Foundation monitoring regulation and control method and system based on adaptive adjustment

Abstract

A foundation monitoring regulation and control method and system based on adaptive adjustment relates to the field of foundation regulation and control, and the method comprises the following steps: setting a plurality of monitoring points in a target monitoring area according to the foundation stress distribution of the target monitoring area, collecting to obtain monitoring data, endowing the monitoring data with a weight coefficient according to the influence factor of the monitoring data on the foundation stability, calculating the stability index of the current foundation of the target monitoring area according to the weight coefficient; calculating foundation deformation evaluation data according to the stability index, inputting the foundation deformation evaluation data into a foundation settlement prediction model to obtain a foundation settlement change value in a preset time period, and when the foundation settlement change value exceeds a preset safety threshold value, judging that the foundation settlement change value is abnormal. And calculating a foundation bearing capacity adjustment value of the target monitoring area according to the stability index and the foundation settlement change value, and generating a control instruction containing the target adjustment time and the foundation bearing capacity adjustment value. By implementing the method, the accuracy of the foundation regulation and control opportunity can be improved.

Description

Technical Field

[0001] The present application relates to the field of foundation control, and in particular to a foundation monitoring and control method and system based on adaptive adjustment. Background Art

[0002] With the continuous acceleration of urbanization and the increasing number of large-scale construction projects, the safety and stability of building foundations have become an important concern in engineering construction. As the basic bearing structure of a building, the state of the foundation directly affects the safety of the upper building, so real-time monitoring and control of the foundation is of great significance.

[0003] In the related art, the foundation condition can be monitored by placing sensors around the foundation for regular data collection. This monitoring method collects a single type of monitoring data at a fixed position, and compares the collected data with a pre-set standard value. When the monitoring data deviates from the standard value, an early warning signal is issued, thereby realizing the monitoring of the foundation condition.

[0004] However, due to the complexity of foundation force distribution and the variability of geological conditions, this passive control method responds slowly. When abnormal foundation conditions are discovered, the best time for control is often missed, resulting in unsatisfactory control effects. Summary of the invention

[0005] The present application provides a foundation monitoring and control method and system based on adaptive adjustment, which are used to improve the accuracy of foundation control timing.

[0006] In the first aspect, the present application provides a foundation monitoring and control method based on adaptive adjustment, which is applied to a foundation monitoring and control system, and the method includes: setting multiple monitoring points in the target monitoring area according to the foundation force distribution in the target monitoring area, and collecting monitoring data, the monitoring data including soil pressure data, ground vibration data and groundwater level data; assigning a weight coefficient to the monitoring data according to the influencing factor of the monitoring data on the foundation stability, and calculating the stability index of the current foundation in the target monitoring area according to the weight coefficient; calculating foundation deformation assessment data according to the stability index, and the foundation deformation assessment data includes the foundation force distribution state and deformation state of the target monitoring area; inputting the foundation deformation assessment data into a foundation settlement prediction model to obtain a foundation settlement change value within a preset time period; when the foundation settlement change value exceeds a preset safety threshold, calculating the foundation bearing capacity adjustment value of the target monitoring area according to the stability index and the foundation settlement change value, and generating a control instruction including the target adjustment time and the foundation bearing capacity adjustment value.

[0007] By adopting the above technical solution, firstly, multiple monitoring points are set according to the foundation force distribution in the target monitoring area, and data including soil pressure, ground vibration and groundwater level are collected to comprehensively reflect the foundation condition. Then, weight coefficients are assigned according to the influencing factors, and the stability index is calculated by integrating multiple types of data. The influencing factors are derived from the comparison of monitoring data with preset benchmark values ​​and the correlation with historical data, and the weight coefficients are proportional to them. The index obtained by weighted summation accurately quantifies the foundation stability state, effectively improves the accuracy and reliability of foundation stability assessment, improves the accuracy of foundation regulation timing, and also improves the regulation effect.

