Numerical simulation and stability analysis methods and systems based on monitoring data

Abstract

This invention proposes a numerical simulation and stability analysis method and system based on monitoring data, belonging to the field of monitoring and early warning technology. It solves the problems of low data acquisition and processing efficiency, poor accuracy and adaptability of calculation models, lack of specificity in dynamic slope stability monitoring, low system integration, high cost, and complex application in slope monitoring technology. The method includes: real-time acquisition of slope data using multi-functional sensors; transmitting the acquired data to a data acquisition system for real-time data monitoring and recording; constructing a two-dimensional numerical model of the slope using finite element analysis software; analyzing the slope using the two-dimensional numerical model; comparing and analyzing the real-time monitoring data and numerical simulation results in the data acquisition system to analyze the slope's changing trends, identify potential instability areas, and using automated algorithms to update the two-dimensional numerical model in real time, completing the real-time dynamic assessment of the slope and providing early warning of potential slope instability risks.

Description

Technical Field

[0001] This invention relates to numerical simulation and stability analysis methods and systems based on monitoring data, belonging to the field of monitoring and early warning technology. Background Technology

[0002] In recent years, with rapid economic development and increased infrastructure construction, slope protection engineering has been widely used in engineering projects, especially in high slope projects with significant height and gradient. High slope protection engineering is widely applied in road, railway, water conservancy, and building construction, playing a crucial role in ensuring slope stability and preventing disasters. Traditional slope stability assessments often rely on manual inspections and conventional monitoring methods, such as inclinometers and pore water pressure gauges, to collect data and manually analyze and judge slope stability. However, these methods often have the following problems: 1. Difficulty in real-time data updates: Traditional monitoring methods often rely on manual reading or periodic checks, resulting in poor data real-time performance and difficulty in timely detection of potential slope instability risks. 2. Insufficiently accurate model calculations: Existing slope stability assessment methods mostly use empirical formulas or traditional finite element analysis methods, but due to limitations in calculation accuracy and complexity, they are difficult to accurately simulate the stress and displacement of slopes under complex geological conditions. 3. Inability to fully reflect the dynamic changes of slopes: Existing monitoring methods and calculation models can usually only provide static or periodic data, which cannot fully reflect the dynamic stability evolution process of slopes under different climate and soil changes. 4. Large workload and low efficiency of manual analysis: Traditional stability analysis often relies on a large amount of manual analysis, making it difficult to process large-scale data, resulting in low analysis efficiency. Furthermore, the results are often influenced by the experience and judgment of the analysts, easily leading to errors.

[0003] Existing slope monitoring technologies have the following shortcomings: 1. Low data acquisition and processing efficiency: Existing slope monitoring methods typically rely on manual inspection or intermittent data collection, lacking real-time capabilities. Data obtained through manual inspection is insufficient to meet the needs of accurate monitoring of dynamic changes in slope stability, and the process of manual collection and analysis is cumbersome and inefficient.

[0004] 2. Poor Accuracy and Adaptability of Computational Models: Although the finite element method is widely used in slope stability analysis, existing finite element models often lack sufficient accuracy and adaptability when facing complex geological conditions, especially in terms of stress, displacement, and plastic strain in high slopes. The insufficient accuracy and reliability of existing models lead to deviations between calculation results and actual conditions. 3. Lack of Targeted Dynamic Monitoring of Slope Stability: Existing monitoring technologies typically use single static data, making it difficult to dynamically monitor changes in slopes at different construction stages and under different environmental conditions. This hinders effective early warning of slope instability risks, making it difficult to take timely and effective protective measures. 4. Low System Integration: Existing slope monitoring and numerical simulation technologies are often fragmented, lacking effective integration and collaboration. This results in inefficient data exchange between monitoring and simulation data, preventing the formation of a complete evaluation system and leading to insufficient reliability and accuracy of analysis results. 5. High Cost and Complex Application: Current high-precision numerical simulation software and monitoring equipment are costly and complex to operate, requiring highly skilled personnel, limiting their widespread application in small and medium-sized projects. Summary of the Invention

[0005] This invention addresses the problems of low data acquisition and processing efficiency, poor accuracy and adaptability of computational models, lack of specificity in dynamic slope stability monitoring, low system integration, high cost, and complex application in slope monitoring technology. It proposes a numerical simulation and stability analysis method and system based on monitoring data, wherein the analysis method specifically includes: Step 1: Collect slope data in real time using a multi-functional sensor; Step 2: Transmit the sensor's data to the data acquisition system for real-time data monitoring and recording; Step 3: Construct a two-dimensional numerical model of the slope using finite element analysis software, analyze the slope using the two-dimensional numerical model, and obtain the numerical simulation calculation results of the slope. Step 4: Compare and analyze the real-time monitoring data and numerical simulation results from the data acquisition system to analyze the slope's changing trend, identify potential instability areas, and use automated algorithms to update the two-dimensional numerical model in real time to complete the real-time dynamic assessment of the slope and provide early warning of potential slope instability risks.

