Automatic monitoring method and system for reconstruction and expansion of slope construction and storage medium

Abstract

The application discloses a kind of automatic monitoring method, system and storage medium for reconstruction and expansion slope construction, method includes: in reconstruction and expansion slope monitoring section, array type displacement meter is laid out, biaxial tiltmeter is installed at anchor rod grid beam, multi-dimensional sensing unit is integrally laid with wireless transmission module, and deep displacement and structure body inclination data are automatically collected and wirelessly uploaded to cloud platform storage.Globally global coordinate unified conversion is carried out to discrete data, three-dimensional deformation surface is constructed by minimum curvature surface fitting, and full-field continuous displacement field is inverted to eliminate spatial mapping deviation.Combined with the characteristics of new and old rock-soil layering and zoning, the interlayer interface shear transfer function is established, the correction stiffness matrix is assembled, and the heterogeneous overall mechanical analysis model is constructed.The cloud platform substitutes displacement field to solve layered and structure body displacement, draws relevant curve and determines the stability of slope in combination with monitoring standard.

Description

Technical Field

[0001] This invention belongs to the field of slope construction monitoring technology, and more specifically, relates to an automated monitoring method, system and storage medium for slope reconstruction and expansion construction. Background Technology

[0002] With the continuous advancement of infrastructure construction in my country, the number of slope renovation and expansion projects is increasing year by year. These projects generally have characteristics such as significant differences in the mechanical parameters of old and new soil and rock masses, complex stress at interlayer interfaces, and prominent impacts from construction disturbances. During excavation, support, and renovation / expansion construction, they are highly susceptible to safety risks such as localized slippage and overall instability, posing a serious threat to project safety and the surrounding environment. Currently, slope construction monitoring mainly relies on manual data collection at single measuring points or simple automated monitoring. The monitoring equipment is scattered, and the data collection frequency and transmission method are difficult to match with the dynamic changes in construction, making it impossible to achieve continuous and stable monitoring throughout the entire process.

[0003] Traditional monitoring methods often focus on single-point displacement or local tilt measurements, resulting in limited monitoring dimensions, independent data, and a lack of a unified spatial benchmark. This makes it difficult to reflect the true distribution of three-dimensional slope deformation. Various monitoring data can only reflect local point changes and cannot construct a continuous deformation field across the entire area. They are insufficient in capturing the shear transfer behavior at the interface between old and new soil and rock masses and the deep deformation evolution process, easily leading to monitoring blind spots and the failure to identify potential slope risks in a timely manner.

[0004] Existing slope analysis methods often employ homogeneous simplified models, neglecting the zoning characteristics of old and new soil masses and the differences in interfacial mechanical properties. The stiffness matrix and boundary condition settings deviate significantly from actual engineering conditions, making it difficult for calculation results to accurately reflect stress and displacement changes during construction. Relying on single indicators for stability assessment lacks multi-dimensional data fusion and dual-control analysis mechanisms, resulting in insufficient early warning accuracy and failing to provide reliable support for construction decisions.

[0005] Research on automated monitoring technology for slope reconstruction and expansion projects will be conducted to construct a multi-dimensional data acquisition and integrated transmission system, establish a heterogeneous mechanical analysis model that fits the actual engineering situation, and achieve accurate perception and scientific evaluation of the entire process of slope deformation. This has important practical value and significance for improving the construction safety of slope reconstruction and expansion projects, reducing engineering risks, and ensuring the smooth implementation of projects. Summary of the Invention

[0006] This invention aims to solve the problems of single-dimensional monitoring of slopes during renovation and expansion, discontinuous data, and difficulty in accurately reflecting the mechanical properties of new and old soil and rock masses. It improves the accuracy of slope construction monitoring and the reliability of stability judgment, and provides efficient and accurate automated monitoring methods for safe construction.

[0007] In view of the above-mentioned defects or improvement needs of the existing technology, as a first aspect of the present invention, the present invention provides an automated monitoring method for slope reconstruction and expansion construction, comprising: S1. Inclinometer tubes and array displacement gauges are installed on the monitoring section of the reconstructed and expanded slope. A dual-axis inclinometer is installed at the anchor beam of the slope. Multi-dimensional sensing units and wireless transmission modules are integrated and deployed. According to the set strategy, deep displacement data of the slope and tilt data of the structure are automatically collected and uploaded to the cloud platform for storage in real time through wireless communication. S2. Perform a global geodetic coordinate system transformation on the uploaded discrete sensor data to project the one-dimensional tilt and displacement of each measuring point to the same spatial reference; based on the spatial topological relationship of the measuring points, construct the three-dimensional deformation surface of the slope using the minimum curvature surface fitting method, and invert the continuous displacement field of the entire slope through surface differential geometric operations to eliminate the spatial mapping deviation between the one-dimensional measurement of a single point and the actual three-dimensional deformation of the slope. S3. Based on the layered and partitioned geometric characteristics of the old and new soil and rock masses in the renovated and expanded slope, establish the interlayer interface shear transfer function to describe the shear displacement transfer law of the soil interface; perform stiffness matrix block assembly and interface constraint correction on each zone of soil and rock masses to form a heterogeneous overall mechanical analysis model suitable for the renovated and expanded slope. S4. The cloud platform substitutes the inverted full-field continuous displacement field into the heterogeneous overall mechanical analysis model to calculate the displacement of each depth layer of the slope and the displacement value of the structure, and plots the displacement-time curve and displacement-depth curve; combined with the preset monitoring standards, it performs dual-control analysis to determine the slope deformation state and overall stability.

[0008] Furthermore, the strategy set in S1 includes slope construction condition identification and acquisition timing planning. Specifically, it is as follows: the current construction condition is determined based on the graded structure of the slope where the monitoring section is located and the construction progress position. Based on the slope graded structure, a grouping rule for sensor units is established. The array displacement gauge and the biaxial inclinometer are assigned to the corresponding group according to the slope grade. Data is collected sequentially according to the grouping order. Sensor units in the same group collect data simultaneously. After each group is collected, real-time data encapsulation and uploading are performed to ensure that the acquisition process matches the slope construction condition and ensures that the output data of the multi-dimensional sensor units have a stable spatiotemporal correlation.