[0008] In combination with some embodiments of the first aspect, in some embodiments, the step of assigning a weight coefficient to the monitoring data according to the influence factor of the monitoring data on the foundation stability, and calculating the stability index of the current foundation of the target monitoring area according to the weight coefficient, specifically includes: comparing the soil pressure data, the ground vibration data and the groundwater level data with preset benchmark values ​​respectively to obtain a monitoring parameter ratio; establishing a corresponding relationship between the monitoring parameter ratio and the foundation stability based on historical monitoring data to obtain the influence factor of each type of data in the monitoring data; determining the weight coefficient of the monitoring data according to the influence factor, wherein the weight coefficient is proportional to the influence factor; and performing weighted sum calculation on the monitoring data and the weight coefficient to obtain the stability index of the current foundation of the target monitoring area.

[0009] By adopting the above technical solution, after obtaining the stability index, the foundation stress contour lines are drawn to obtain the force distribution state data, and the displacement change of the monitoring point is calculated based on the index to obtain the deformation state data, and then the two are fused to form the foundation deformation assessment data. The fused data fully displays the foundation deformation characteristics and provides detailed information for engineering personnel to have an in-depth understanding of the foundation conditions.

[0010] In combination with some embodiments of the first aspect, in some embodiments, the foundation deformation assessment data is calculated based on the stability index, and the foundation deformation assessment data includes the steps of foundation force distribution state and deformation state of the target monitoring area, specifically including: drawing the foundation stress contour lines of the target monitoring area according to the stability index to obtain foundation force distribution state data; calculating the displacement change of each monitoring point in the target monitoring area according to the stability index to obtain foundation deformation state data; and fusing the foundation force distribution state data and the foundation deformation state data to obtain foundation deformation assessment data.

[0011] By adopting the above technical solution, when the settlement change value exceeds the preset safety threshold, the control target value is calculated first, and the foundation bearing capacity benchmark state is determined according to the stability index. The adjustment value is calculated by combining the two and the target adjustment time is determined to generate the control instruction. The control target value highlights the degree of settlement exceeding the limit, the stability index assists in judging the bearing benchmark, and the proportional-integral algorithm ensures that the adjustment value is reasonable. This process closely combines multiple data and parameters, accurately guides the adjustment of bearing capacity, ensures that the foundation is restored to stability in a timely manner, enhances the stability of the engineering structure, reduces safety risks, and ensures the safe operation of the building.

[0012] In combination with some embodiments of the first aspect, in some embodiments, when the foundation settlement change value exceeds a preset safety threshold, the foundation bearing capacity adjustment value of the target monitoring area is calculated according to the stability index and the foundation settlement change value, and a control instruction containing the target adjustment time and the foundation bearing capacity adjustment value is generated, specifically including: calculating the difference between the foundation settlement change value and the preset safety threshold to obtain a control target value; determining a foundation bearing capacity reference state of the target monitoring area according to the stability index; calculating the foundation bearing capacity adjustment value required to reach a stable foundation state based on the control target value and the foundation bearing capacity reference state; determining the target adjustment time according to the foundation bearing capacity adjustment value, and generating a control instruction containing the target adjustment time and the foundation bearing capacity adjustment value.

[0013] By adopting the above technical solution, when the change value of foundation settlement exceeds the preset safety threshold, the difference between the settlement and the threshold is calculated to obtain the control target value, which clarifies the target range of adjustment. Then, the benchmark state of the foundation bearing capacity is determined according to the stability index, and a reasonable foundation bearing capacity adjustment value is calculated. The target adjustment time is determined in combination with the actual project to generate control instructions, which accurately provides an effective solution for the foundation bearing capacity adjustment, ensures that the foundation stability can be restored quickly and accurately, and effectively guarantees the safety of the project.