[0006] Preferably, the multifunctional sensor in step 1 includes, but is not limited to, a displacement sensor, a stress sensor, and a pore water pressure gauge, and the collected slope data includes, but is not limited to, the slope's displacement, stress, plastic strain, and pore water pressure.

[0007] Preferably, the data monitoring results in step 2 include, but are not limited to, displacement changes and stress changes on and inside the slope surface, plastic strain areas and stress-strain relationships of the soil, as well as environmental data related to geology and climate change.

[0008] Preferably, step 3, which involves analyzing the slope using a two-dimensional numerical model, specifically includes: Input the slope soil parameters into a two-dimensional numerical model for static and dynamic analysis; The stress distribution, displacement contour maps, and plastic strain zones of the slope soil under different working conditions were obtained through static analysis calculations. Through dynamic analysis, the Mohr-Coulomb criterion is used to simulate the instability and landslide behavior of slopes under the action of external forces and environmental changes, and the slope stability is evaluated through dynamic analysis.

[0009] Preferably, the steps of kinetic analysis include: Step 3.1: Divide the slope rock and soil mass into finite element units; Step 3.2: Determine the nodal displacement mode so that the displacement function on the node is equal to the nodal displacement and satisfies the convergence criterion; Step 3.3: Calculate the stiffness matrix between nodal displacements and element strains in the slope element; Step 3.4: Obtain the overall characteristic equation of the slope based on the stiffness matrix between nodal displacements and element strains; Step 3.5: Constrain the boundaries of the finite element units of the slope, perform disjunction processing on the element parts that are excluded from influence, solve the overall characteristic equation of the slope, complete the dynamic analysis, and obtain the nodal displacements and element stresses.

[0010] Preferably, step 3.3 specifically includes: Step 3.3.1: Obtain the shear strength at any point within the finite element unit by using the cohesion, shear stress, and internal friction angle of the slope soil and rock mass; Step 3.3.2: Calculate the safety factor at any point within the finite element unit by using the shear strength and shear stress, applying the Mohr-Coulomb yield criterion; Step 3.3.3: Perform a strength reduction process based on the shear strength and safety factor of the corresponding point to obtain the stiffness matrix between nodal displacement and element strain in the slope element.

[0011] Preferably, step 4 specifically includes: The real-time monitoring data from the data acquisition system and the numerical simulation results are compared and analyzed to verify the accuracy of the two-dimensional numerical model. If the accuracy is lower than the preset value, the parameters of the two-dimensional numerical model are adjusted until the accuracy is not lower than the preset value. By comparing real-time monitoring data and numerical simulation results, the stability of the slope is determined, the trend of slope change is analyzed, and potential instability areas are identified. The trend of slope change includes, but is not limited to, the slope displacement, stress, and plastic strain. An automated algorithm is used to update the two-dimensional numerical model in real time, enabling real-time dynamic assessment of slopes and providing early warning of potential slope instability risks.

[0012] Numerical simulation and stability analysis methods based on monitoring data include: The sensor module is used to collect slope data in real time; The data acquisition system module is used to monitor and record data in real time and transmit the monitored data to the data processing and analysis module. The power module is used to provide a stable power supply for the data acquisition system module; The two-dimensional numerical model module is used for numerical simulation calculations of slopes; The data processing and analysis module is used to compare and analyze numerical simulation results and real-time data, assess slope stability, and issue early warning information when the threshold is exceeded. The user interaction module is used to display monitoring data, slope stability assessment results, and numerical simulation calculation results in real time, and to adjust system parameters according to user settings.

[0013] Preferably, the data processing and analysis module includes a data receiving submodule, a comparison and analysis submodule, and an early warning and reporting submodule; The data receiving submodule is used to receive monitoring data from the data acquisition system module; The comparative analysis module is used to compare and analyze the numerical simulation results with real-time data, evaluate the stability of the slope, and output a real-time assessment report. The early warning and reporting submodule is used to generate stability reports based on the assessment results and issue early warning information when the early warning threshold is exceeded.

[0014] Preferably, the user interaction module includes a display screen and a control submodule; The display screen is used to show monitoring data, slope stability assessment results, and numerical simulation calculation results in real time. The control submodule allows users to configure operations, including but not limited to adjusting monitoring frequency, setting early warning thresholds, and querying historical data.

[0015] The beneficial effects of this invention are: 1. Strong real-time performance, enhancing early warning capabilities: Existing slope monitoring technologies typically rely on manual inspections and periodic data collection, resulting in delayed data updates and difficulty in timely reflecting slope changes. This invention, however, monitors slope displacement, stress, and plastic strain in real time, enabling timely data capture and updates when signs of slope instability appear. This real-time capability significantly improves the monitoring ability of dynamic slope changes, providing engineering managers with more timely early warning information. Through real-time comparison with numerical simulations, this invention can detect potential instability risks in advance, avoiding the accident hazards caused by slow response in traditional methods.

