawings. However, it should be understood that these descriptions are exemplary only and are not intended to limit the scope of the invention. In the following detailed description, numerous specific details are set forth to provide a thorough understanding of the embodiments of the invention for ease of explanation. However, it will be apparent that one or more embodiments may be practiced without these specific details. Furthermore, descriptions of well-known structures and techniques are omitted in the following description to avoid unnecessarily obscuring the concept of the invention.

[0018] The terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the invention. The terms “comprising,” “including,” etc., as used herein indicate the presence of the stated features, steps, operations, and / or components, but do not exclude the presence or addition of one or more other features, steps, operations, or components.

[0019] All terms used herein (including technical and scientific terms) have the meanings commonly understood by those skilled in the art, unless otherwise defined. It should be noted that the terms used herein are to be interpreted in a manner consistent with the context of this specification, and not in an idealized or overly rigid way.

[0020] When using expressions such as "at least one of A, B and C", they should generally be interpreted in accordance with the meaning that is commonly understood by those skilled in the art (e.g., "a system having at least one of A, B and C" should include, but is not limited to, a system having A alone, a system having B alone, a system having C alone, a system having A and B, a system having A and C, a system having B and C, and / or a system having A, B and C, etc.).

[0021] Traditional monitoring technologies can only provide physical displacement data, which is difficult to directly reflect the various states inside the soil. This makes it difficult to accurately judge the degree of soil damage, and it is easy to miss the best support time. The economy and safety of foundation pit projects cannot be guaranteed. Finite element simulation analysis not only requires cumbersome material parameter selection and complex nonlinear iteration process, but also consumes a lot of calculation time and has high hardware performance requirements, making it difficult to meet the real-time response and early warning needs of construction sites.

[0022] In one example, horizontal and vertical strain data of the soil are determined by analyzing various deformation data of the foundation pit wall based on its horizontal displacement data. Based on these data, the soil deformation results of the foundation pit can be obtained. While this method avoids obtaining deformation data through internal soil monitoring to some extent, it is limited to acquiring the displacement field at the geometric deformation level of the soil. It neglects assessing the internal mechanical state and safety level of the soil, and struggles to determine the degree of soil damage, thus failing to meet the urgent need for real-time safety early warning in engineering construction.

[0023] In one example, a tracer plate is vertically embedded in a soil model, and etched particles are placed at predetermined locations. The movement traces left by the etched particles on the tracer plate characterize the movement trajectory of soil particles. This method mainly focuses on laboratory model test environments, using physical tracing to simplify the soil deformation analysis process. However, this method is difficult to directly apply to real-time monitoring at construction sites and lacks the ability to obtain core mechanical indicators such as shear strain and strength mobilization rate within deep soil layers through analytical methods.

[0024] In one example, a numerical simulation 3D model of the entire process of layered excavation and support of the foundation pit is established, and the soil mechanical parameters of the foundation pit are nonlinearly inverted using a neural network method, thereby classifying the foundation pit deformation management levels and formulating early warning standards. Although this method can achieve a certain level of risk classification and early warning management for foundation pit construction, it relies on complex numerical simulation software and neural network iterative calculations. The modeling and nonlinear inversion process is cumbersome and time-consuming, making it difficult to meet real-time response requirements.

[0025] In one example, by considering the strength mobilization rate of different clays, a rapid assessment of the deformation and stress of a flexible enclosure structure is achieved. This method simulates the complete displacement profile of the flexible wall by superimposing a series of hinge mechanisms, rigid rotation, and translation mechanisms. However, this method is based on a simplified assumption of a uniform triangular strain distribution and fails to obtain anisotropic strain components through spatial analysis of the real-time displacement field. It is primarily used for performance prediction during the design phase, rather than for generating quantitative safety reserve assessment information in real-time based on measured deflection curves.

[0026] In view of this, embodiments of the present invention provide a method for determining the safety state of soil surrounding a foundation pit, comprising: obtaining strain component information of multiple soil grid units after soil division based on deformation vector information of the soil surrounding the foundation pit, wherein the strain component information includes horizontal strain components and vertical strain components characterizing the horizontal and vertical expansion and contraction deformation of each soil grid unit, and shear strain components characterizing the shape distortion of each soil grid unit; inputting the mobilization shear strain information obtained based on the horizontal strain components, vertical strain components, and shear strain components into a model used to indicate the relationship between soil stress information and strain information to obtain mobilization strength information of the soil under deformation state; determining the ratio between the mobilization strength information and the reference strength information as the strength mobilization rate information characterizing the soil safety reserve, and converting the strength mobilization rate information to obtain the safety state information of the soil.

[0027] According to embodiments of the present invention, by analyzing the horizontal strain component, vertical strain component, and shear strain component in the strain component information, multiple states reflecting the internal deformation mode of the soil can be directly and comprehensively obtained from the displacement monitoring data. Thus, by inputting the mobilization shear strain information synthesized based on multi-directional strain component information into the relational model, the mobilization strength information characterizing the degree of soil strength utilization can be directly derived, establishing a direct mapping from deformation geometry to mechanical strength state. This solves the problem that traditional technologies cannot directly assess the soil state. Furthermore, by comparing the mobilization strength information with the reference strength information, the strength mobilization rate information is obtained, which intuitively and accurately characterizes the soil safety reserve in the form of a quantitative ratio. This enables accurate judgment of whether the soil is at the failure critical point, meeting the urgent need for real-time response and early warning at construction sites.

[0028] Figure 1 The diagram illustrates an application scenario of the method and apparatus for determining the safety status of the soil surrounding a foundation pit according to an embodiment of the present invention.

[0029] like Figure 1 As shown, application scenario 100 according to this embodiment may include a detection device 101, a network 102, and a server 103. The network 102 is used as a medium to provide a communication link between the detection device 101 and the server 103. The network 102 may include various connection types, such as wired or wireless communication links or fiber optic cables, etc.

[0030] The detection device 101 can be a measuring robot and an inclinometer. The detection device 101 can measure and record the absolute or relative displacement of the surface and deep soil around the foundation pit in the horizontal and vertical directions in a high-frequency and automated manner, thereby generating deformation vector information that reflects the overall deformation trend of the soil, consisting of a series of displacement points.

[0031] Server 103 can be a processor used to execute a method for determining the safety status of the soil surrounding the foundation pit. For example, server 103 processes the input deformation vector information, discretizes the soil region into multiple soil grid elements, and calculates the strain component information (including horizontal strain component, vertical strain component, and shear strain component) of each element based on the displacement gradient; thereby, it calculates the mobilization shear strain information based on the strain components and inputs it into a preset relational model to solve for the mobilization intensity information; then, it compares the mobilization intensity with the input reference intensity information (such as the peak strength of the soil), calculates the intensity mobilization rate information, and converts it into safety status information (such as "safe", "warning", "danger" levels or specific safety factors) according to a preset threshold (such as a mobilization rate ≥ 0.8 for warning).