[0014] In combination with some embodiments of the first aspect, in some embodiments, when the foundation settlement change value exceeds a preset safety threshold, the foundation bearing capacity adjustment value of the target monitoring area is calculated according to the stability index and the foundation settlement change value, and a control instruction including the target adjustment time and the foundation bearing capacity adjustment value is generated. The method also includes: sending the control instruction to a preset client terminal; upon receiving the instruction completion information sent by the preset client terminal, collecting foundation response data during the control process; if the foundation response data exceeds a preset response threshold, adjusting the execution parameters of the foundation bearing capacity adjustment value to a preset execution threshold according to the foundation response data, and generating a compensation control instruction based on the preset execution threshold.

[0015] By adopting the above technical solution, after the control instruction is generated, it is sent to the preset client terminal to ensure that the instruction can be transmitted and executed in time. After receiving the instruction completion information fed back by the terminal, the foundation response data of the control process is collected to monitor the adjustment effect. If the response data exceeds the preset threshold, the execution parameter of the bearing capacity adjustment value is adjusted to the preset execution threshold, and then a compensation control instruction is generated. The execution parameters are corrected in time according to the actual situation, so that the foundation control is more accurate, the quality and stability of foundation treatment are effectively improved, and the reliability of the project is enhanced.

[0016] In combination with some embodiments of the first aspect, in some embodiments, when the foundation settlement change value exceeds a preset safety threshold, the foundation bearing capacity adjustment value of the target monitoring area is calculated according to the stability index and the foundation settlement change value, and a control instruction including the target adjustment time and the foundation bearing capacity adjustment value is generated. The method also includes: obtaining real-time foundation support force data of the target monitoring area; determining the support force compensation coefficient of the target monitoring area according to the deviation value between the real-time foundation support force data and a preset support force reference value; calculating the support force compensation coefficient and the foundation bearing capacity adjustment value to obtain a target support force adjustment amount; calculating a foundation stress distribution curve according to the soil pressure data of the target monitoring area, and distributing the target support force adjustment amount to multiple support force adjustment units based on the stress distribution curve to obtain an adjustment parameter for each of the support force adjustment units; generating a support force adjustment instruction according to the adjustment parameter, and the support force adjustment instruction includes a target pressure value and a pressure adjustment timing for each of the support force adjustment units.

[0017] By adopting the above technical solution, after obtaining the real-time support force data of the foundation in the target monitoring area, the deviation value is compared with the preset support force reference value, and then the support force compensation coefficient is determined. This coefficient can accurately reflect the difference between the actual support force and the design value. The target support force adjustment amount is calculated by adding it to the foundation bearing capacity adjustment value to optimize the adjustment amount. Then, based on the stress distribution curve calculated by the soil pressure data, the adjustment amount is reasonably allocated to the support force adjustment unit to obtain the adjustment parameters, and finally a support force adjustment instruction including the target pressure value and the adjustment sequence is generated. The whole process works closely together to make the foundation support force adjustment more scientific and reasonable, ensuring the stability of the foundation.

[0018] In combination with some embodiments of the first aspect, in some embodiments, after the step of generating a support force adjustment instruction according to the adjustment parameter, the method further includes: sending the support force adjustment instruction to a preset client terminal.

[0019] By adopting the above technical solution, after the support force adjustment instruction is generated, it is sent to the preset client terminal. The support force adjustment instruction contains key information such as the target pressure value and pressure adjustment timing of each support force adjustment unit. After receiving the instruction, the client terminal can accurately control the support force adjustment unit in an orderly manner, so that each unit works together according to the set parameters, realizes the scientific adjustment of the foundation support force, ensures that the foundation is evenly and stably stressed, effectively improves the overall stability of the foundation, and ensures the safe operation of the project.

[0020] In the second aspect, an embodiment of the present application provides a ground-based monitoring and control system, which includes: one or more processors and a memory; the memory is coupled to the one or more processors, the memory is used to store computer program code, the computer program code includes computer instructions, and the one or more processors call the computer instructions to enable the ground-based monitoring and control system to execute the method described in the first aspect and any possible implementation method of the first aspect.

[0021] In a third aspect, an embodiment of the present application provides a computer program product comprising instructions, which, when the above-mentioned computer program product is run on a ground-based monitoring and control system, enables the above-mentioned ground-based monitoring and control system to execute the method described in the first aspect and any possible implementation method of the first aspect.