[0016] 2. Improving the Accuracy and Adaptability of Numerical Models: In traditional slope stability assessments, finite element analysis methods often fail to accurately reflect the true stress and deformation of slopes under complex geological conditions, leading to discrepancies between simulation results and actual conditions. This invention combines Midas GTS NX finite element software and the Mohr-Coulomb criterion, introducing more refined material parameters and nonlinear slope behavior into the soil constitutive model, making the model more accurate and adaptable. Through more precise numerical simulations, this invention can better reflect the stress distribution, displacement changes, and stability evolution of slopes, ensuring the accuracy of the assessment results.

[0017] 3. Comprehensive Dynamic Analysis and Stability Assessment: Existing technologies typically employ static analysis, which cannot effectively consider the impact of environmental factors such as climate and geology on slope stability, nor can it perform dynamic analysis of slope stability at different construction stages. This invention, however, comprehensively analyzes slope changes under different conditions through integrated real-time monitoring data and dynamic numerical simulation, particularly the dynamic stability changes of slopes under complex environmental conditions (such as rainfall and earthquakes). This dynamic assessment capability enables the invention to more accurately identify potential instability risks, providing more reliable decision support for slope protection engineering.

[0018] 4. Improved Accuracy and Reliability of Slope Stability Assessment: This invention, through real-time comparison of numerical simulation and monitoring data, dynamically adjusts the simulation model and calibrates its parameters to ensure high accuracy and reliability of the simulation results. Traditional methods often rely on empirical formulas and static models, lacking sufficient accuracy and flexibility. This invention, by combining modern computing technology and real-time data, makes slope stability assessment more scientific, objective, and reliable. This not only improves the accuracy of slope stability analysis but also provides reliable predictive basis for various complex situations encountered in practical engineering.

[0019] 5. Enhanced Environmental Adaptability and Reliability: The slope stability monitoring and analysis method of this invention has strong environmental adaptability. By considering factors such as the geological characteristics of the slope's location, climate change, and construction stage, this invention can perform comprehensive stability analysis under multiple scenarios. Compared with traditional technologies, the system of this invention is better able to cope with complex and variable environmental conditions, improving the reliability of slope stability assessment. Attached Figure Description

[0020] Figure 1 A flowchart of the numerical simulation and stability analysis method based on monitoring data provided by the present invention; Figure 2 The data monitoring deployment diagram provided for this invention; Figure 3 A simplified CAD drawing of three natural working condition profiles of a slope provided by this invention; Figure 4 This is a schematic diagram of the soil layer profile and grid division before the slope is leveled and supported, provided by the present invention. Figure 5 A schematic diagram of the planar plastic strain of three cross-sections of a slope provided by the present invention; Figure 6 A schematic diagram illustrating the overall displacement of the slope across three cross-sections provided by this invention; Figure 7 A schematic diagram illustrating the shear force distribution across three profiles of a slope, provided by this invention. Figure 8 Simplified CAD drawings of three cross-sections of slope support conditions provided by this invention; Figure 9 Original grid division diagram of slope support conditions with three cross sections provided for this invention; Figure 10 A schematic diagram of the planar plastic strain after slope support in three cross sections provided by the present invention; Figure 11 This is a schematic diagram showing the overall displacement of the slope after support of three cross sections provided by the present invention. Figure 12 A schematic diagram showing the shear stress distribution after slope support in three cross sections provided by the present invention; Figure 13 This is a schematic diagram of the X-direction displacement after three-section slope support provided by the present invention. Figure 14 This is a schematic diagram of the Y-direction displacement after slope support in three cross sections provided by the present invention. Figure 15 This is a framework diagram of the numerical simulation and stability analysis method based on monitoring data provided by the present invention. Detailed Implementation

[0021] Specific implementation method one: Combining Figure 1-14 This implementation method is described as follows: Figure 1 As shown, the steps of the numerical simulation and stability analysis method based on monitoring data described in this embodiment include: S1: Real-time acquisition of slope data using multi-functional sensors; In this embodiment, the slope data collection site is located on the south slope support project of the cooling tower in the Phase II project of the co-processing of sludge and municipal solid waste incineration at the Changsha Municipal Wastewater Treatment Plant. This project is situated in the northernmost part of the Heimi Peak Waste Treatment Plant in Qiaoyi Town, Wangcheng District, Changsha City. The north and west sides are already supported slopes, the south side is the slope under study and the integrated pumping station, and the east side is the booster station and solid waste treatment area. The ground elevation of the cooling tower is 156.00m. A slope with a height difference of 16m exists on the south side of the cooling tower. Displacement sensors, stress sensors, and pore water pressure gauges are installed to monitor the slope's displacement, stress, plastic strain, pore water pressure, and other parameters in real time.