[0032] It should be noted that the method for determining the safety status of the soil surrounding the foundation pit provided in this embodiment of the invention can generally be executed by server 103. Correspondingly, the device for determining the safety status of the soil surrounding the foundation pit provided in this embodiment of the invention can generally be located in server 103. The method for determining the safety status of the soil surrounding the foundation pit provided in this embodiment of the invention can also be executed by a server or server cluster that is different from server 103 but can communicate with detection device 101 and / or server 103. Correspondingly, the device for determining the safety status of the soil surrounding the foundation pit provided in this embodiment of the invention can also be located in a server or server cluster that is different from server 103 but can communicate with detection device 101 and / or server 103.

[0033] It should be understood that Figure 1 The number of testing devices, networks, and servers shown is merely illustrative. Any number of testing devices, networks, and servers can be included depending on implementation needs.

[0034] Figure 2 A flowchart illustrating a method for determining the safety status of soil surrounding a foundation pit according to an embodiment of the present invention is shown.

[0035] like Figure 2 As shown, the method for determining the safety status of the soil surrounding the foundation pit in this embodiment may include operations S210 to S230.

[0036] In operation S210, based on the deformation vector information of the soil surrounding the foundation pit, the strain component information of multiple soil mesh elements after soil division is obtained. Among them, the strain component information includes the horizontal strain component and the vertical strain component representing the horizontal and vertical expansion and contraction deformation of each soil mesh element, respectively, as well as the shear strain component representing the shape distortion of each soil mesh element.

[0037] In operation S220, the mobilization shear strain information obtained based on the horizontal strain component, vertical strain component and shear strain component is input into the model used to indicate the relationship between soil stress information and strain information, so as to obtain the mobilization strength information of soil under deformation state.

[0038] In operation S230, the ratio between the mobilization intensity information and the reference intensity information is determined as the intensity mobilization rate information characterizing the soil safety reserve, and the intensity mobilization rate information is converted to obtain the soil safety status information.

[0039] In embodiments of the present invention, deformation vector information refers to the set of displacements generated in the horizontal and vertical directions at various points within the soil surrounding the foundation pit after deformation under stress. This vector field can be used to describe the deformation geometry of the soil in a two-dimensional plane. The soil mesh element can be a basic computational unit formed by logically discretizing a continuous area of ​​soil surrounding the foundation pit for computational analysis; for example, a rectangular soil mesh. Horizontal strain components characterize the horizontal expansion and contraction (tension or compression) of the soil mesh element. Vertical strain components characterize the vertical expansion and contraction of the soil mesh element. Shear strain components characterize the shape distortion, i.e., angular change, of the soil mesh element, reflecting the shear slip tendency of the soil.

[0040] Mobilized shear strain information can be based on horizontal, vertical, and shear strain components, integrating the contribution of strain in each direction to soil shear failure. The relationship model can be a mathematical model indicating the quantitative relationship between soil stress and strain information, reflecting the mapping relationship between shear strain and the shear strength exhibited by the soil. Mobilized strength information can be the actual shear strength exhibited by the soil under its current deformation state, which can be less than or equal to the peak strength of the soil, and its value increases with increasing shear strain.

[0041] Reference strength information can be the ultimate shear strength (e.g., undrained shear strength) that the soil can provide at complete failure, for example, obtained through laboratory triaxial tests. Strength mobilization rate information can be the ratio between mobilized strength information and reference strength information. Soil safety state information can be conclusive information used for engineering judgment, obtained by thresholding or visualizing the strength mobilization rate information.

[0042] For example, obtaining deformation vector information: the horizontal displacement curve of the foundation pit wall is obtained by the detection equipment, and then the complete horizontal deformation vector field and vertical deformation vector field inside the soil are constructed by using the kinematic analysis algorithm, thus obtaining a continuous displacement function covering the entire calculation area of ​​the soil around the foundation pit.

[0043] On a pre-defined soil mesh element, the analytical displacement function is directly differentiated analytically. The horizontal strain component of each element is obtained by taking the partial derivative of the horizontal deformation vector field with respect to the x-direction, and the vertical strain component is obtained by taking the partial derivative of the vertical deformation vector field with respect to the y-direction. The shear strain component is obtained by cross-differentiation of the horizontal deformation vector field with respect to the y-direction and the vertical deformation vector field with respect to the x-direction. Then, the mobilization shear strain information is calculated, the mobilization strength information is inverted through a relational model, and compared with the reference strength information to obtain the strength mobilization rate information. Finally, the safety state information is output.

[0044] For example, by using a high-density monitoring array, the horizontal and vertical displacements of each monitoring point in the soil are acquired, forming a discrete deformation vector information dataset. The monitoring area is divided into soil grid cells, and the nodal displacements of each soil grid cell are known. For each soil grid cell, using numerical methods such as central difference or shape functions, the horizontal strain components, vertical strain components, and shear strain components of the cell are calculated based on the displacement values ​​of the soil grid cell nodes.

[0045] After obtaining the strain components of each unit, the mobilization shear strain information is synthesized, and the mobilization intensity information is inverted through the relational model to obtain the ratio between the mobilization intensity information and the reference intensity information (c_u), which is used as the intensity mobilization rate information to generate the safety state information.

[0046] According to embodiments of the present invention, by analyzing the horizontal strain component, vertical strain component, and shear strain component in the strain component information, multiple states reflecting the internal deformation mode of the soil can be directly and comprehensively obtained from the displacement monitoring data. Thus, by inputting the mobilization shear strain information synthesized based on multi-directional strain component information into the relational model, the mobilization strength information characterizing the degree of soil strength utilization can be directly derived, establishing a direct mapping from deformation geometry to mechanical strength state. This solves the problem that traditional technologies cannot directly assess the soil state. Furthermore, by comparing the mobilization strength information with the reference strength information, the strength mobilization rate information is obtained, which intuitively and accurately characterizes the soil safety reserve in the form of a quantitative ratio. This enables accurate judgment of whether the soil is at the failure critical point, meeting the urgent need for real-time response and early warning at construction sites.

[0047] As can be understood, the above text has already explained how to determine the safety status information of the soil around the foundation pit from the overall technical solution. The following text will explain in detail how to obtain the strain component information of the soil grid element.

[0048] According to an embodiment of the present invention, based on the deformation vector information of the soil surrounding the foundation pit, strain component information of multiple soil grid elements after soil division is obtained, including: obtaining a displacement field function characterizing the mapping relationship between the displacement information of each soil grid element and spatial coordinates based on the displacement gradient information of each soil grid element in the deformation vector information; obtaining the horizontal strain component and the vertical strain component by taking partial derivatives of the displacement field function along the horizontal and vertical coordinates in the spatial coordinates; and obtaining the shear strain component by combining the first value obtained by taking the partial derivative of the horizontal displacement function along the vertical coordinate and the second value obtained by taking the partial derivative of the vertical displacement function along the horizontal coordinate in the displacement field function.

[0049] In embodiments of the present invention, displacement gradient information can refer to the soil horizontal displacement field information u(x, y) and vertical displacement field information v(x, y) in the displacement field function, which are the first-order partial derivatives with respect to the horizontal coordinate x and vertical coordinate y in spatial coordinates, respectively. They can characterize the rate of change of displacement in space and are the correlation information connecting displacement information and strain information.