[0022] In a fourth aspect, an embodiment of the present application provides a computer-readable storage medium, comprising instructions. When the above instructions are executed on a ground-based monitoring and control system, the above-mentioned ground-based monitoring and control system executes the method described in the first aspect and any possible implementation method of the first aspect.

[0023] It is understandable that the foundation monitoring and control system provided in the second aspect, the computer program product provided in the third aspect, and the computer storage medium provided in the fourth aspect are all used to execute the method provided in the embodiment of the present application. Therefore, the beneficial effects that can be achieved can refer to the beneficial effects in the corresponding method, which will not be repeated here.

[0024] One or more technical solutions provided in the embodiments of the present application have at least the following technical effects or advantages: 1. This application first sets up multiple monitoring points according to the foundation force distribution in the target monitoring area, collects data including soil pressure, ground vibration and groundwater level, and comprehensively reflects the foundation condition. Then, weight coefficients are assigned according to the influencing factors, and the stability index is calculated by integrating multiple types of data. The influencing factors are derived from the comparison of monitoring data with preset benchmark values ​​and the correlation with historical data, and the weight coefficients are proportional to them. The index obtained by weighted summation accurately quantifies the foundation stability state, effectively improves the accuracy and reliability of foundation stability assessment, improves the accuracy of foundation regulation timing, and also improves the regulation effect.

[0025] 2. This application obtains the control target value by first calculating the difference between the settlement and the threshold value when the foundation settlement change exceeds the preset safety threshold, which clarifies the target range of adjustment, and then determines the reference state of the foundation bearing capacity according to the stability index, calculates a reasonable foundation bearing capacity adjustment value, and determines the target adjustment time in combination with the actual project to generate control instructions, accurately providing an effective solution for the foundation bearing capacity adjustment, ensuring that the foundation stability can be restored quickly and accurately, and effectively ensuring the safety of the project.

[0026] 3. This application generates a control instruction and sends it to the preset client terminal to ensure that the instruction can be transmitted and executed in time. After receiving the instruction completion information from the terminal, the foundation response data of the control process is collected to monitor the adjustment effect. If the response data exceeds the preset threshold, the execution parameters of the bearing capacity adjustment value are adjusted to the preset execution threshold, and then a compensation control instruction is generated. The execution parameters are corrected in time according to the actual situation, so that the foundation control is more accurate, the quality and stability of the foundation treatment are effectively improved, and the reliability of the project is enhanced. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 It is a flow chart of a foundation monitoring and control method based on adaptive adjustment in an embodiment of the present application; Figure 2 is another flow chart of the foundation monitoring and control method based on adaptive adjustment in an embodiment of the present application; Figure 3 It is a schematic diagram of the structure of a physical device of the foundation monitoring and control system in the embodiment of the present application. DETAILED DESCRIPTION

[0028] The terms used in the following embodiments of the present application are only for the purpose of describing specific embodiments, and are not intended to be used as limitations to the present application. As used in the specification of the present application, the singular expressions "one", "a kind of", "above", "the" and "this" are intended to also include plural expressions, unless there is a clear indication to the contrary in the context. It should also be understood that the term "and / or" used in the present application refers to any or all possible combinations comprising one or more of the listed items.

[0029] In the following, the terms "first" and "second" are used for descriptive purposes only and are not to be understood as suggesting or implying relative importance or implicitly indicating the number of the indicated technical features. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of the features, and in the description of the embodiments of the present application, unless otherwise specified, "plurality" means two or more.

[0030] For ease of understanding, the following is a description of the process of the method provided by this implementation. Figure 1, which is a flow chart of a foundation monitoring and control method based on adaptive adjustment in an embodiment of the present application.

[0031] S101. According to the foundation force distribution in the target monitoring area, a plurality of monitoring points are set in the target monitoring area to collect monitoring data, where the monitoring data includes soil pressure data, ground vibration data and groundwater level data.