[0009] Furthermore, the process in S2 of projecting the one-dimensional tilt and displacement of each measuring point onto the same spatial reference is as follows: A global spatial orthogonal reference frame is established based on the main control monitoring section of the slope. The correspondence between the global spatial orthogonal reference frame and the local measurement coordinate system of each measuring point is determined. The rotation matrix from the local measurement coordinate system to the global spatial orthogonal reference frame is constructed using the Rodriguez rotation formula. The one-dimensional tilt of the measuring point is converted into the corresponding spatial direction cosine matrix, and the one-dimensional displacement of the measuring point is mapped into the displacement vector in the local coordinate system. Matrix multiplication is used to realize the conversion from the displacement vector in the local coordinate system to the displacement vector in the global reference frame. The direction cosine matrix is ​​coupled with the rotation matrix to complete the projection of the one-dimensional tilt in the global reference frame.

[0010] Furthermore, the objective function that minimizes the data fitting bias and surface smoothness constraint is specifically as follows: , in To minimize the fitting objective function, The three-dimensional deformation surface function of the slope to be solved is... This represents the total number of monitoring points. For the measurement point number, For the first The measured displacement values ​​of each measuring point after global coordinate projection. For the first The planar coordinates of each measuring point within a global space orthogonal reference frame. For the surface function at the th Fitted displacement values ​​at the coordinates of each measuring point To fix the regularization parameters, The integral term is the planar projection domain of the overall slope monitoring area, and the integral term is the square integral term of the total curvature of the surface, which is used to constrain the smoothness of the surface.

[0011] Furthermore, the process of inverting the continuous displacement field of the entire slope through surface differential geometry operations in S2 is as follows: For the constructed three-dimensional deformable surface of the slope Establish a local orthogonal frame along the tangent and normal directions of the slope surface, and use the first-order partial derivatives. , Solve for the direction vector of the tangent plane of the surface, and construct the surface normal vector. Using surface gradient operators The tangential component of the slope displacement field is calculated, and the curvature rate of change distribution of the displacement field is constructed by combining the second-order partial derivatives of the surface. The displacement data of discrete measuring points are extended to a continuous displacement field covering the entire slope monitoring area, resulting in the full-field displacement distribution vector field. ,in , This represents the horizontal displacement component. The vertical displacement component is used to realize the inversion of slope deformation from discrete point measurement to continuous distribution across the entire field, thus fully characterizing the deformation rate and deformation trend of different regions of the slope.

[0012] Furthermore, the method for constructing the interlayer interface shear transfer function in S3 is as follows: Based on the layered and zoned geometric characteristics of the old and new soil and rock masses on the slope being renovated and expanded, the interlayer interfaces are discretized into several elements, and the interface normal stress is defined as... Interface shear displacement is Construct the shear transfer function ; in For the interfacial shear strength, For interfacial cohesion, The internal friction angle of the interface. The characteristic parameters of the interfacial shear displacement are determined through indoor direct shear tests or field shear tests. , and The value of is used to describe the nonlinear evolution of interfacial shear stress with shear displacement, reflecting the progressive failure and shear transfer characteristics of the interface between old and new soil and rock masses, and providing interfacial mechanical behavior constraints for the construction of subsequent heterogeneous overall mechanical analysis models.

[0013] Furthermore, the construction process of the heterogeneous overall mechanical analysis model for the modified and expanded slope in S3 is as follows: Based on the layered and partitioned geometric characteristics of the old and new rock and soil masses of the renovated and expanded slope, a partitioned elastoplastic element stiffness matrix considering stress path correlation is constructed, and the initial global stiffness matrix is ​​obtained by block assembly through dynamic topological mapping matrix. An interlayer interface shear transfer function is introduced to construct the interface shear stiffness matrix. An interface shear stiffness contribution term and a damage weakening term are added to modify the overall stiffness matrix, and an incremental equilibrium equation considering the interface mechanical behavior is established. By combining the phased load conditions during construction, incremental equilibrium equations are solved iteratively step by step, and interface damage variables, interface shear stiffness matrix and element stiffness matrix are updated synchronously until all construction steps are completed, forming a heterogeneous overall mechanical analysis model that can reflect the mechanical differences between new and old soil and rock, interface shear transmission characteristics and construction disturbance effects.

[0014] Furthermore, the calculation process for the displacement of the slope at each depth layer and the displacement value of the structure in S3 is as follows: Based on the heterogeneous overall mechanical analysis model, combined with the inverted continuous displacement field of the slope, the displacement field is sliced ​​and decomposed along the slope depth direction using the layered interpolation and unit node displacement mapping method, and the displacement distribution characteristics of different depth layers are extracted to obtain the displacement of each depth layer. Based on the nodal coupling relationship between the slope structure and the soil and rock mass, the nodal displacement values ​​in the overall displacement field are transferred to the structural elements through a one-to-one mapping between the displacement field and the degrees of freedom of the structural nodes. Combined with the stiffness characteristics of the structure itself, displacement coordination calculation is performed to obtain the displacement values ​​at each key position of the structure, thus realizing the synchronous calculation of the layered displacement of the slope soil and rock mass and the displacement of the structure.