[0050] The displacement field function is a mathematical function used to describe the mapping relationship between the horizontal and vertical displacements at any point within the soil and the spatial coordinates (x, y). The horizontal strain components can be obtained by taking the partial derivative of the horizontal displacement field information u(x, y) along the horizontal coordinate x. The horizontal strain components are denoted as... , This can characterize the linear expansion and contraction (tension or compression) deformation of a soil element in the x-direction. The vertical strain component can be obtained by taking the partial derivative of the vertical displacement field information v(x, y) along the vertical coordinate y, denoted as . , It can characterize the linear expansion and contraction deformation of soil elements in the y direction.

[0051] For example, displacement gradient information of each soil grid element can be extracted from the soil deformation vector information to establish a functional mapping relationship between displacement information and spatial coordinates; by performing analytical differentiation, the horizontal strain components of each soil grid element can be obtained by taking the partial derivative of the displacement field function with respect to spatial coordinates (x, y). Vertical strain components By cross-differentiating the horizontal displacement field information with respect to the y-direction and the vertical displacement field information with respect to the x-direction, the shear strain components of the soil element are obtained, denoted as γ. xy .

[0052] For example, for each soil mesh element, using the displacement information of its nodes (monitoring points) as known quantities, shape function interpolation (e.g., bilinear interpolation) is used to construct approximate, continuous horizontal displacement field information u(x, y) and vertical displacement field information v(x, y) within the element. The interpolation function is differentiated at the element center or integration point to obtain the displacement gradient information at that location. Using the gradient obtained from the differentiation, the horizontal strain components are calculated. and vertical strain components Calculate the first value. With the second value The shear strain component γ is obtained by summing the results. xy .

[0053] In one feasible embodiment, horizontal strain components can be combined. Vertical strain components and shear strain component γ xy This yields the strain tensor matrix used for mechanical synthesis.

[0054] It is understood that the embodiments of the present invention obtain strain components by directly taking the partial derivative of the displacement field information, avoiding the tedious iterative process of constructing and solving the global stiffness matrix in traditional technology, realizing the rapid determination of the strain field and meeting the real-time response requirements of the construction site.

[0055] Traditional methods based on simplified deformation mechanisms (such as the assumption of uniform strain distribution in a triangle) are difficult to obtain a true and complex deformation state of the soil. The embodiments of the present invention analyze the three core strain components by differentiating the horizontal and vertical displacement field information along different coordinates, which reflects the shear deformation of the soil and realizes a technical leap from soil geometric deformation to mechanical state assessment.

[0056] According to an embodiment of the present invention, the method for determining the safety state of the soil surrounding the foundation pit further includes: determining the difference between the horizontal strain component and the vertical strain component; and using the combined information obtained by combining the difference and the shear strain component as the mobilization shear strain information.

[0057] In embodiments of the present invention, the difference between the horizontal strain component and the vertical strain component can reflect the difference in expansion and contraction deformation of the soil mesh element in the horizontal and vertical directions, characterizing the shape change trend caused by the different strains in the two directions. The combined information can characterize the combination of the difference between the horizontal strain component and the vertical strain component. The resulting shear effect and the shear strain component γ xy The combined effect of the shearing effect caused.

[0058] For example, using the formula for calculating maximum shear strain γ max = Nonlinear synthesis is performed on each strain component (horizontal strain component, vertical strain component, and shear strain component), and the calculated maximum shear strain value is determined as the mobilization shear strain information, denoted as γ. mob .

[0059] Traditional simplification methods (such as the assumption of uniform strain distribution in a triangle) or models that only consider single shear deformation are insufficient to characterize the simultaneous expansion and contraction deformation and shear distortion of soil under actual stress. Embodiments of this invention obtain mobilization shear strain information by vector synthesis of the difference between horizontal and vertical strains and the contribution of mobilization shear strain information. This mobilization shear strain information is used to reflect the scalar quantity that a soil element can withstand under any plane strain state, allowing for measurement by a unified and physically meaningful mechanical quantity regardless of the complexity of the deformation mode. This improves the accuracy and universality of strength inversion.

[0060] According to an embodiment of the present invention, the method for determining the safety state of the soil surrounding the foundation pit further includes: obtaining the relationship information between the mobilization shear strain information and the reference strength information based on the shear stress information and shear strain information of the soil, as a relationship model.

[0061] In embodiments of the present invention, shear stress information can refer to the shear force per unit area on the shear surface of a soil sample under a specific stress state during the test, denoted as τ. Shear strain information can refer to the shear deformation of the soil sample corresponding to the shear stress information during the test, denoted as γ. The relationship information can be a function describing the mathematical relationship between shear stress and shear strain, which can be determined based on experimental data (shear stress information and shear strain information) through curve fitting, parameter calibration, etc.

[0062] A relational model is a mathematical model that indicates the quantitative relationship between soil stress and strain information. It is a constitutive model of soil that can be constructed based on relational information. It is a calculation logic or software module that can receive strain input and output the corresponding stress (or strength).

[0063] Figure 3 A schematic diagram illustrating the measured curve relationship between shear stress information and shear strain information according to an embodiment of the present invention is shown.

[0064] like Figure 3 As shown, the measured curve relationship between shear stress and shear strain information can be obtained through indoor triaxial tests.

[0065] This curve establishes a nonlinear mapping function between mobilization shear strain information and reference strength information, which can intuitively quantify the stress performance of soil at different deformation stages. The multiple stages of soil stress can include the initial nonlinear stage (low strain stage), the hardening stage (medium strain stage), and the ultimate strength stage (high strain stage).

[0066] In the low-strain stage, the soil's internal particle structure is not yet fully adjusted and it possesses a certain degree of stiffness. As strain increases, shear stress rises rapidly. In the medium-strain stage, slippage, interlocking, and rearrangement occur between soil particles, and the soil begins to exert its strength, continuously enhancing its resistance to shear. In the high-strain stage, soil deformation continues to increase, but shear stress no longer increases significantly or increases extremely slowly, indicating that the soil has reached its maximum shear strength (i.e., reference strength information).

[0067] For example, using an ideal elastoplastic model, the relationship information of this model can be: when the shear strain γ is less than the yield shear strain γ _y In the case where τ = G × γ (elastic stage), and the shear strain information γ is greater than or equal to the yield shear strain γ, _y In the case of τ = c_u (plastic stage, strength remains constant after reaching peak value). Where G is the shear modulus, γ _y The yield shear strain is determined by fitting experimental data. This function is logically encoded to obtain the relational model.

[0068] Traditional simplification methods (such as treating soil as a rigid-plastic body) or empirical analogies are insufficient to accurately reflect the complex nonlinear process by which soil strength increases with strain, and even softens. The embodiments of this invention, through a relationship model between mobilization shear strain information and reference strength information constructed based on experimental data, can flexibly simulate the true stress-strain response of the soil surrounding the foundation pit. This allows the strength mobilization rate information derived from the mobilization shear strain information to more realistically reflect the degree of soil failure, improving the accuracy and reliability of safety warnings.

[0069] According to an embodiment of the present invention, the mobilization shear strain information obtained based on the horizontal strain component, vertical strain component, and shear strain component is input into a relationship model used to indicate the relationship between soil stress information and strain information to obtain the mobilization strength information of the soil under deformation state. This includes: using the mobilization shear strain information as index information, querying the mapping relationship information between mobilization shear strain information and mobilization strength information determined by the relationship model to obtain the shear strength value of the soil under deformation state as the mobilization strength information.