[0032] Among them, the target monitoring area refers to a specific range of areas where foundation monitoring and control are required, which is usually delineated according to the actual needs of the project. Foundation force distribution refers to the stress distribution state of the foundation soil under the action of upper loads. Monitoring points refer to the specific locations where monitoring equipment is deployed. Monitoring data refers to various types of data reflecting the state of the foundation obtained through sensors. Soil pressure data refers to the numerical value reflecting the pressure on the foundation soil. Ground vibration data refers to the characteristic values ​​of acceleration, frequency, etc. of the vibration generated by the ground under various loads. Groundwater level data refers to the vertical distance value of the groundwater surface from the ground surface.

[0033] This step is performed when the system starts to perform the foundation monitoring task. Specifically, the system first obtains the foundation engineering data of the target monitoring area, including geological survey reports, load distribution maps, etc., and analyzes the stress characteristics of the foundation. Then, according to the stress distribution characteristics, monitoring points are arranged in key locations such as stress concentration areas and weak areas to form a monitoring network. Pressure sensors, vibration sensors and water level sensors are installed at each monitoring point to collect monitoring data in real time. The system pre-processes the collected data, including signal filtering, data calibration, etc., to ensure the accuracy of the data.

[0034] In some embodiments, monitoring point layout and data collection can be achieved in a variety of ways: Optionally, a layout method based on foundation stress contour lines is adopted: first, a foundation stress calculation model is established and a stress contour map is drawn; monitoring points are densely laid out in areas with large stress gradients, and points are appropriately reduced in areas with uniform stress; a multi-level sensor array is laid out at each monitoring point to collect data at different depths. Optionally, an adaptive layout method based on a neural network is adopted: a foundation characteristic parameter database is established; a neural network algorithm is used to analyze historical monitoring data and identify key monitoring areas; the location of monitoring points is dynamically adjusted according to the analysis results to optimize the layout of the monitoring network. It is understandable that other monitoring point layout and data collection methods can also be used, which are not limited here.

[0035] S102, assigning a weight coefficient to the monitoring data according to the influence factor of the monitoring data on the foundation stability, and calculating the stability index of the current foundation in the target monitoring area according to the weight coefficient.

[0036] Among them, the impact factor refers to the degree of influence of various monitoring data on foundation stability. The weight coefficient refers to the numerical parameter reflecting the importance of various monitoring data. The stability index refers to a comprehensive numerical indicator used to quantitatively evaluate the stability of the foundation.

[0037] This step is performed after the monitoring data collection is completed. Specifically, the system establishes the corresponding relationship between the monitoring parameters and the foundation stability by analyzing the historical data, and determines the influencing factors of various types of data. The weight coefficient is calculated by the normalization method to ensure the comparability of different types of data. The monitoring data and the weight coefficient are weighted to obtain the stability index reflecting the overall stability of the foundation.

[0038] In some embodiments, weight calculation and stability assessment can be implemented in a variety of ways: Optionally, the weights are determined by using the analytic hierarchy process: establish a hierarchical structure of monitoring indicators; establish a judgment matrix through expert scoring; calculate the eigenvalues ​​and eigenvectors to obtain the weights of each indicator. For example, the element aij of the judgment matrix A represents the importance of indicator i relative to indicator j, and the eigenvector corresponding to the maximum eigenvalue λmax is the weight vector. Optionally, a fuzzy comprehensive evaluation method is used: construct a fuzzy relationship matrix; determine the membership function of each factor; perform multi-level fuzzy operations to obtain evaluation results. It is understandable that other weight calculation and stability assessment methods can also be used, which are not limited here.

[0039] This step specifically includes: The soil pressure data, the ground vibration data and the groundwater level data are respectively compared with preset reference values ​​to obtain monitoring parameter ratios.

[0040] Based on the historical monitoring data, the corresponding relationship between the monitoring parameter ratio and the foundation stability is established, and the influencing factors of various types of data in the monitoring data are obtained.