[0015] As a second aspect of the present invention, an automated monitoring system for slope reconstruction and expansion construction is also provided, comprising: The multi-source data acquisition and uploading unit is used to deploy inclinometer tubes and array displacement gauges on the monitoring section of the reconstructed and expanded slope, install dual-axis inclinometers at the slope anchor beams, integrate multi-dimensional sensing units and wireless transmission modules, and automatically collect deep slope displacement data and structural tilt data according to the set strategy, and upload them to the cloud platform for storage in real time via wireless communication. The displacement field unified inversion unit is used to perform global geodetic coordinate system transformation on the uploaded discrete sensing data, projecting the one-dimensional tilt and displacement of each measuring point to the same spatial reference; based on the spatial topological relationship of the measuring points, the minimum curvature surface fitting method is used to construct the three-dimensional deformation surface of the slope, and the continuous displacement field of the entire slope is inverted through surface differential geometry operation, eliminating the spatial mapping deviation between the one-dimensional measurement of a single point and the actual three-dimensional deformation of the slope; The mechanical model construction and correction unit is used to establish the interlayer interface shear transfer function to describe the shear displacement transfer law of the soil interface based on the layered and partitioned geometric characteristics of the old and new rock and soil masses of the renovated and expanded slope; the stiffness matrix is ​​assembled in blocks and the interface constraint is corrected for each partition of rock and soil masses to form a heterogeneous overall mechanical analysis model suitable for the renovated and expanded slope. The deformation stability determination unit is used by the cloud platform to substitute the full-field continuous displacement field obtained by inversion into the heterogeneous overall mechanical analysis model, calculate the displacement of each depth layer of the slope and the displacement value of the structure, and draw displacement-time curves and displacement-depth curves; combined with preset monitoring standards, it performs dual-control analysis to determine the deformation state and overall stability of the slope.

[0016] As a third aspect of the invention, a computer-readable storage medium is also provided, having a computer program stored thereon, the computer program being executed by a processor of any one of the described automated monitoring methods for slope reconstruction and expansion construction.

[0017] In summary, compared with the prior art, the above-described technical solutions conceived by this invention can achieve the following beneficial effects: 1. The automated monitoring method for slope reconstruction and expansion construction of the present invention, by rationally deploying inclinometer tubes, array displacement gauges and other sensing devices on the slope monitoring section, and in conjunction with a dual-axis inclinometer, achieves comprehensive data collection on deep slope displacement and structural tilt status. Simultaneously, the sensing unit and wireless transmission module are integrated to ensure that monitoring data can be uploaded to the cloud platform for storage in real time and accurately, eliminating the need for manual on-site collection and recording. This effectively reduces errors caused by human intervention, improves the efficiency and accuracy of data collection, and provides reliable basic data support for subsequent data analysis and stability assessment. It also avoids the problems of time-consuming, labor-intensive, and data-lagging traditional manual monitoring, achieving automation and intelligence in the monitoring process.

[0018] 2. The automated monitoring method for slope reconstruction and expansion construction of the present invention eliminates the benchmark differences of data from different monitoring points by performing a unified global geodetic coordinate transformation on the collected discrete monitoring data. Then, it constructs a three-dimensional deformation surface that fits the actual slope state by using the minimum curvature surface fitting method, accurately reproducing the continuous displacement field of the slope. This effectively solves the problem of fragmented traditional monitoring data that cannot fully reflect the overall deformation state of the slope, ensuring that the monitoring data can truly reflect the actual deformation of the slope. This provides accurate displacement data support for subsequent mechanical analysis and stability judgment, ensuring the scientificity and effectiveness of the monitoring results.

[0019] 3. The automated monitoring method for slope reconstruction and expansion construction of the present invention establishes a realistic heterogeneous mechanical analysis model by combining the layered characteristics of the old and new soil and rock masses of the slope, introducing the interface shear transfer function and damage variables, and making targeted corrections to the stiffness matrix. At the same time, combined with the collected displacement data, the displacement of different depth layers and the displacement state of the structure are calculated, so as to achieve precise control of slope deformation, timely detection of potential safety hazards of the slope, provide a scientific basis for construction decisions, effectively improve the safety and reliability of slope construction, and avoid safety accidents caused by uncontrolled deformation. Attached Figure Description

[0020] Figure 1 This is a flowchart of an automated monitoring method for slope reconstruction and expansion construction according to an embodiment of the present invention; Figure 2 This is a schematic diagram of the installation of the inclinometer according to an embodiment of the present invention; Figure 3 This is a schematic diagram of the sensor measurement principle according to an embodiment of the present invention; The angle of rotation (pitch angle) of each sensor section around the X-axis reflects the degree of tilt of the sensor in the YZ plane. The roll angle (or rotation angle) of each sensor section around the Y-axis reflects the degree of tilt of the sensor in the XZ plane. Figure 4This is a schematic diagram of the system units in an embodiment of the present invention. Detailed Implementation

[0021] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention. Furthermore, the technical features involved in the various embodiments of this invention described below can be combined with each other as long as they do not conflict with each other.

[0022] Example 1 Please refer to Figure 1 This embodiment 1 provides an automated monitoring method for slope reconstruction and expansion construction, including: S1. Inclinometer tubes and array displacement gauges are installed on the monitoring section of the reconstructed and expanded slope. A dual-axis inclinometer is installed at the anchor beam of the slope. Multi-dimensional sensing units and wireless transmission modules are integrated and deployed. According to the set strategy, deep displacement data of the slope and tilt data of the structure are automatically collected and uploaded to the cloud platform for storage in real time through wireless communication. S2. Perform a global geodetic coordinate system transformation on the uploaded discrete sensor data to project the one-dimensional tilt and displacement of each measuring point to the same spatial reference; based on the spatial topological relationship of the measuring points, construct the three-dimensional deformation surface of the slope using the minimum curvature surface fitting method, and invert the continuous displacement field of the entire slope through surface differential geometric operations to eliminate the spatial mapping deviation between the one-dimensional measurement of a single point and the actual three-dimensional deformation of the slope. S3. Based on the layered and partitioned geometric characteristics of the old and new soil and rock masses in the renovated and expanded slope, establish the interlayer interface shear transfer function to describe the shear displacement transfer law of the soil interface; perform stiffness matrix block assembly and interface constraint correction on each zone of soil and rock masses to form a heterogeneous overall mechanical analysis model suitable for the renovated and expanded slope. S4. The cloud platform substitutes the inverted full-field continuous displacement field into the heterogeneous overall mechanical analysis model to calculate the displacement of each depth layer of the slope and the displacement value of the structure, and plots the displacement-time curve and displacement-depth curve; combined with the preset monitoring standards, it performs dual-control analysis to determine the slope deformation state and overall stability.