[0070] In embodiments of the present invention, index information can refer to key values ​​used for retrieval in mapping relationship information. Mapping relationship information can be a set of data pairs or a continuous functional relationship with a one-to-one correspondence between mobilization shear strain information and mobilization strength information, determined by a relational model. It can be represented as a discrete lookup table or a continuous mathematical function expression. The shear strength value of soil under deformation state can refer to the actual shear strength exhibited by the soil under the current actual deformation state.

[0071] For example, the calculated mobilization shear strain information γ mob As the input quantity for the horizontal axis in the input relationship model, the vertical axis value corresponding to the mobilization shear strain information is retrieved from the completed triaxial test curves. This value represents the actual shear strength exhibited by the soil element at the current deformation stage, defined as the mobilization strength c. mob By using coordinate mapping, a direct leap from geometric deformation (mobilization shear strain) to in-depth mechanical evaluation (mobilization strength) is achieved, avoiding complex theoretical parameter fitting errors.

[0072] For example, a continuous function model can be used as the relational model, such as the hyperbolic model τ / c_u=(γ / γ_r) / [1+(γ / γ_r)]. After calibrating the parameter γ_r and the reference strength information c_u using experimental data, this mathematical function expression constitutes continuous mapping relation information. Therefore, the mobilization shear strain information of the soil mesh element can be used as index information (i.e., the function's independent variable). A query operation can be performed within the mapping relation information, and the mobilization strength information of the element can be calculated through the function.

[0073] Traditional finite element numerical simulations require updating and solving the global stiffness matrix in each computational iteration step, involving complex stress integration and state judgment, resulting in significant computational overhead. The embodiments of this invention preprocess the model into directly usable mapping information (lookup tables or explicit functions). During inversion, only the mobilization shear strain information needs to be used as index information for lookup (table lookup interpolation or function calculation), avoiding nonlinear iteration, improving computational efficiency, and meeting the real-time response requirements of construction sites.

[0074] According to an embodiment of the present invention, converting strength mobilization rate information to obtain soil safety status information includes: mapping strength mobilization rate information to multiple soil grid cells, wherein multiple strength mobilization rate values ​​corresponding to the multiple soil grid cells in the strength mobilization rate information have their own color information; and obtaining the risk level and a state cloud map for characterizing the soil safety reserve status in the safety status information based on the respective strength mobilization rate values ​​and color information of the multiple soil grid cells.

[0075] In embodiments of the present invention, the multiple strength mobilization rate values ​​can be specific strength mobilization rate values ​​that correspond one-to-one with multiple soil grid cells. For example, the strength mobilization rate value of soil grid cell (i,j) is 0.35, indicating that the soil strength at that location is only 35% utilized. The color information can be a color assigned to each strength mobilization rate value, for example, mapped according to the numerical value using a predefined color mapping table (e.g., a gradient from blue / green [low value] to yellow / red [high value]).

[0076] Risk level can be a qualitative safety assessment level for classifying a soil area or the entire foundation pit based on the numerical range of the strength mobilization rate value. For example, risk levels include: "Safe" (mobilization rate < 0.6), "Warning" (0.6 ≤ mobilization rate < 0.8), and "Danger" (mobilization rate ≥ 0.8). A state cloud map can be a color-filled contour map generated by graphically rendering the strength mobilization rate values ​​mapped onto multiple soil grid cells and their corresponding color information. The state cloud map contains potential continuous curved surfaces or banded areas formed by connecting soil grid cells with strength mobilization rate values ​​close to or equal to 1.0 (i.e., full strength utilization), called risk slip surfaces.

[0077] For example, a strength mobilization rate matrix is ​​formed from multiple strength mobilization rate values. This matrix quantifies the extent to which soil strength is utilized; the closer the strength mobilization rate value is to 1.0, the more likely the soil is to fail. By mapping the strength mobilization rate matrix to multiple 50×50 soil grid cells and using visualization rendering technology, a soil strength mobilization rate cloud map is generated. This cloud map uses grayscale mapping technology based on strength mobilization rate values ​​to intuitively display the stress saturation and risk distribution of the soil around the foundation pit. This results in a quantitative assessment report, providing scientific and real-time decision support for dynamic support adjustments and emergency response plans at the construction site.

[0078] For example, multiple calculated intensity mobilization rate values ​​are assigned to the centroids or nodes of corresponding soil grid elements. Color information is determined for each value based on a predefined gradient from green to red. A graphics library is used to interpolate the discrete grid element data, generating a continuous color-filled map, i.e., a state cloud map.

[0079] Based on the data from the state cloud map, a contour line extraction algorithm is used to draw contour lines with a mobilization rate value equal to 0.95 (or 1.0). The area marked by this contour line is identified as the risk slip surface and displayed as a highlighted line (such as a solid black line) on the cloud map. The legend of the generated cloud map clearly indicates the correspondence between colors and risk levels. For example, blue areas (mobilization rate < 0.6) are marked as "safe zones," yellow areas (0.6 ≤ mobilization rate < 0.8) are marked as "warning zones," and red areas (mobilization rate ≥ 0.8) are marked as "danger zones." The map automatically calculates the area percentage of each risk level.

[0080] Traditional methods can only provide displacement-time curves for monitoring points or a list of safety factors for a limited number of points. The results are abstract and scattered, requiring users (e.g., engineers) to rely on experience to analyze the risk distribution across the entire site, making it easy to miss high-risk points. The embodiments of this invention generate state cloud maps, presenting the strength mobilization rate values ​​of a large number of soil grid cells using a continuous color gradient. This makes the stress saturation and safety reserve distribution of the soil surrounding the entire foundation pit clearly visible, achieving risk visualization and improving the readability of results and the efficiency of on-site decision-making.

[0081] According to an embodiment of the present invention, the method for determining the safety state of the soil surrounding the foundation pit further includes: decomposing the horizontal displacement information of the retaining wall of the foundation pit into motion state to obtain rotational information characterizing the overall rotation of the retaining wall and hinge deformation information characterizing the segmented deflection of the retaining wall; based on the rotational information and hinge deformation information, determining the horizontal strain increment information and vertical strain increment information of the soil, and combining the horizontal strain increment information and vertical strain increment information to obtain the deformation vector information of the soil surrounding the foundation pit.

[0082] In embodiments of the present invention, horizontal displacement information can refer to a series of horizontal displacement values ​​along the depth direction of the retaining wall in the foundation pit (at different depth points), obtained through monitoring means such as inclinometers. Motion state decomposition can be a mathematical and mechanical analysis method that analyzes the overall, complex displacement shape of the retaining wall into a superposition of several basic deformation modes. Rotation information can be parameters obtained through motion state decomposition, used to characterize the overall rotation of the retaining wall as a rigid body, for example, represented as a rotation angle around the bottom or top of the wall.

[0083] The hinge deformation information of multiple hinge mechanisms can be a set of parameters obtained through motion state decomposition, used to characterize the local relative deflection occurring in different sections of the retaining wall. Each hinge represents a virtual node that allows relative rotation, and its deformation information refers to the angle of rotation at that point. The horizontal and vertical strain increment information can be calculated based on the motion modes (rotation information and hinge deformation information) obtained from the above decomposition, using kinematic compatibility conditions and geometric relationships. These are the small strain changes generated in the soil in the horizontal and vertical directions, respectively, and are fundamental components of the strain field. The deformation vector information of the soil surrounding the excavation pit can be used to describe the complete field function of horizontal and vertical displacements at any point within the soil surrounding the excavation pit.