[0022] S2: Transmit the sensor's data to the data acquisition system for real-time data monitoring and recording; The data monitoring deployment in this embodiment is as follows: Figure 2 As shown, the monitoring content includes: (1) Surface subsidence monitoring: The measurement includes subsidence and the rate of change; (2) Monitoring the tilt of the support piles: A box-type inclinometer is installed on the support piles to monitor the tilt of the support piles during slope excavation, cooling tower construction and operation. (3) Cooling tower tilt monitoring: During the construction of the cooling tower, a box-type inclinometer is installed on the cooling tower to monitor the changes in the cooling tower under wind load during construction and operation; (4) Groundwater level monitoring: Monitor the changes in groundwater level during slope excavation, cooling tower construction and operation; (5) Anchor stress monitoring: During anchor construction, steel bars are welded to the anchor to monitor the stress changes of the anchor during slope excavation and operation; (6) Stress monitoring of the main cable of flexible support: During the construction of the flexible support net, the steel bars are welded to the main cable to monitor whether rocks fall during slope excavation and operation. (7) Monitoring of pile-anchor support stress: monitoring the stress state of anchor cables; (8) Pile reinforcement stress monitoring: The stress of the reinforcement in the support pile is obtained by using a reinforcement gauge; (9) Earth pressure monitoring behind support piles: Earth pressure gauges are installed during the excavation of support piles to monitor the changes in earth pressure behind support piles during slope excavation, cooling tower construction and operation. (10) Platform earth pressure monitoring: After the cooling tower pile foundation construction is completed, a three-dimensional earth pressure gauge is installed with the help of a geological drill to monitor the change of earth pressure in the 156 platform during slope excavation, cooling tower construction and operation. The monitoring equipment used in this embodiment is shown in Table 1: Table 1

[0023] S3: Construct a two-dimensional numerical model of the slope using finite element analysis software, analyze the slope using the two-dimensional numerical model, and obtain the numerical simulation calculation results of the slope. Input the slope soil parameters into a two-dimensional numerical model for static and dynamic analysis; The stress distribution, displacement contour maps, and plastic strain zones of the slope soil under different working conditions were obtained through static analysis calculations. Through dynamic analysis, the Mohr-Coulomb criterion is used to simulate the instability and landslide behavior of slopes under the action of external forces and environmental changes, and the slope stability is evaluated through dynamic analysis.

[0024] The finite element analysis software used in this implementation is Midas GTS NX. Midas GTS NX is a geotechnical analysis software that can be used to build models and analyze soil and rock. The software provides various functions such as slope analysis, static analysis, solid structure analysis, dynamic analysis, and thermal analysis, allowing users to analyze various soil and rock structures in a 3D interface, which is very helpful for construction. The static slope analysis module of this software includes the finite element strength reduction method (SRM) and the stress analysis method (SAM) based on the limit equilibrium method. Midas GTS NX has powerful geometric modeling, mesh generation, and graphics processing capabilities, calculating deformation and internal forces under different working conditions.

[0025] The finite element method (FEM) requires dividing the entire slope soil and rock mass into numerous distinct elements, each with its own characteristics. These elements are connected as a whole by nodes, where forces act. The overall steps in numerical simulation modeling using the FEM are: dividing the mass into different elements and nodes (mesh generation), determining the force characteristics of the elements and nodes, performing a comprehensive analysis to obtain the equilibrium equations for the entire soil and rock mass, calculating the results, and finally conducting a detailed analysis based on the model results. The specific steps are as follows: S301: The entire slope soil and rock mass is divided into finite element units to achieve discretization; S302: Determine the displacement mode such that the displacement function at the node is equal to the node displacement, while satisfying the convergence criterion. S303: Based on the mechanical properties of the slope element, list the stiffness matrix between nodal displacement and element strain; The shear strength reduction factor is defined as follows: When an external load is applied to a soil mass at a constant value, the ratio of the shear stress generated by the external load on the soil mass to the shear strength generated by the slope to maintain its stability is called the shear strength reduction factor. Normally, we consider the ultimate limit state of a slope to be when the shear stress caused by the external load on the soil mass and the soil mass within the slope reach equilibrium, and the slope is in a state between undamaged and failed. In this case, if the load or the properties of the soil layers change slightly, such as an increase in the external load or changes in the properties of the soil layers due to weathering or other factors, the overall shear strength decreases. At this point, the slope will not continue to maintain equilibrium and will fail. The strength reduction method is used to analyze the safety and stability of soil masses as follows: S30301: Calculate the shear strength at any point using the cohesion, stress, and internal friction angle of the soil and rock mass; S30302: Calculate the safety factor at any point by using the shear strength and shear stress at each point in the soil and rock mass; S30303: Perform strength reduction process.

[0026] This implementation method uses the simultaneous yield criterion in the strength reduction method analysis, as detailed below: The Mohr-Coulomb yield criterion states that if a slope slides along a certain sliding surface, then all nodes and elements on that sliding surface are in a state of limit equilibrium. The expression is: (1); In formula (1), For shear strength, For the normal effective stress, For the total normal stress, Pore ​​water pressure, For effective cohesion, The effective internal friction angle; The safety factor is achieved by reducing the strength of the material to reach a limit equilibrium state, and it has the property of a strength reserve factor. The safety factor is the ratio of the shear strength on the entire sliding surface to the shear stress at the limit equilibrium state, and the expression is as follows: (2); In formula (2), For safety reasons, For shear strength, Shear stress at the limit equilibrium state; S304: Obtain the overall characteristic equation; S305: Constrain each boundary, disjunct parts that do not need to be considered or whose influence is excluded, select an appropriate solution method to solve the overall equilibrium equations, and obtain nodal displacements and element stresses.