[0041] A weight coefficient of the monitoring data is determined according to the impact factor, wherein the weight coefficient is proportional to the impact factor.

[0042] The monitoring data and the weight coefficient are weighted and summed to obtain the stability index of the current foundation in the target monitoring area.

[0043] Among them, the preset benchmark value refers to the standard reference value determined according to engineering specifications and geological conditions. The monitoring parameter ratio refers to the ratio of the measured value to the benchmark value. Historical monitoring data refers to the recorded past monitoring data and the corresponding foundation status information. The corresponding relationship refers to the mathematical relationship between the change in the monitoring parameter ratio and the change in foundation stability. The influencing factor refers to the degree of influence of various monitoring data on foundation stability. The weight coefficient refers to the importance weight of each indicator in the comprehensive evaluation. The stability index refers to a quantitative indicator reflecting the overall stability of the foundation.

[0044] This step is performed after the monitoring data is obtained and is used to calculate the foundation stability index. Specifically, the system first divides each type of monitoring data by the corresponding preset reference value to calculate the monitoring parameter ratio. For soil pressure data, the reference value is the foundation design bearing capacity; for vibration data, the reference value is the allowable vibration acceleration; for water level data, the reference value is the designed groundwater level. By analyzing historical data, a functional relationship between the monitoring parameter ratio and foundation stability is established, and the influencing factor is calculated. The influencing factor is normalized to obtain the weight coefficient, and the weighted sum is calculated to obtain the stability index.

[0045] Take the data of a certain monitoring point as an example: the measured value of soil pressure is 280kPa, the reference value is 300kPa, and the ratio is 0.933; the measured value of vibration acceleration is 0.15g, the reference value is 0.2g, and the ratio is 0.75; the measured value of water level is -3.8m, the reference value is -4.0m, and the ratio is 0.95. Through historical data analysis, the influencing factors are: soil pressure 0.5, vibration 0.3, water level 0.2. After normalization, the weight coefficients are: 0.5, 0.3, and 0.2. The stability index calculation formula is: Index = Σ(ratio × weight) = 0.933 × 0.5 + 0.75 × 0.3 + 0.95 × 0.2 = 0.8765. The index indicates that the foundation here is in a stable state (the index is greater than 0.85 for stability). The system calculates the stability index for all monitoring points in the monitoring area in the same way to comprehensively evaluate the foundation status.

[0046] S103. Calculate foundation deformation assessment data according to the stability index, where the foundation deformation assessment data includes a foundation stress distribution state and a deformation state in the target monitoring area.

[0047] Among them, foundation deformation assessment data refers to a comprehensive data set that describes the deformation characteristics of the foundation. The force distribution state of the foundation refers to the spatial distribution of stress inside the soil. The deformation state refers to the change in shape and position of the foundation under the action of load. Stress contours refer to curves connecting points with equal stress values. Displacement change refers to the distance the monitoring point moves relative to the initial position. State data fusion refers to the comprehensive processing of multi-source data to form a unified assessment result.

[0048] This step is performed after the stability index is obtained and is used to evaluate the deformation state of the foundation. Specifically, the system constructs a foundation stress field model based on the stability index and uses numerical analysis methods to calculate the stress distribution. The deformation field model is established using the displacement data of the monitoring points to analyze the deformation trend of the foundation. The stress distribution and deformation field data are correlated and analyzed to obtain complete foundation deformation assessment data.

[0049] In some embodiments, foundation deformation assessment can be achieved in a variety of ways: Optionally, the finite element analysis method is used: establish a three-dimensional mechanical model of the foundation; apply actual loads and boundary conditions; calculate the stress field and displacement field distribution; output stress cloud map and deformation contour lines. Specifically include: divide the grid units and define material parameters in the preprocessing stage; set iteration conditions and run the calculation program in the solution stage; generate result reports in the post-processing stage. Optionally, the neural network method is used: construct a monitoring data training set; train a neural network model; use real-time data to predict deformation trends. Specifically include: data preprocessing for normalization; network training to determine the weight matrix; model verification and evaluation accuracy. It can be understood that other foundation deformation assessment methods can also be used, which are not limited here.