[0084] For example, the motion of a retaining wall can be defined as consisting of overall rotation around its base and a hinge located in the middle of the wall. Based on measured horizontal displacement information (displacement curves), the rotational and hinge deformation information can be solved by solving simultaneous equations using geometric relationships. Based on the rotational and hinge deformation information, the horizontal and vertical strain increments at various points in the soil caused by this motion mode can be directly calculated using kinematic relationships (e.g., differentiating the displacement function). For example, the strain increment caused by rigid body rotation is zero, while hinge rotation will generate shear and normal strain increments in its vicinity.

[0085] The calculated strain increment field is double-integrated in space (or directly constructed through displacement mode functions) to obtain a continuous displacement field function, which is the deformation vector information of the soil around the foundation pit.

[0086] Traditional foundation pit monitoring can only obtain the displacement of the retaining wall area, while the deformation of the surrounding soil area remains unknown. The embodiments of this invention, through motion state decomposition, analyze the displacement curve of the wall into rotational and hinge deformation information with clear physical meaning. Based on this, a continuous deformation vector field of the entire soil area is constructed, expanding the spatial coverage and information depth of the monitoring information, and providing a scientific and reasonable data foundation for subsequent accurate assessment of the overall site safety status.

[0087] According to an embodiment of the present invention, the horizontal displacement information of the retaining wall of the foundation pit is decomposed into motion state to obtain rotational information characterizing the overall rotation of the retaining wall and hinge deformation information characterizing the segmented deflection of the retaining wall. This includes: decoupling the wall displacement curve obtained from the horizontal displacement information to obtain first rotational information of the retaining wall rotating around the bottom of the wall, second rotational information of the retaining wall rotating around the top of the wall, and multiple hinge deformation information of the retaining wall being divided into multiple hinge segments by virtual hinges and generating relative rotation between the multiple hinge segments; combining the first rotational information and the second rotational information to obtain the rotational information.

[0088] In embodiments of the present invention, the wall displacement curve can refer to the curve formed by connecting the horizontal displacement values ​​measured along the depth direction (at different depth points) of the retaining wall in the foundation pit, obtained by monitoring means such as inclinometers. Decoupling can refer to the process of decomposing and breaking down the complex, synthetic wall displacement curve into a linear combination or superposition of several simple, basic motion components (such as first rotation information, second rotation information, and multiple hinge deformation information) through mathematical and mechanical methods.

[0089] The first rotational information can be a parameter obtained through decoupling, used to characterize the rigid body rotational motion component of the retaining wall rotating around its base, such as the rotation angle around the base point. The second rotational information can be another parameter obtained through decoupling, used to characterize the rigid body rotational motion component of the retaining wall rotating around its top, such as the rotation angle around the apex. A virtual hinge can be an imaginary node on the wall that allows relative rotation. A multi-segment hinge can be multiple discrete rigid segments into which a continuous wall is divided by virtual hinges. Hinge deformation information can refer to the relative rotation angle between adjacent wall segments at each virtual hinge.

[0090] For example, to obtain measured horizontal displacement information of the wall, the horizontal deflection of the wall after the foundation pit excavation is detected using detection equipment, thereby determining the horizontal displacement information of the wall. Assuming the detection equipment terminates at a depth of 20 meters, it is assumed that the lateral displacement from 20 meters to the bottom of the retaining wall is zero.

[0091] This initializes the soil discrete mesh calculation parameters, determining basic information based on the excavation depth of 12m and the wall length of 24m. The initial soil mesh is divided into 50×50 initial grids, with a single grid length set to... The wall motion mechanism is decomposed, and the wall deformation is decomposed into rotational data and hinge data. The rotational data around the bottom represents the overall rotation of the wall when the bottom is fixed, and the rotational angle data around the top represents the overall rotation of the wall when the top is fixed. The hinge data represents the deflection response of the wall as a polyline mechanism in multiple directions. Then, the deformation strategy and rotational angle data are determined. Based on the information of each measuring point, the rotational angle increments around the bottom and around the top, as well as the rotational angle data composed of multiple hinge mechanisms, can be determined and used as the kinematic input for analytical inversion.

[0092] Traditional simplified models only consider a single rotation around the base of the wall, or simply treat wall deformation as pure bending, making it difficult to accurately simulate the complex displacement curves with multiple coupled modes commonly seen in actual engineering. The embodiments of this invention further decouple the rotational information into two rotations: around the base and around the top. By introducing multiple virtual hinges to describe piecewise bending, the flexibility and descriptive power of the kinematic model are enhanced. This makes the physical meaning of each decoupled component clearer, enabling a more accurate fit to measured curves. This lays a more reliable foundation for subsequently determining more realistic soil internal deformation vector information.

[0093] According to an embodiment of the present invention, determining the horizontal strain increment information and vertical strain increment information of the soil based on rotation information and hinge deformation information includes: mapping the first strain component information corresponding to the rotation information and the second strain component information corresponding to the hinge deformation information to the initial strain matrix of the soil mesh, respectively, to obtain the rotational strain increment matrix and the hinge strain increment matrix; combining the rotational strain increment matrix and the hinge strain increment matrix to obtain the horizontal strain increment information and the vertical strain increment information.

[0094] In embodiments of the present invention, the first strain component information can be the strain distribution generated within the soil due to rotational information (i.e., the overall rotation of the retaining wall), such as a mathematical expression or function related to rotational information (e.g., rotation angle), describing the strain generated at various points in the soil due to the rigid rotation of the wall. The second strain component information can be the strain distribution generated within the soil due to the deformation information of each hinge (i.e., the segmental deflection of the wall), such as a set of functions or expressions related to the deformation information of each hinge and the hinge position.

[0095] The initial strain matrix can be a data structure used to store and calculate soil strain. For example, it is a matrix with all elements initially set to zero, and its dimensions are related to the number of soil mesh cells and the strain components. Mapping can refer to applying the first strain component information and the second strain component information to every soil mesh cell in the entire soil mesh, calculating the strain value of each soil mesh cell caused by the corresponding motion component, and filling (or accumulating) the results into the corresponding positions in the corresponding matrix.

[0096] The rotational strain increment matrix can be obtained by mapping the strain values ​​of each soil mesh element, calculated from the first strain component information, into a matrix (or tensor). This matrix contains the total strain increment caused by the wall rotation information. The hinge strain increment matrix can be obtained by mapping the strain values ​​of each soil mesh element, calculated from the second strain component information, into another matrix. This matrix contains the total strain increment caused by all hinge deformation information.

[0097] For example, by utilizing information on rotation around the base, rotation around the top, and hinge deformation, combined with kinematic analysis, the internal strain distribution of the soil caused by each deformation mechanism can be directly calculated without constructing a complex global stiffness matrix. This significantly shortens the time for the transformation from geometric displacement to mechanical response, thereby obtaining soil strain information that includes both horizontal and vertical strain information.