[0027] S4: Compare and analyze the real-time monitoring data and numerical simulation results from the data acquisition system to analyze the slope's changing trend, identify potential instability areas, and use automated algorithms to update the two-dimensional numerical model in real time to complete the real-time dynamic assessment of the slope and provide early warning of potential slope instability risks.

[0028] S401: Compare and analyze the real-time monitoring data and numerical simulation calculation results in the data acquisition system to verify the accuracy of the two-dimensional numerical model. If the accuracy is lower than the preset value, adjust the parameters of the two-dimensional numerical model until the accuracy is not lower than the preset value. S402: By comparing real-time monitoring data and numerical simulation results, the stability of the slope is determined, the trend of slope change is analyzed, and potential instability areas are identified. The trend of slope change includes, but is not limited to, the slope displacement, stress, and plastic strain. S403: Employs automated algorithms to update the two-dimensional numerical model in real time, enabling real-time dynamic assessment of slopes and providing early warning of potential slope instability risks.

[0029] Specific Implementation Method Two: This implementation method is described with reference to the figure. As shown in the figure, the numerical simulation and stability analysis system for slope monitoring data described in this implementation method includes: a sensor module for real-time acquisition of slope data; a data acquisition system module for real-time data monitoring and recording and transmitting the monitoring data to the data processing and analysis module; a power supply module for providing a stable power supply to the data acquisition system module; a two-dimensional numerical model module for performing numerical simulation calculations on the slope; a data processing and analysis module for comparing and analyzing the numerical simulation calculation results and real-time data, evaluating the stability of the slope, and issuing warning information when the warning threshold is exceeded; and a user interaction module for real-time display of monitoring data, slope stability assessment results, and numerical simulation calculation results, and for adjusting system parameters according to user settings.

[0030] The data processing and analysis module includes a data receiving submodule, a comparison and analysis submodule, and an early warning and reporting submodule; The data receiving submodule is used to receive monitoring data from the data acquisition system module; The comparative analysis module is used to compare and analyze the numerical simulation results with real-time data, evaluate the stability of the slope, and output a real-time assessment report. The early warning and reporting submodule is used to generate stability reports based on the assessment results and issue early warning information when the early warning threshold is exceeded.

[0031] The user interaction module includes a display screen and a control sub-module; The display screen is used to show monitoring data, slope stability assessment results, and numerical simulation calculation results in real time. The control submodule allows users to configure operations, including but not limited to adjusting monitoring frequency, setting early warning thresholds, and querying historical data.

[0032] Specific Implementation Method 3: This implementation method will be described with reference to the figures. To verify the technical effect of the present invention, the following experiment was conducted in this implementation method: 1. Natural Condition Analysis: This implementation method combines columnar and cross-sectional diagrams to create a CAD drawing of the slope soil layer distribution. The left and right boundaries are simplified to meet the model establishment conditions without affecting the actual slope stability. This implementation method is based on the slope soil layer columnar diagram and soil layer cross-sectional distribution, such as... Figure 3 (a) Figure 3 (b) and Figure 3 (c) shows a simplified CAD image of three slope profiles. Various information about the soil layer was input into the MidasGtsNx software to establish an actual geological model. The profile was mainly divided into three main surfaces for calculation and analysis. Three representative surfaces were selected: CVII-CVII', Ci-Ci', and Cii-Cii'. The first profile is 160m long with a height difference of 45m. Mesh generation was performed simultaneously, with dense meshing in important areas and sparse meshing in irrelevant areas to reduce computational load. The completed profile map recorded 4178 nodes and 8098 elements. The second profile is 145m long with a height difference of 45m. The completed profile map recorded 4442 nodes and 8617 elements. The third profile is 160m long with a height difference of 45m. The completed profile map contains 4939 nodes and 9569 elements. Based on Table 2, the soil and rock parameters for each layer were selected, including the elastic modulus, Poisson's ratio, unit weight, cohesion, and internal friction angle of the fill, completely weathered granite, strongly weathered granite, and moderately weathered granite. The Mohr-Coulomb constitutive model was selected for the soil layer. Appropriate soil parameters were chosen for each foundation, and gravity and boundary conditions were added to constrain the slope boundaries. Simultaneously, sections of the slope that had already been supported and were determined not to experience significant displacement were analyzed to prevent stress and strain in these sections from affecting the overall stability evaluation of the slope. Then, analysis cases were added, and the finite element strength reduction method was selected. Displacement, internal force, energy, and other analytical reference data were selected in the analysis control. Finally, simulation and calculation were performed.

[0033] Table 2

[0034] The specific details of the soil profile and grid division before slope leveling and support are as follows: Figure 4 (a) Figure 4(b) and Figure 4 As shown in (c), the mesh is relatively dense at the center of the slope, consisting of a 1m triangular mesh, which is more detailed than a square mesh. A 1.5m triangular mesh is used at the slope boundary, and a smooth linear transition is set between 1m and 1.5m, so that the slope can reflect the stress, strain and displacement of the sliding zone in a key way without affecting the calculation accuracy.