[0023] This embodiment 1 further elaborates on the above steps.

[0024] (1) Multi-source data collection and uploading The reconstruction and expansion of slopes faces challenges such as complex stress at the interface between old and new soil and rock masses and frequent construction disturbances. Conventional fixed-frequency data acquisition methods are ill-suited to the dynamically changing construction process, easily leading to data sequence confusion and unclear spatiotemporal correspondences, which in turn affect the accuracy of subsequent deformation analysis and stability assessment. Therefore, during monitoring implementation, it is necessary to establish a data acquisition mechanism that adapts to the actual project conditions and construction progress.

[0025] Please refer to Figure 3 Having completed the deployment of inclinometer array displacement gauges at the monitoring section and the installation of biaxial inclinometers at the anchor beam locations, the multi-dimensional sensing units and wireless transmission modules were integrated into a single deployment, achieving integrated operation of the hardware system. Based on this, automated data acquisition was conducted in conjunction with slope construction condition identification and data acquisition sequence planning. First, based on the graded structural characteristics of the slope where the monitoring section is located and the actual construction progress position on site, the current construction condition was determined, clarifying the monitoring focus and data requirements. A sensor unit grouping management rule was established based on the slope graded structure, classifying the array displacement gauges and biaxial inclinometers into corresponding groups according to their respective slope grades, ensuring a one-to-one correspondence between monitoring equipment and slope structural zones.

[0026] Data acquisition is performed sequentially according to group order, with all sensor units within the same group starting acquisition operations synchronously to ensure high temporal consistency of monitoring data for the same area. After each group of data is acquired, it is immediately encapsulated and uploaded to the cloud platform for storage in real time via wireless communication. This allows the entire acquisition process to dynamically adjust in close accordance with construction conditions, effectively ensuring a stable temporal and spatial correspondence between multi-dimensional monitoring data. This provides high-quality raw data with clear temporal sequence and spatial matching for subsequent slope 3D deformation inversion and mechanical analysis.

[0027] Specifically, based on the engineering geological conditions such as slope topography and structure, deep displacement sensors are used to monitor deep displacement of the slope, thereby monitoring and analyzing the slope deformation range, deformation amount, deformation time, and deformation trend. Deep displacement sensors are deployed at intervals of 1.0m throughout the entire borehole of each deep displacement monitoring hole. The deep displacement sensors employ array displacement gauges, which are deformation monitoring sensors that can be placed in a borehole or embedded in a structure. Their working principle is to use accelerometers to measure the tilt of individual segments relative to the direction of gravity. The accelerometer axes are aligned, forming a continuous orthogonal axis for each X, Y, and Z segment according to the calibration file generated during manufacturing.

[0028] For vertical array displacement gauges, 3D calculations are performed within the software to determine the 3D position and orientation of each segment. Horizontal array displacement gauges cannot detect movement within the horizontal plane, therefore they are 2D. In all cases, data is obtained over a large range of angular variation, which is impossible with traditional inclinometers. Calculations are dependent on the starting point, typically a stable ground surface. Array displacement gauge data is presented as a polygonal line in two- or three-dimensional space, with the vertices representing the joint centers.

[0029] Please refer to Figure 3 An inclinometer measures the angle of displacement of a measured point and uses trigonometric functions to calculate the displacement of that point. The core component of the inclinometer is a high-precision dual-axis tilt sensor developed and manufactured based on MEMS technology. The device internally includes a silicon-sensitive micro-capacitive sensor and an ASIC integrated circuit. The inclinometer measures the components of the Earth's gravitational acceleration along the X and Y axes using its internal tilt sensor to determine the tilt angle. In other words, the gravitational acceleration component measured by the tilt sensor is equal to the sine of the tilt angle (sin) × 1g; the angle data can be obtained through inverse calculation. If the measured gravitational acceleration component is 0g, then the tilt angle is 0°.

[0030] (2) Unified inversion of displacement field During slope monitoring during renovation and expansion, differences in the coordinate systems of different measuring points lead to inconsistent benchmarks for one-dimensional tilt and displacement data collected from each point, resulting in spatial mapping deviations. Furthermore, discrete measuring point data cannot fully reflect the overall deformation state of the slope, making it difficult to meet the needs of subsequent mechanical analysis and stability assessment. Therefore, it is necessary to standardize the uploaded discrete sensor data to achieve data unification and completeness.

[0031] First, the uploaded discrete sensor data undergoes a global geodetic coordinate system transformation, projecting the one-dimensional tilt and displacement values ​​of each measuring point onto the same spatial reference. This eliminates measurement biases caused by differences in coordinate systems at different measuring points, ensuring that all monitoring data are within the same spatial reference frame. A global spatial orthogonal reference frame is established using the main slope control monitoring section as the reference, and the coordinate system of the global spatial orthogonal reference frame is defined as follows: The local measurement coordinate system of any measuring point is Since there is an attitude deviation between the two, the Rodriguez rotation formula is used to construct the rotation matrix from the local coordinate system to the global coordinate system. ,Right now ,in for The identity matrix is ​​used to maintain the fundamental dimensions unchanged during coordinate transformation. The attitude deviation of the local coordinate system of the measurement point relative to the global reference frame The unit antisymmetric matrix is ​​formed by the attitude deviation direction vector. It is constructed to characterize the attitude offset direction between the local coordinate system and the global coordinate system; The rotation angle of the local coordinate system relative to the global orthogonal reference frame is used to quantify the degree of attitude offset between the local and global coordinate systems. Its value is determined by the attitude calibration data installed at the measurement points. Let the one-dimensional tilt of a certain measuring point be... Transform it into a spatial direction cosine matrix Direction cosine matrix With rotation matrix The correspondence is satisfied to characterize the directional features of the tilt in space; let the one-dimensional displacement of the measuring point be... Map it to a position vector in the local coordinate system. ,in These are the components of the one-dimensional displacement on the three coordinate axes of the local coordinate system; By performing matrix multiplication, the displacement vector in the local coordinate system is... Convert to displacement vector under global reference frame The conversion formula is: At the same time, the direction cosine matrix With rotation matrix Perform coupling operations to complete the projection of the one-dimensional tilt amount onto the global reference frame.