[0098] An initial matrix can be defined to characterize the soil deformation state before the foundation pit is excavated. This matrix is ​​an n-order all-zero square matrix corresponding to the size of the foundation pit. By mapping the individual strain information to this matrix, the discretization of the strain field and efficient superposition operation can be achieved to construct the initial all-zero matrix.

[0099] Then, the strain information from rotation around the bottom, the strain information from rotation around the top, and the hinge deformation information are mapped to the initial matrix respectively, resulting in a strain increment matrix for each term. The horizontal and vertical matrix elements obtained from rotation around the bottom can be used respectively... and Indicates that the horizontal and vertical matrix elements obtained by rotating around the top can be represented as follows: and This indicates that the matrix element values ​​of the horizontal and vertical increment matrices of multiple hinge components can be respectively... and N is the total number of multiple hinge components. and These are the horizontal strain increments of the upper segment and the lower segment of the i-th hinge component, respectively. and These represent the vertical strain increments of the upper and lower segments of the i-th hinge component, respectively. Based on the obtained rotational strain increment matrix and hinge strain increment matrix, the rotational strain increment matrix and hinge strain increment matrix are combined. Without mesh iteration, the obtained strain increment matrix is ​​used to determine the soil deformation results, including horizontal and vertical strain increment information.

[0100] Traditional finite element methods (FEMs) require assembling an overall stiffness matrix based on all nodal displacements and solving a large set of equations when calculating strain. This is a coupled, iterative process with a large computational load. The embodiments of this invention decompose the strain field calculation into first and second strain components corresponding to rotational and hinge deformation information, respectively. These components are then mapped to independent rotational and hinge strain increment matrices. These mapping operations are independent and decoupled, allowing for parallel computation. The final combination is a simple matrix addition, avoiding the time-consuming assembly and iterative solution of the overall equations in traditional methods. This enables the strain field to be generated in a shorter time, even for high-density meshes, improving processing efficiency.

[0101] Based on the above-mentioned method for determining the safety status of soil surrounding an excavation pit, this invention also provides a device for determining the safety status of soil surrounding an excavation pit. The following will be combined with... Figure 4 The device is described in detail.

[0102] Figure 4 A structural block diagram of a device for determining the safety status of soil surrounding a foundation pit according to an embodiment of the present invention is shown.

[0103] like Figure 4As shown, the device 400 for determining the safety status of the soil surrounding the foundation pit in this embodiment includes a determination module 410, an input module 420, and a conversion module 430.

[0104] The determination module 410 is used to obtain strain component information of multiple soil grid elements after the soil is divided, based on the deformation vector information of the soil surrounding the foundation pit. The strain component information includes horizontal strain components and vertical strain components characterizing the horizontal and vertical expansion and contraction deformation of each soil grid element, respectively, as well as shear strain components characterizing the shape distortion of each soil grid element. In one embodiment, the determination module 410 can be used to perform the operation S210 described above, which will not be repeated here.

[0105] Input module 420 is used to input the mobilization shear strain information obtained based on horizontal strain components, vertical strain components, and shear strain components into a model indicating the relationship between soil stress information and strain information, thereby obtaining the mobilization strength information of the soil under deformation state. In one embodiment, input module 420 can be used to perform the operation S220 described above, which will not be repeated here.

[0106] The conversion module 430 is used to determine the ratio between the mobilization intensity information and the reference intensity information as the intensity mobilization rate information characterizing the soil safety reserve, and to convert the intensity mobilization rate information to obtain the soil safety status information. In one embodiment, the conversion module 430 can be used to perform the operation S230 described above, which will not be repeated here.

[0107] According to an embodiment of the present invention, the determination module 410, input module 420, and conversion module 430 of the device 400 for determining the safety status of the soil surrounding the foundation pit, through the analysis of the horizontal strain component, vertical strain component, and shear strain component in the strain component information, can directly and comprehensively obtain multiple states reflecting the internal deformation mode of the soil from the displacement monitoring data. Thus, by inputting the mobilization shear strain information synthesized based on multi-directional strain component information into the relational model, the mobilization strength information characterizing the degree of soil strength utilization can be directly derived, establishing a direct mapping from deformation geometry to mechanical strength state. This solves the problem that traditional technologies cannot directly assess the soil state. Furthermore, by comparing the mobilization strength information with the reference strength information, the strength mobilization rate information is obtained, which intuitively and accurately characterizes the soil safety reserve in the form of a quantitative ratio, enabling accurate judgment of whether the soil is at the failure critical point, and meeting the urgent need for real-time response and early warning at the construction site.

[0108] According to an embodiment of the present invention, the determining module 410 includes: a function determining submodule, a component determining submodule, and a combination submodule. The function determining submodule is used to obtain a displacement field function characterizing the mapping relationship between the displacement information of each soil grid element and spatial coordinates based on the displacement gradient information of each soil grid element in the deformation vector information. The component determining submodule is used to obtain the horizontal strain component and the vertical strain component by taking partial derivatives of the displacement field function along the horizontal and vertical coordinates in the spatial coordinates, respectively. The combination submodule is used to combine the first value obtained by taking the partial derivative of the horizontal displacement function along the vertical coordinate in the displacement field function with the second value obtained by taking the partial derivative of the vertical displacement function along the horizontal coordinate in the displacement field function to obtain the shear strain component.

[0109] According to an embodiment of the present invention, the above-described apparatus further includes: a difference determination module and an information assuming module. The difference determination module is used to determine the difference between the horizontal strain component and the vertical strain component; the information assuming module is used to combine the difference and the shear strain component to obtain combined information as mobilizing shear strain information.

[0110] According to an embodiment of the present invention, the above-mentioned device further includes: a relationship information determination module, used to obtain relationship information between mobilization shear strain information and reference strength information based on soil shear stress information and shear strain information, as a relationship model.

[0111] According to an embodiment of the present invention, the input module 420 includes a query submodule, which uses the mobilization shear strain information as index information to query the mapping relationship information between the mobilization shear strain information and the mobilization strength information determined by the relation model, and obtains the shear strength value of the soil under deformation state as the mobilization strength information.

[0112] According to an embodiment of the present invention, the conversion module 430 includes a mapping submodule and a cloud map determination submodule. The mapping submodule is used to map the intensity mobilization rate information to multiple soil grid cells, wherein multiple intensity mobilization rate values ​​corresponding to the multiple soil grid cells in the intensity mobilization rate information have their own color information; the cloud map determination submodule is used to obtain the risk level in the safety status information and a state cloud map characterizing the soil safety reserve state based on the respective intensity mobilization rate values ​​and color information of the multiple soil grid cells.

[0113] According to an embodiment of the present invention, the above-mentioned device further includes: a decomposition module and an incremental information determination module. The decomposition module is used to decompose the horizontal displacement information of the retaining wall of the foundation pit into motion state, obtaining rotational information characterizing the overall rotation of the retaining wall, and hinge deformation information characterizing the segmented deflection of the retaining wall. The incremental information determination module is used to determine the horizontal strain increment information and vertical strain increment information of the soil based on the rotational information and hinge deformation information, and combine the horizontal strain increment information and vertical strain increment information to obtain the deformation vector information of the soil surrounding the foundation pit.