[0035] The results analysis of the two-dimensional numerical model established in this invention are as follows: Using Midas GTS NX geotechnical finite element software, the high slope on the south side of the cooling tower was studied. Three sections of the high slope were modeled in their natural state before support, and relevant parameters were input to obtain the specific stress, strain, and safety factor for each section. No abnormalities occurred during the calculation process that caused the calculation results to terminate or continuously iterate without convergence. Furthermore, referring to the actual deformation of the slope, no endless slippage was observed, indicating that the slope modeling was relatively normal. Moreover, the overall numerical values ​​of the calculated slope are reasonable, with no excessive displacement or deformation, and the slope slip zone is within the predicted location, indicating that the model establishment is reasonable.

[0036] After numerical simulation calculations, the safety factors of the first, second, and third sections under natural working conditions were obtained as 1.77969, 1.2375, and 4.225, respectively. Therefore, based on the slope safety factor and the slope stability state classification standard, it can be seen that sections one and three are in a stable state, with section three being more stable and safer than section one, and section two being in a basically stable state.

[0037] like Figure 5 (a) Figure 5 (b) and Figure 5 As shown in (c), the plastic strain is greater in areas with a steeper slope on the right side of sections 1 and 2. The maximum plastic strain values ​​for the two sections are 1.61 and 0.64, respectively, which are relatively normal. However, the sliding surface in section 2 is larger, so the safety factor is lower than that in section 1. The maximum plastic strain value at node 3 of section 1 is 8.18. This mainly occurs in the plain fill layer. The overall plastic strain value is relatively small, indicating that the slope is relatively stable. This is closely related to the overall soil layer distribution of the slope. Under natural conditions without leveling and with the added cooling tower load, the slope is relatively small, and the sliding zone is only concentrated on the natural slope surface formed after artificial excavation, indicating that the overall stability of the experimental area of ​​this invention is good.

[0038] like Figure 6 (a) Figure 6 (b) and Figure 6As shown in (c), both sections 1 and 2 show some settlement at the upper part of the slope, i.e., on the left side of the image. The main displacement occurs on the right side of the section, with maximum displacements of 3.61 cm and 0.64 cm, respectively. The displacements in other parts of the sections are relatively small and have not changed much. The upper soil layer of section 3 shows a large displacement, with the maximum displacement being 20.835 cm. Figure 7 (a) Figure 7 (b) and Figure 7 As shown in (c), the shear force distribution of the three slope profiles ranges from a minimum of -30.4 kN to a maximum of 135.24 kN. The distribution area is related to the soil layer distribution. The shear force decreases progressively from the moderately weathered rock layer to the plain fill or completely weathered granite at the slope surface, consistent with the normal slope shear force distribution pattern. Under natural working conditions, the cooling tower slope is generally stable, with profile two showing slightly lower stability. Furthermore, the plastic strain diagram confirms the scientific validity and feasibility of the existing slope support method. 23m piles penetrate the plastic strain zone of the slope, and anchor cables are driven in to stabilize the slope, effectively preventing slope problems.

[0039] 2. Support condition analysis: such as Figure 8 (a) Figure 8 (b) and Figure 8As shown in (c), this embodiment draws simplified CAD images of three slope profiles, imports them into MidasGtsNx, and establishes a two-dimensional numerical model. This slope calculation model has three main profiles: Profile CVII-CVII' is 120m long along the X direction and 40m long along the Y direction, with a well-distributed grid, where important parts are finer and less important parts are coarser, with a smooth linear transition between them, and has a total of 3297 nodes and 6466 elements. Profile Ci-Ci' is 120m long along the X direction and 37m long along the Y direction, with 3051 nodes and 5983 elements. Profile Cii-Cii' is 122m long along the X direction and 40m long along the Y direction, with 3582 nodes and 6950 elements. Then, based on Table 2, select the soil and rock parameters for each layer, including the elastic modulus, Poisson's ratio, unit weight, cohesion, and internal friction angle of the fill soil, completely weathered granite, strongly weathered granite, and moderately weathered granite. The Mohr-Coulomb constitutive model is selected for the soil layer model. Appropriate soil parameters are chosen for each foundation, and gravity and boundary conditions are added to constrain the slope boundaries, restricting the vertical and horizontal displacements of the bottom and sides of the model. The plane containing the slope surface and slope profile is an unconstrained plane. The horizontal load on the supporting rock layer is calculated using the weight of the reinforced concrete, the structure of the cooling tower, and various other factors. Simultaneously, the stress and strain data from the monitoring platform are added to the model to ensure its accuracy. For areas in the model where there is no displacement, disjunction settings are added to prevent other stress and strain from affecting the overall results during the computer numerical simulation. Then, analysis cases are added, and the finite element strength reduction method is selected. Displacement, internal force, energy, and other analysis reference data are selected in the analysis control. Finally, simulation and calculation are performed.

[0040] The state of the three cross sections of the south slope of the cooling tower after the adoption of pile anchor support is as follows: Figure 9 (a) Figure 9 (b) and Figure 9 As shown in (c), there are four main soil layers, three materials, the prestressed anchor bolts and uniform load from the cooling tower, and the self-weight of the soil layers. In addition, this embodiment restricts the displacement changes on the left side and the lower right side of the slope, which can better show the various states of the slope support.