[0032] Based on this, and considering the spatial topological relationships of each measuring point, a minimum curvature surface fitting method is used to construct the three-dimensional deformation surface of the slope. During the fitting process, a global spatial orthogonal reference frame is used as the basis to extract the spatial coordinates and displacement data of the measuring points, and a fitting objective function is constructed. ,in To minimize the fitting objective function, The three-dimensional deformation surface function of the slope to be solved is... This represents the total number of monitoring points. For the measurement point number, For the first The measured displacement values ​​of each measuring point after global coordinate projection. For the first The planar coordinates of each measuring point within a global space orthogonal reference frame. For the surface function at the th Fitted displacement values ​​at the coordinates of each measuring point To fix the regularization parameters, For the overall monitoring area of ​​the slope, the integral term is the square integral term of the total curvature of the surface, which is used to constrain the smoothness of the surface. By using the variational method to find the extrema of the objective function, the Euler-Lagrange equation is obtained. ,in This is the Dirac delta function, used to mark the spatial coordinates of the measurement point; The partial differential equation is discretized and solved using the finite difference method. A uniform grid is divided based on the distribution density of the measurement points, and the surface function is discretized into the function values ​​at the grid nodes. ,in For surface functions at mesh nodes discrete values ​​at that point , These are the horizontal and vertical node indices of the grid, used to construct a system of discrete algebraic equations. ,in A constant coefficient matrix constructed for finite differences. Discrete values ​​for all grid nodes The column vector formed Displacement values ​​of all measuring points The column vectors are used to solve the system of equations to obtain the discrete values ​​of all grid nodes. The continuous and complete three-dimensional deformable surface of the slope is obtained by reconstructing the node values.

[0033] In the process of surface fitting and displacement field inversion, the constructed three-dimensional deformation surface of the slope is... Establish a local orthogonal frame along the tangent and normal directions of the slope surface, and use the first-order partial derivatives. , Solve for the direction vector of the tangent plane of the surface, and construct the surface normal vector. Using surface gradient operators The tangential component of the slope displacement field is calculated, and the curvature rate of change distribution of the displacement field is constructed by combining the second-order partial derivatives of the surface. The displacement data of discrete measuring points are extended to a continuous displacement field covering the entire slope monitoring area, resulting in the full-field displacement distribution vector field. ,in , This represents the horizontal displacement component. The vertical displacement component is used to realize the inversion of slope deformation from discrete point measurement to continuous distribution across the entire field, thus fully characterizing the deformation rate and deformation trend of different regions of the slope.

[0034] (3) Construction and correction of mechanical model The mechanical analysis of the renovated and expanded slope needs to consider its layered and zoned structural characteristics of the old and new soil and rock masses. First, an interlayer interface shear transfer function needs to be established to clarify the transmission law of shear displacement at the soil interface, providing a foundation for subsequent mechanical model construction. Due to the differences in mechanical properties between the old and new soil and rock masses in the renovated and expanded slope, and the complex shear transfer characteristics at the interface, traditional homogeneous models cannot accurately reflect the actual stress state. Therefore, it is necessary to first construct the interlayer interface shear transfer function based on the layered and zoned geometric characteristics of the slope. This function is based on the layered and zoned geometric characteristics of the old and new soil and rock masses in the renovated and expanded slope, discretizing the interlayer interface into several elements, and defining the interface normal stress as… Interface shear displacement is Construct the shear transfer function ; in For the interfacial shear strength, For interfacial cohesion, The internal friction angle of the interface. The characteristic parameters of the interfacial shear displacement are determined through indoor direct shear tests or field shear tests. , and The value of is used to describe the nonlinear evolution of interfacial shear stress with shear displacement, reflecting the progressive failure and shear transfer characteristics of the interface between old and new soil and rock masses, and providing interfacial mechanical behavior constraints for the construction of subsequent heterogeneous overall mechanical analysis models.

[0035] After constructing the interface shear transfer function, the construction and modification of the heterogeneous overall mechanical model began. First, based on the layered and partitioned geometric characteristics of the old and new soil and rock masses of the renovated slope, the slope was discretized into several elements. For different soil and rock partitions, an elastoplastic element stiffness matrix considering stress path correlation was constructed, denoted as... ,in This refers to the geotechnical zoning number. This represents the strain increment, which is the small strain change generated by the soil and rock element during the stress process. The elements of this matrix are determined by the elastic modulus, Poisson's ratio, internal friction angle, cohesion and stress path correction coefficient of the corresponding soil and rock partition. Based on the overall topological relationship of the slope, a dynamic topological mapping matrix is ​​introduced. The stiffness matrices of each partition element are assembled into a block to obtain the initial global stiffness matrix. ,in This is a dynamic topology mapping matrix used to map the degrees of freedom of each partition unit to the degrees of freedom of the overall model. This refers to the geotechnical zoning number; For the first Element stiffness matrix of each soil and rock zone; The initial global stiffness matrix obtained from assembly is used; an interlayer interface shear transfer function is introduced. Construct the interface shear stiffness matrix ,in Let be the interlayer interface shear transfer function, characterizing the interlayer shear stress as a function of shear displacement. With normal stress The changing relationship; This refers to the interlayer interface shear displacement; For interlayer interface normal stress; The interface shear stiffness matrix is ​​constructed based on the shear transfer function and is used to describe the relationship between interface shear displacement and shear force. The stiffness matrix of adjacent elements at the interface is constrained and corrected. By adding an interface shear stiffness contribution term and an interface damage weakening term to the initial global stiffness matrix, the corrected global stiffness matrix is ​​obtained. ,in The interface damage variable is determined by the degree of shear displacement development. Incremental equilibrium equations are constructed by combining the step-by-step load conditions and displacement boundary conditions during slope construction. ,in The nodal displacement increment vector The equation is solved iteratively stepwise to represent the incremental vector of construction loads, simultaneously updating the interface damage variables and the element stiffness matrix. The specific process is as follows: 3.1 Initial Construction Steps Set the initial global stiffness matrix Initial interface damage variables and initial displacement vector ; 3.2 Apply incremental load for the current construction step Solve the incremental equilibrium equations , to obtain the displacement increment ; 3.3 Update the nodal displacement vector Calculate the stress, strain increments, and interface shear displacement increments for each element based on the displacement increments. ; 3.4 Update the interface damage variables based on the interface shear displacement increment and the shear transfer function. And correct the interface shear stiffness matrix. ; 3.5 Update the stiffness matrix of the elastoplastic element based on the element stress state Reconstructed and corrected global stiffness matrix 3.6 Order Repeat steps (2)-(5) until all construction steps are completed, forming a heterogeneous overall mechanical analysis model that can reflect the mechanical differences between new and old rock and soil, interface shear transmission characteristics and construction disturbance effects.