[0114] According to an embodiment of the present invention, the incremental information determination module includes a matrix mapping submodule and a matrix combination submodule. The matrix mapping submodule is used to map the first strain component information corresponding to the rotational information and the second strain component information corresponding to the hinge deformation information to the initial strain matrix of the soil mesh, respectively, to obtain the rotational strain increment matrix and the hinge strain increment matrix; the matrix combination submodule is used to combine the rotational strain increment matrix and the hinge strain increment matrix to obtain the horizontal strain increment information and the vertical strain increment information.

[0115] According to an embodiment of the present invention, the decomposition module includes a decoupling submodule and a rotation information combination submodule. The decoupling submodule is used to decouple the wall displacement curve obtained from the horizontal displacement information to obtain first rotation information of the retaining wall rotating around its bottom, second rotation information of the retaining wall rotating around its top, and multiple hinge deformation information indicating that the retaining wall is divided into multiple hinge segments by virtual hinges and that these segments rotate relative to each other. The rotation information combination submodule is used to combine the first rotation information and the second rotation information to obtain rotation information.

[0116] According to embodiments of the present invention, any plurality of modules among the determining module 410, input module 420, and conversion module 430 may be combined into one module, or any one of these modules may be split into multiple modules. Alternatively, at least a portion of the functionality of one or more of these modules may be combined with at least a portion of the functionality of other modules and implemented in one module. According to embodiments of the present invention, at least one of the determining module 410, input module 420, and conversion module 430 may be at least partially implemented as hardware circuitry, such as a field-programmable gate array (FPGA), a programmable logic array (PLA), a system-on-a-chip, a system-on-a-substrate, a system-on-package, an application-specific integrated circuit (ASIC), or any other reasonable means of integrating or packaging circuitry, or implemented in software, hardware, or firmware, or in any suitable combination of any of these three implementation methods. Alternatively, at least one of the determining module 410, input module 420, and conversion module 430 may be at least partially implemented as a computer program module, which, when run, can perform corresponding functions.

[0117] Figure 5 A block diagram of an electronic device suitable for determining the safety status of soil surrounding a foundation pit, according to an embodiment of the present invention, is shown.

[0118] like Figure 5 As shown, an electronic device 500 according to an embodiment of the present invention includes a processor 501, which can perform various appropriate actions and processes according to a program stored in a read-only memory (ROM) 502 or a program loaded from a storage portion 508 into a random access memory (RAM) 503. The processor 501 may include, for example, a general-purpose microprocessor (e.g., a CPU), an instruction set processor and / or an associated chipset and / or a special-purpose microprocessor (e.g., an application-specific integrated circuit (ASIC)), etc. The processor 501 may also include onboard memory for caching purposes. The processor 501 may include a single processing unit or multiple processing units for performing different actions of the method flow according to an embodiment of the present invention.

[0119] RAM 503 stores various programs and data required for the operation of electronic device 500. Processor 501, ROM 502, and RAM 503 are interconnected via bus 504. Processor 501 executes various operations of the method flow according to embodiments of the present invention by executing programs in ROM 502 and / or RAM 503. It should be noted that the programs may also be stored in one or more memories other than ROM 502 and RAM 503. Processor 501 may also execute various operations of the method flow according to embodiments of the present invention by executing programs stored in said one or more memories.

[0120] According to an embodiment of the present invention, the electronic device 500 may further include an input / output (I / O) interface 505, which is also connected to a bus 504. The electronic device 500 may also include one or more of the following components connected to the input / output (I / O) interface 505: an input section 506 including a keyboard, mouse, etc.; an output section 507 including a cathode ray tube (CRT), liquid crystal display (LCD), etc., and a speaker, etc.; a storage section 508 including a hard disk, etc.; and a communication section 509 including a network interface card such as a LAN card, modem, etc. The communication section 509 performs communication processing via a network such as the Internet. A drive 510 is also connected to the input / output (I / O) interface 505 as needed. A removable medium 511, such as a disk, optical disk, magneto-optical disk, semiconductor memory, etc., is installed on the drive 510 as needed so that computer programs read from it can be installed into the storage section 508 as needed.

[0121] The present invention also provides a computer-readable storage medium, which may be included in the device / apparatus / system described in the above embodiments; or it may exist independently and not assembled into the device / apparatus / system. The computer-readable storage medium carries one or more programs, which, when executed, implement the method according to the embodiments of the present invention.

[0122] According to embodiments of the present invention, the computer-readable storage medium may be a non-volatile computer-readable storage medium, such as including, but not limited to: portable computer disks, hard disks, random access memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM or flash memory), portable compact disk read-only memory (CD-ROM), optical storage devices, magnetic storage devices, or any suitable combination thereof. In the present invention, the computer-readable storage medium may be any tangible medium containing or storing a program that can be used by or in conjunction with an instruction execution system, apparatus, or device. For example, according to embodiments of the present invention, the computer-readable storage medium may include ROM 502 and / or RAM 503 and / or one or more memories other than ROM 502 and RAM 503 described above.

[0123] Embodiments of the present invention also include a computer program product comprising a computer program containing program code for performing the methods shown in the flowchart. When the computer program product is run on a computer system, the program code enables the computer system to implement the method for determining the safety state of the soil surrounding the foundation pit provided in the embodiments of the present invention.

[0124] When the computer program is executed by the processor 501, it performs the functions defined in the system / apparatus of this invention. According to embodiments of the invention, the systems, apparatuses, modules, units, etc., described above can be implemented by computer program modules.

[0125] In one embodiment, the computer program may rely on a tangible storage medium such as an optical storage device or a magnetic storage device. In another embodiment, the computer program may also be transmitted and distributed in the form of signals over a network medium, and may be downloaded and installed via the communication section 509, and / or installed from a removable medium 511. The program code contained in the computer program can be transmitted using any suitable network medium, including but not limited to: wireless, wired, etc., or any suitable combination thereof.

[0126] In such an embodiment, the computer program can be downloaded and installed from a network via communication section 509, and / or installed from removable medium 511. When the computer program is executed by processor 501, it performs the functions defined in the system of this embodiment of the invention. According to embodiments of the invention, the systems, devices, apparatuses, modules, units, etc., described above can be implemented by computer program modules.

[0127] According to embodiments of the present invention, program code for executing the computer programs provided in the embodiments of the present invention can be written in any combination of one or more programming languages. Specifically, these computational programs can be implemented using high-level procedural and / or object-oriented programming languages, and / or assembly / machine languages. Programming languages ​​include, but are not limited to, languages ​​such as Java, C++, Python, "C", or similar programming languages. The program code can be executed entirely on the user's computing device, partially on the user's device, partially on a remote computing device, or entirely on a remote computing device or server. In cases involving remote computing devices, the remote computing device can be connected to the user's computing device via any type of network, including a local area network (LAN) or a wide area network (WAN), or it can be connected to an external computing device (e.g., via the Internet using an Internet service provider).