[0041] The plane plastic strain condition after slope profile support is as follows: Figure 10 (a) Figure 10 (b) and Figure 10 As shown in (c), the maximum plastic strains in sections one, two, and three are 0.79, 1.04, and 3.21, respectively, and are only distributed in a very small number of nodes. The plastic strain values ​​of more than 90% of the nodes are below 0.1, and the plastic deformation is within the allowable range, which is relatively safe.

[0042] The overall displacement after slope profile support is as follows Figure 11(a) Figure 11 (b) and Figure 11 As shown in (c), the settlement values ​​in the cooling tower area in the three cross-sections are 1 cm, 0.6 cm, and 0.5 cm, respectively. The maximum uplift values ​​on the right side are 2.14 cm, 4.08 cm, and 3.21 cm, respectively. All values ​​are within the normal engineering variation range, and the slope is in a safe and stable state.

[0043] The distribution of shear stress after slope profile support is as follows: Figure 12 (a) Figure 12 (b) and Figure 12 As shown in (c), the shear stress of the slope profile is mainly distributed on the retaining piles, while the distribution in other areas is relatively stable. The maximum value of profile one is 719.74 kN and the minimum value is -432.00 kN. The maximum value of profile two is 443.96 kN and the minimum value is -365.23 kN. The maximum value of profile three is 401.38 kN and the minimum value is -314.35 kN. All of these values ​​are within the shear strength of the retaining piles. Based on the safety factor, overall displacement, plane plastic strain, and shear stress distribution of the three slope profiles after support, it can be determined that the slope meets the safety requirements and can maintain the stability of the slope well.

[0044] The results of the comparative analysis between the two-dimensional numerical model and the monitoring data are as follows: Displacement analysis: Displacement in the X direction after slope profile support is as follows Figure 13 (a) Figure 13 (b) and Figure 13 As shown in (c), the displacement in the Y direction after slope profile support is as follows: Figure 14 (a) Figure 14 (b) and Figure 14 As shown in (c), all three cross-sections exhibited certain displacements, with maximum displacement values ​​of 1.86 cm, 3.2 cm, and 3.2 cm, respectively. In the area of ​​the cooling tower where the load was applied, settlement occurred, with values ​​of 1.13 cm, 1.81 cm, and 1.70 cm, respectively. Overall, the displacement values ​​are within the safe range for actual deformation, indicating that the slope is in a stable state.

[0045] Axial force analysis of retaining piles: Six nodes on the inner side of the two-dimensional numerical model were selected to view the actual effective stress values, and the stress data of the model were obtained in Table 3. Compared with the actual monitoring data, there is a certain gap with the actual situation, but the overall situation is relatively close, indicating that the two-dimensional numerical model established in this invention can approximately reflect the actual slope stability changes.

[0046] Table 3

[0047] Specific implementation method two: such as Figure 15As shown, the numerical simulation and stability analysis system based on monitoring data described in this embodiment includes: a sensor module for real-time acquisition of slope data; The data acquisition system module is used to monitor and record data in real time and transmit the monitored data to the data processing and analysis module. The power module is used to provide a stable power supply for the data acquisition system module; The two-dimensional numerical model module is used for numerical simulation calculations of slopes; The data processing and analysis module is used to compare and analyze numerical simulation results and real-time data, assess slope stability, and issue early warning information when the threshold is exceeded. The user interaction module is used to display monitoring data, slope stability assessment results, and numerical simulation calculation results in real time, and to adjust system parameters according to user settings.

[0048] The data processing and analysis module includes a data receiving submodule, a comparison and analysis submodule, and an early warning and reporting submodule; The data receiving submodule is used to receive monitoring data from the data acquisition system module; The comparative analysis module is used to compare and analyze the numerical simulation results with real-time data, evaluate the stability of the slope, and output a real-time assessment report. The early warning and reporting submodule is used to generate stability reports based on the assessment results and issue early warning information when the early warning threshold is exceeded.

[0049] The user interaction module includes a display screen and a control sub-module; The display screen is used to show monitoring data, slope stability assessment results, and numerical simulation calculation results in real time. The control submodule allows users to configure operations, including but not limited to adjusting monitoring frequency, setting early warning thresholds, and querying historical data.

[0050] The above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention in any way. Although the present invention has been disclosed above with reference to preferred embodiments, it is not intended to limit the present invention. Any person skilled in the art can make some modifications or alterations to the above-disclosed technical content to create equivalent embodiments without departing from the scope of the present invention. Any simple modifications, equivalent substitutions, and improvements made to the above embodiments without departing from the scope of the present invention, based on the technical essence of the present invention and within the spirit and principles of the present invention, shall still fall within the protection scope of the present invention.