[0036] (4) Deformation stability judgment Due to the complex structure of the reconstructed slope, and the fact that displacement at different depths and locations directly affects construction safety, it is necessary to calculate the displacement at each depth and the displacement of the structure using scientific methods to accurately grasp the slope displacement. After constructing the continuous displacement field across the entire site, the cloud platform will input this displacement field data into a pre-established heterogeneous mechanical analysis model to perform displacement calculations.

[0037] The solution process uses a heterogeneous overall mechanical analysis model to obtain the total field nodal displacement vector. The basic definition of slope depth layer number is as follows , No. The plane corresponding to each depth layer is Layered interpolation operators are used. The displacement field is sliced ​​and decomposed to obtain the first... Displacement distribution vector at depth layer ,in The total field nodal displacement vector is obtained by solving the mechanical model, and it is a column vector composed of the nodal displacement components of all soil and rock masses in sequence. This is the slope depth layer number, a positive integer, used to distinguish horizontal layers at different depths. For the first The plane height corresponding to each depth layer is the z-coordinate value in the slope coordinate system; For the first Each depth layer interpolation operator is a sparse matrix containing only 0 / 1 elements, used to extract the nodal displacement components of the corresponding depth layer from the full-field displacement vector; For the first Displacement distribution vector of each depth layer ,in This represents the total number of nodes at this depth level. The first The depth layer The x, y, and z displacement components of each node are used to characterize the displacement of each depth layer of the slope. Based on the node coupling relationship between the slope structure and the soil mass, the node number of the structure is defined as follows: , No. The degree-of-freedom mapping matrix between structural nodes and soil / rock nodes is as follows: The displacement vectors of the structural nodes are obtained through displacement mapping. ,in This is the node number of the structure, a positive integer, used to distinguish different structure nodes; For the first The degree-of-freedom mapping matrix for each structural node is a 6×N sparse matrix (N is the total number of degrees of freedom of the soil and rock nodes), used to realize the mapping from the displacement of the soil and rock nodes to the displacement of the structural nodes. For the first The displacement vector of each structure node. ,in These are the x, y, and z linear displacement components of the structural nodes. These are the angular displacement components of the structure nodes about the x, y, and z axes; Combining structural element stiffness matrix Establish displacement compatibility equations ,in The stiffness matrix of the structural element is determined by the elastic modulus, Poisson's ratio, and cross-sectional geometric properties of the structural material. The equivalent load vector for the structural nodes is obtained by equivalent forces exerted on the structure by the soil and rock mass, and includes force and moment components. Solving this equation yields the displacement values ​​at each key location of the structure, enabling simultaneous calculation of the layered displacement of the slope soil and rock mass and the displacement of the structure.

[0038] This not only ensures the accuracy of displacement data but also provides reliable data support for subsequent slope stability assessment, ensuring that the calculation results can truly reflect the actual deformation of the slope.

[0039] Simultaneously, considering the actual needs of slope reconstruction and expansion construction, two types of core curves need to be plotted to comprehensively and clearly understand the slope deformation patterns, enabling precise monitoring and analysis of slope deformation. The displacement-time curve is primarily used to track slope deformation changes over different time periods. By continuously recording displacement data at each monitoring point, it clearly presents the slope's deformation trend over time, facilitating timely detection of abnormal fluctuations, such as a sudden increase in displacement within a certain time period. This allows for rapid identification of potential safety hazards and provides a basis for subsequent handling. The displacement-depth curve focuses on the deformation differences at different slope depths. By recording displacement data at each depth layer, it clarifies the deformation distribution of the slope from the surface to the deeper layers, accurately grasping the degree of deformation at different depths. This avoids overlooking deeper hazards due to normal surface deformation, providing data support for subsequent stability assessments.

[0040] After the curve is plotted, a dual control analysis is conducted based on preset monitoring standards. On one hand, the current slope displacement is checked against preset control standards such as displacement thresholds and deformation rates to determine if it exceeds the safe range and whether the deformation is under control. On the other hand, the deviation between the displacement data and preset standards is compared and analyzed using the previously established heterogeneous mechanical model to comprehensively assess the overall slope deformation. This dual-control analysis mode comprehensively determines the slope's deformation state, clarifies whether the current deformation is within the safe threshold, and identifies any abnormal deformation trends. Simultaneously, by considering the actual construction progress of the slope, it determines whether the deformation matches the construction procedures, thereby accurately determining the overall stability of the slope, promptly identifying potential safety risks, and providing precise judgment criteria for subsequent construction adjustments and hazard mitigation. This ensures the safe and orderly progress of slope construction and avoids safety accidents caused by uncontrolled deformation.