[0128] The flowcharts and block diagrams in the accompanying drawings illustrate the architecture, functionality, and operation of possible implementations of systems, methods, and computer program products according to various embodiments of the present invention. In this regard, each block in a flowchart or block diagram may represent a module, segment, or portion of code containing one or more executable instructions for implementing a specified logical function. It should also be noted that in some alternative implementations, the functions indicated in the blocks may occur in a different order than those indicated in the drawings. For example, two consecutively indicated blocks may actually be executed substantially in parallel, and they may sometimes be executed in reverse order, depending on the functions involved. It should also be noted that each block in a block diagram or flowchart, and combinations of blocks in a block diagram or flowchart, may be implemented using a dedicated hardware-based system that performs the specified function or operation, or using a combination of dedicated hardware and computer instructions.

[0129] Those skilled in the art will understand that the features described in the various embodiments of the present invention can be combined and / or combined in various ways, even if such combinations or combinations are not explicitly described in the present invention. In particular, the features described in the various embodiments of the present invention can be combined and / or combined in various ways without departing from the spirit and teachings of the present invention. All such combinations and / or combinations fall within the scope of the present invention.

[0130] The embodiments of the present invention have been described above. However, these embodiments are merely illustrative and not intended to limit the scope of the invention. Although various embodiments have been described above, this does not mean that the measures in the various embodiments cannot be used advantageously in combination. Various substitutions and modifications can be made by those skilled in the art without departing from the scope of the invention, and all such substitutions and modifications should fall within the scope of the invention.

Claims

1. A method for determining the safety state of soil surrounding an excavation pit, characterized in that, The method includes: Based on the deformation vector information of the soil surrounding the foundation pit, strain component information of multiple soil grid elements after soil division is obtained. The strain component information includes horizontal and vertical strain components characterizing the horizontal and vertical expansion and contraction deformation of each soil grid element, respectively, and shear strain components characterizing the shape distortion of each soil grid element. This includes: obtaining a displacement field function characterizing the mapping relationship between the displacement information of each soil grid element and spatial coordinates based on the displacement gradient information of each soil grid element in the deformation vector information; obtaining the horizontal and vertical strain components by taking partial derivatives of the displacement field function along the horizontal and vertical coordinates in the spatial coordinates; and combining the first value obtained by taking the partial derivative of the horizontal displacement function along the vertical coordinates and the second value obtained by taking the partial derivative of the vertical displacement function along the horizontal coordinates in the displacement field function to obtain the shear strain component. The mobilization shear strain information obtained based on the horizontal strain component, the vertical strain component, and the shear strain component is input into a model used to indicate the relationship between soil stress information and strain information to obtain the mobilization strength information of the soil under deformation state. The mobilization shear strain information is obtained by: determining the difference between the horizontal strain component and the vertical strain component; and using the combined information obtained by combining the difference and the shear strain component as the mobilization shear strain information. The ratio between the mobilization intensity information and the reference intensity information is determined as the intensity mobilization rate information characterizing the soil safety reserve, and the intensity mobilization rate information is converted to obtain the safety status information of the soil.

2. The method according to claim 1, characterized in that, The method further includes: Based on the shear stress and shear strain information of the soil, the relationship between the mobilization shear strain information and the reference strength information is obtained as the relationship model. The shear stress information refers to the shear force per unit area on the shear surface of the soil sample under a specific stress state during the test.

3. The method according to claim 1, characterized in that, The mobilization shear strain information obtained based on the horizontal strain component, the vertical strain component, and the shear strain component is input into a model indicating the relationship between soil stress and strain information to obtain the mobilization strength information of the soil under deformation state, including: Using the mobilization shear strain information as index information, a query is performed in the mapping relationship information between the mobilization shear strain information and the mobilization strength information determined by the relationship model to obtain the shear strength value of the soil under deformation state, which is then used as the mobilization strength information.

4. The method according to claim 1, characterized in that, Converting the strength mobilization rate information to obtain the soil safety status information includes: The intensity mobilization rate information is mapped to the plurality of soil grid cells, wherein the multiple intensity mobilization rate values ​​corresponding to the plurality of soil grid cells in the intensity mobilization rate information have their own color information; Based on the strength mobilization rate value and color information of each of the multiple soil grid cells, the risk level and the state cloud map used to characterize the soil safety reserve status are obtained in the safety status information.

5. The method according to claim 1, characterized in that, The method further includes: The horizontal displacement information of the retaining wall in the foundation pit is decomposed into motion state to obtain rotational information representing the overall rotation of the retaining wall, and hinge deformation information of multiple hinge mechanisms representing the segmental deflection of the retaining wall. Based on the rotation information and the hinge deformation information, the horizontal strain increment information and the vertical strain increment information of the soil are determined, and the horizontal strain increment information and the vertical strain increment information are combined to obtain the deformation vector information of the soil around the foundation pit.

6. The method according to claim 5, characterized in that, Based on the rotation information and the hinge deformation information, the horizontal strain increment information and vertical strain increment information of the soil are determined, including: The first strain component information corresponding to the rotation information and the second strain component information corresponding to the hinge deformation information are mapped to the initial strain matrix of the soil mesh to obtain the rotational strain increment matrix and the hinge strain increment matrix, respectively. By combining the rotational strain increment matrix and the hinge strain increment matrix, the horizontal strain increment information and the vertical strain increment information are obtained.

7. The method according to claim 5, characterized in that, The horizontal displacement information of the retaining wall in the foundation pit is decomposed into motion state to obtain rotational information representing the overall rotation of the retaining wall, and hinge deformation information representing the segmented deflection of the retaining wall, including: The wall displacement curve obtained from the horizontal displacement information is decoupled to obtain the first rotation information of the retaining wall rotating around the bottom of the wall, the second rotation information of the retaining wall rotating around the top of the wall, and multiple hinge deformation information of the retaining wall being divided into multiple hinge segments by virtual hinges and the multiple hinge segments generating relative rotation between them. The rotation information is obtained by combining the first rotation information and the second rotation information.

8. A device for determining the safety status of soil surrounding a foundation pit, characterized in that, The device includes: The determination module is used to obtain strain component information of multiple soil grid elements after soil division based on the deformation vector information of the soil surrounding the foundation pit. The strain component information includes horizontal strain components and vertical strain components characterizing the horizontal and vertical expansion and contraction deformation of each soil grid element, respectively, and shear strain components characterizing the shape distortion of each soil grid element. The module includes: obtaining a displacement field function characterizing the mapping relationship between the displacement information of each soil grid element and spatial coordinates based on the displacement gradient information of each soil grid element in the deformation vector information; taking partial derivatives of the displacement field function along the horizontal and vertical coordinates of the spatial coordinates to obtain the horizontal strain component and the vertical strain component; and combining the first value obtained by taking the partial derivative of the horizontal displacement function along the vertical coordinates and the second value obtained by taking the partial derivative of the vertical displacement function along the horizontal coordinates to obtain the shear strain component. The input module is used to input the mobilization shear strain information obtained based on the horizontal strain component, the vertical strain component, and the shear strain component into a model indicating the relationship between soil stress information and strain information, thereby obtaining the mobilization strength information of the soil under deformation state. The mobilization shear strain information is obtained by: determining the difference between the horizontal strain component and the vertical strain component; and using the combined information obtained by combining the difference and the shear strain component as the mobilization shear strain information. The conversion module is used to determine the ratio between the mobilization intensity information and the reference intensity information as the intensity mobilization rate information characterizing the soil safety reserve, and to convert the intensity mobilization rate information to obtain the safety status information of the soil.

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