Claims

1. A numerical simulation and stability analysis method based on monitoring data, characterized in that, The steps of the numerical simulation and stability analysis method based on monitoring data include: Step 1: Collect slope data in real time using a multi-functional sensor; Step 2: Transmit the sensor's data to the data acquisition system for real-time data monitoring and recording; Step 3: Construct a two-dimensional numerical model of the slope using finite element analysis software, analyze the slope using the two-dimensional numerical model, and obtain the numerical simulation calculation results of the slope. Step 3 involves analyzing the slope using a two-dimensional numerical model, specifically including: Input the slope soil parameters into a two-dimensional numerical model for static and dynamic analysis; The stress distribution, displacement contour maps, and plastic strain zones of the slope soil under different working conditions were obtained through static analysis calculations. Through dynamic analysis, the Mohr-Coulomb criterion is used to simulate the instability and landslide behavior of the slope under the action of external forces and environmental changes, and the slope stability is evaluated by dynamic analysis. The steps of kinetic analysis include: Step 3.1: Divide the slope rock and soil mass into finite element units; Step 3.2: Determine the nodal displacement mode so that the displacement function on the node is equal to the nodal displacement and satisfies the convergence criterion; Step 3.3: Calculate the stiffness matrix between nodal displacements and element strains in the slope element; Step 3.4: Obtain the overall characteristic equation of the slope based on the stiffness matrix between nodal displacements and element strains; Step 3.5: Constrain the boundaries of the finite element units of the slope, perform disjunctive processing on the element parts that are excluded from influence, solve the overall characteristic equation of the slope, complete the dynamic analysis, and obtain the nodal displacements and element stresses; Step 4: Compare and analyze the real-time monitoring data and numerical simulation results from the data acquisition system to analyze the slope's changing trend, identify potential instability areas, and use automated algorithms to update the two-dimensional numerical model in real time to complete the real-time dynamic assessment of the slope and provide early warning of potential slope instability risks. Step 4 specifically includes: The real-time monitoring data from the data acquisition system and the numerical simulation results are compared and analyzed to verify the accuracy of the two-dimensional numerical model. If the accuracy is lower than the preset value, the parameters of the two-dimensional numerical model are adjusted until the accuracy is not lower than the preset value. By comparing real-time monitoring data and numerical simulation results, the stability of the slope is determined, the trend of slope change is analyzed, and potential instability areas are identified. The trend of slope change includes, but is not limited to, the slope displacement, stress, and plastic strain. An automated algorithm is used to update the two-dimensional numerical model in real time, enabling real-time dynamic assessment of slopes and providing early warning of potential slope instability risks.

2. The numerical simulation and stability analysis method based on monitoring data according to claim 1, characterized in that, In step 1, the multifunctional sensors include, but are not limited to, displacement sensors, stress sensors, and pore water pressure gauges. The collected slope data includes, but is not limited to, slope displacement, stress, plastic strain, and pore water pressure.

3. The numerical simulation and stability analysis method based on monitoring data according to claim 1, characterized in that, The data monitoring results in step 2 include, but are not limited to, displacement changes and stress changes on and inside the slope surface, plastic strain areas and stress-strain relationships in the soil, as well as environmental data related to geology and climate change.

4. The numerical simulation and stability analysis method based on monitoring data according to claim 1, characterized in that, Step 3.3 specifically includes: Step 3.3.1: Obtain the shear strength at any point within the finite element unit by using the cohesion, shear stress, and internal friction angle of the slope soil and rock mass; Step 3.3.2: Calculate the safety factor at any point within the finite element unit by using the shear strength and shear stress, applying the Mohr-Coulomb yield criterion; Step 3.3.3: Perform a strength reduction process based on the shear strength and safety factor of the corresponding point to obtain the stiffness matrix between nodal displacement and element strain in the slope element.

5. A numerical simulation and stability analysis system based on monitoring data, applied to the numerical simulation and stability analysis method based on monitoring data as described in any one of claims 1-4, characterized in that, include: The sensor module is used to collect slope data in real time; The data acquisition system module is used to monitor and record data in real time and transmit the monitored data to the data processing and analysis module. The power module is used to provide a stable power supply for the data acquisition system module; The two-dimensional numerical model module is used for numerical simulation calculations of slopes; The data processing and analysis module is used to compare and analyze numerical simulation results and real-time data, assess slope stability, and issue early warning information when the threshold is exceeded. The user interaction module is used to display monitoring data, slope stability assessment results, and numerical simulation calculation results in real time, and to adjust system parameters according to user settings.

6. The numerical simulation and stability analysis system based on monitoring data according to claim 5, characterized in that, The data processing and analysis module includes a data receiving submodule, a comparison and analysis submodule, and an early warning and reporting submodule; The data receiving submodule is used to receive monitoring data from the data acquisition system module; The comparative analysis module is used to compare and analyze the numerical simulation results with real-time data, evaluate the stability of the slope, and output a real-time assessment report. The early warning and reporting submodule is used to generate stability reports based on the assessment results and issue early warning information when the early warning threshold is exceeded.

7. The numerical simulation and stability analysis system based on monitoring data according to claim 5, characterized in that, The user interaction module includes a display screen and a control sub-module; The display screen is used to show monitoring data, slope stability assessment results, and numerical simulation calculation results in real time. The control submodule allows users to configure operations, including but not limited to adjusting monitoring frequency, setting early warning thresholds, and querying historical data.

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