[0041] Example 2 Please refer to Figure 4 This embodiment 2 provides an automated monitoring system for slope reconstruction and expansion construction, including: The multi-source data acquisition and uploading unit is used to deploy inclinometer tubes and array displacement gauges on the monitoring section of the reconstructed and expanded slope, install dual-axis inclinometers at the slope anchor beams, integrate multi-dimensional sensing units and wireless transmission modules, and automatically collect deep slope displacement data and structural tilt data according to the set strategy, and upload them to the cloud platform for storage in real time via wireless communication. The displacement field unified inversion unit is used to perform global geodetic coordinate system transformation on the uploaded discrete sensing data, projecting the one-dimensional tilt and displacement of each measuring point to the same spatial reference; based on the spatial topological relationship of the measuring points, the minimum curvature surface fitting method is used to construct the three-dimensional deformation surface of the slope, and the continuous displacement field of the entire slope is inverted through surface differential geometry operation, eliminating the spatial mapping deviation between the one-dimensional measurement of a single point and the actual three-dimensional deformation of the slope; The mechanical model construction and correction unit is used to establish the interlayer interface shear transfer function to describe the shear displacement transfer law of the soil interface based on the layered and partitioned geometric characteristics of the old and new rock and soil masses of the renovated and expanded slope; the stiffness matrix is ​​assembled in blocks and the interface constraint is corrected for each partition of rock and soil masses to form a heterogeneous overall mechanical analysis model suitable for the renovated and expanded slope. The deformation stability determination unit is used by the cloud platform to substitute the full-field continuous displacement field obtained by inversion into the heterogeneous overall mechanical analysis model, calculate the displacement of each depth layer of the slope and the displacement value of the structure, and draw displacement-time curves and displacement-depth curves; combined with preset monitoring standards, it performs dual-control analysis to determine the deformation state and overall stability of the slope.

[0042] Example 3 This embodiment 3 also provides a computer-readable storage medium storing a computer program, which, when executed by a processor, can implement any step of an automated monitoring method for slope reconstruction and expansion construction.

[0043] The computer-readable storage medium may include various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0044] For a description of the computer-readable storage medium provided in this application, please refer to the above method embodiments; further details will not be repeated here.

[0045] Those skilled in the art will readily understand that the above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. An automated monitoring method for slope reconstruction and expansion construction, characterized in that, include: S1. Inclinometer tubes and array displacement gauges are installed on the monitoring section of the reconstructed and expanded slope. A dual-axis inclinometer is installed at the anchor beam of the slope. Multi-dimensional sensing units and wireless transmission modules are integrated and deployed. According to the set strategy, deep displacement data of the slope and tilt data of the structure are automatically collected and uploaded to the cloud platform for storage in real time through wireless communication. S2. Perform a global geodetic coordinate system transformation on the uploaded discrete sensor data to project the one-dimensional tilt and displacement of each measuring point to the same spatial reference; based on the spatial topological relationship of the measuring points, construct the three-dimensional deformation surface of the slope using the minimum curvature surface fitting method, and invert the continuous displacement field of the entire slope through surface differential geometric operations to eliminate the spatial mapping deviation between the one-dimensional measurement of a single point and the actual three-dimensional deformation of the slope. S3. Based on the layered and zoned geometric characteristics of the old and new rock and soil masses of the reconstructed and expanded slope, establish the interlayer interface shear transfer function to describe the shear displacement transfer law of the soil interface. The stiffness matrix of each zone of soil and rock mass is divided into blocks and the interface constraint is corrected to form a heterogeneous overall mechanical analysis model suitable for the reconstruction and expansion of slopes. S4. The cloud platform substitutes the full-field continuous displacement field obtained by inversion into the heterogeneous overall mechanical analysis model, calculates the displacement of each depth layer of the slope and the displacement value of the structure, and plots the displacement-time curve and displacement-depth curve; combined with the preset monitoring standards, it performs dual-control analysis to determine the slope deformation state and overall stability. The construction process of the heterogeneous overall mechanical analysis model for the modified and expanded slope in S3 is as follows: Based on the layered and partitioned geometric characteristics of the old and new rock and soil masses of the renovated and expanded slope, a partitioned elastoplastic element stiffness matrix considering stress path correlation is constructed, and the initial global stiffness matrix is ​​obtained by block assembly through dynamic topological mapping matrix. The dynamic topology mapping matrix is ​​used to realize the mapping between the degrees of freedom of each partition unit and the degrees of freedom of the overall model; An interlayer interface shear transfer function is introduced to construct the interface shear stiffness matrix. An interface shear stiffness contribution term and a damage weakening term are added to correct the overall stiffness matrix, establishing an incremental equilibrium equation considering the interface mechanical behavior. The interlayer interface shear transfer function is used to characterize the interface shear stress as a function of shear displacement. With normal stress The relationship between the changes; the interface shear stiffness matrix is ​​used to describe the relationship between the interface shear displacement and the shear force, and to constrain and correct the stiffness matrix of adjacent elements of the interface. By combining the phased load conditions during construction, incremental equilibrium equations are solved iteratively step by step, and interface damage variables, interface shear stiffness matrix and element stiffness matrix are updated synchronously until all construction steps are completed, forming a heterogeneous overall mechanical analysis model that reflects the mechanical differences between new and old soil and rock, interface shear transmission characteristics and construction disturbance effects.

2. The automated monitoring method for slope reconstruction and expansion construction according to claim 1, characterized in that, The strategy set in S1 includes slope construction condition identification and acquisition timing planning. Specifically, it is as follows: the current construction condition is determined based on the graded structure of the slope where the monitoring section is located and the construction progress position. Based on the slope graded structure, a grouping rule for sensor units is established. The array displacement gauge and the biaxial inclinometer are assigned to the corresponding group according to the slope grade. Data is collected sequentially according to the grouping order. Sensor units in the same group collect data simultaneously. After each group is collected, real-time data encapsulation and uploading are performed to ensure that the acquisition process matches the slope construction condition and ensures that the output data of the multi-dimensional sensor units have a stable spatiotemporal correlation.

3. The automated monitoring method for slope reconstruction and expansion construction according to claim 1, characterized in that, The process in S2 of projecting the one-dimensional tilt and displacement of each measuring point to the same spatial reference is as follows: A global spatial orthogonal reference frame is established based on the main control monitoring section of the slope. The correspondence between the global spatial orthogonal reference frame and the local measurement coordinate system of each measuring point is determined. The rotation matrix from the local measurement coordinate system to the global spatial orthogonal reference frame is constructed using the Rodriguez rotation formula. The one-dimensional tilt of the measuring point is converted into the corresponding spatial direction cosine matrix, and the one-dimensional displacement of the measuring point is mapped into the displacement vector in the local coordinate system. Matrix multiplication is used to realize the conversion from the displacement vector in the local coordinate system to the displacement vector in the global reference frame. The direction cosine matrix is ​​coupled with the rotation matrix to complete the projection of the one-dimensional tilt in the global reference frame.

4. The automated monitoring method for slope reconstruction and expansion construction according to claim 1, characterized in that, The minimum curvature surface fitting method in S2 employs a minimization objective function that includes data fitting bias and surface smoothness constraints, specifically: ； in To minimize the fitting objective function, To solve for the three-dimensional deformation surface function of the slope, This represents the total number of monitoring points. For the measurement point number, For the first The measured displacement values ​​of each measuring point after global coordinate projection. For the first The planar coordinates of each measuring point within a global space orthogonal reference frame. For the surface function at the th Fitted displacement values ​​at the coordinates of each measuring point To fix the regularization parameters, The integral term is the planar projection domain of the overall slope monitoring area, and the integral term is the square integral term of the total curvature of the surface, which is used to constrain the smoothness of the surface.

5. The automated monitoring method for slope reconstruction and expansion construction according to claim 1, characterized in that, The process of inverting the continuous displacement field of the entire slope through surface differential geometry operations in S2 is as follows: For the constructed three-dimensional deformable surface of the slope Establish a local orthogonal frame along the tangent and normal directions of the slope surface, and use the first-order partial derivatives. , Solve for the direction vector of the tangent plane of the surface, and construct the surface normal vector. Using surface gradient operators The tangential component of the slope displacement field is calculated, and the curvature rate of change distribution of the displacement field is constructed by combining the second-order partial derivatives of the surface. The displacement data of discrete measuring points are extended to a continuous displacement field covering the entire slope monitoring area, resulting in the full-field displacement distribution vector field. ,in , This represents the horizontal displacement component. The vertical displacement component is used to realize the inversion of slope deformation from discrete point measurement to continuous distribution across the entire field, thus fully characterizing the deformation rate and deformation trend of different regions of the slope.

6. The automated monitoring method for slope reconstruction and expansion construction according to claim 1, characterized in that, The method for constructing the interlayer interface shear transfer function in S3 is as follows: Based on the layered and zoned geometric characteristics of the old and new soil and rock masses on the slope being renovated and expanded, the interlayer interfaces are discretized into several elements, and the interface normal stress is defined as... Interface shear displacement is Construct the shear transfer function ; in For the interfacial shear strength, For interfacial cohesion, The internal friction angle of the interface. The characteristic parameters of the interfacial shear displacement are determined through indoor direct shear tests or field shear tests. , and The value of is used to describe the nonlinear evolution of interfacial shear stress with shear displacement, reflecting the progressive failure and shear transfer characteristics of the interface between old and new soil and rock masses, and providing interfacial mechanical behavior constraints for the construction of subsequent heterogeneous overall mechanical analysis models.

7. The automated monitoring method for slope reconstruction and expansion construction according to claim 1, characterized in that, The calculation process for the displacement of the slope at each depth layer and the displacement of the structure in S4 is as follows: Based on the heterogeneous overall mechanical analysis model, combined with the inverted continuous displacement field of the slope, the displacement field is sliced ​​and decomposed along the slope depth direction using the layered interpolation and unit node displacement mapping method, and the displacement distribution characteristics of different depth layers are extracted to obtain the displacement of each depth layer. Based on the nodal coupling relationship between the slope structure and the soil and rock mass, the nodal displacement values ​​in the overall displacement field are transferred to the structural elements through a one-to-one mapping between the displacement field and the degrees of freedom of the structural nodes. Combined with the stiffness characteristics of the structure itself, displacement coordination calculation is performed to obtain the displacement values ​​at each key position of the structure, thus realizing the synchronous calculation of the layered displacement of the slope soil and rock mass and the displacement of the structure.

8. An automated monitoring system for slope reconstruction and expansion construction, used to implement the automated monitoring method for slope reconstruction and expansion construction as described in claim 1, characterized in that, include: The multi-source data acquisition and uploading unit is used to deploy inclinometer tubes and array displacement gauges on the monitoring section of the reconstructed and expanded slope, install dual-axis inclinometers at the slope anchor beams, integrate multi-dimensional sensing units and wireless transmission modules, and automatically collect deep slope displacement data and structural tilt data according to the set strategy, and upload them to the cloud platform for storage in real time via wireless communication. The displacement field unified inversion unit is used to perform global geodetic coordinate system transformation on the uploaded discrete sensing data, projecting the one-dimensional tilt and displacement of each measuring point to the same spatial reference; based on the spatial topological relationship of the measuring points, the minimum curvature surface fitting method is used to construct the three-dimensional deformation surface of the slope, and the continuous displacement field of the entire slope is inverted through surface differential geometry operation, eliminating the spatial mapping deviation between the one-dimensional measurement of a single point and the actual three-dimensional deformation of the slope; The mechanical model construction correction unit is used to establish the interlayer interface shear transfer function to describe the shear displacement transfer law of the soil interface based on the layered and partitioned geometric characteristics of the old and new rock and soil masses of the renovated and expanded slope. The stiffness matrix of each zone of soil and rock mass is divided into blocks and the interface constraint is corrected to form a heterogeneous overall mechanical analysis model suitable for the reconstruction and expansion of slopes. The deformation stability determination unit is used by the cloud platform to substitute the full-field continuous displacement field obtained by inversion into the heterogeneous overall mechanical analysis model, calculate the displacement of each depth layer of the slope and the displacement value of the structure, and draw displacement-time curves and displacement-depth curves; combined with preset monitoring standards, it performs dual-control analysis to determine the deformation state and overall stability of the slope.

9. A computer-readable storage medium having a computer program stored thereon, characterized in that, The computer program is executed by a processor according to any one of claims 1-7, which describes an automated monitoring method for slope reconstruction and expansion construction.

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