[0050] This step specifically includes: The foundation stress contour lines of the target monitoring area are drawn according to the stability index to obtain the foundation force distribution state data.

[0051] The displacement change of each monitoring point in the target monitoring area is calculated according to the stability index to obtain the foundation deformation state data.

[0052] The foundation force distribution state data and the foundation deformation state data are fused to obtain foundation deformation assessment data.

[0053] Among them, foundation stress contour refers to the curve formed by connecting points with equal stress values ​​in a plane or space. Foundation force distribution state data refers to the data set that describes the stress distribution law inside the foundation. Displacement change refers to the displacement vector value of the monitoring point during the observation period. Foundation deformation state data refers to the data set that reflects the deformation characteristics of the foundation. Data fusion refers to the process of comprehensively processing multi-source data to form a unified evaluation result. State data correlation refers to the degree of association between different types of state data.

[0054] This step is performed after obtaining the stability index and is used to generate foundation deformation assessment data. Specifically, the system first associates the stability index with the spatial coordinates of the monitoring point, and uses the Kriging interpolation method to calculate the stress value of any point in the area. The calculation nodes are divided into 5m×5m grids on the horizontal plane, the stress value of each node is calculated, and the points with the same stress value are connected to form contour lines. For displacement calculation, the displacement components in each direction are calculated based on the initial position of the monitoring point. The system uses a data fusion algorithm to establish a stress-displacement correlation model to generate comprehensive assessment data.

[0055] For example: the area of ​​a monitoring area is 100m×100m, and 25 monitoring points are set. The stress values ​​of 400 grid nodes are calculated by Kriging interpolation, the stress range is 200-350kPa, and the contour lines are drawn at 30kPa intervals. The stability index of a monitoring point A is 0.92, and the corresponding vertical displacement calculation process is: initial elevation 98.52m, current elevation 98.48m, and displacement is -40mm. Horizontal displacement calculation: initial coordinates (x=100.00m, y=120.00m), current coordinates (x=100.02m, y=119.98m), x-displacement +20mm, y-displacement -20mm. Data fusion uses the weighted average method: fusion coefficient = [w1×(stress / reference stress)+w2×(displacement / allowable displacement)], where w1=0.6, w2=0.4. The calculation results for this point are: stress 300kPa, reference stress 320kPa, measured displacement 40mm, allowable displacement 50mm, fusion coefficient = 0.6×(300 / 320)+0.4×(40 / 50)=0.938. This coefficient indicates that the foundation here is in good condition. The system performs the same calculation for all monitoring points to form a complete deformation assessment data set.

[0056] The assessment data includes: stress contour map, displacement vector map, fusion coefficient distribution map, and assessment report data table. The stress contour uses different colors to indicate the stress magnitude, the displacement vector map uses arrows to indicate the displacement direction and magnitude, and the fusion coefficient distribution map uses color gradation to display the assessment results. These data fully reflect the stress and deformation state of the foundation, providing basic data support for subsequent prediction and analysis.

[0057] S104, inputting the foundation deformation assessment data into a foundation settlement prediction model to obtain a foundation settlement change value within a preset time period.

[0058] Among them, the foundation settlement prediction model refers to a mathematical model used to predict the development trend of foundation settlement. The preset time period refers to the time span of the prediction analysis. The settlement change value refers to the displacement of the foundation in the vertical direction. The prediction accuracy refers to the degree of consistency between the prediction result and the actual situation. The time series refers to the data sequence arranged in chronological order.

[0059] This step is performed after the foundation deformation assessment is completed, and is used to predict the foundation settlement trend. Specifically, the system selects a suitable prediction model according to the project characteristics and uses the deformation assessment data as input parameters. The settlement at different time points is calculated through the model to form a settlement time history curve. The system performs reliability analysis on the prediction results and evaluates the prediction accuracy.

[0060] In some embodiments, foundation settlement prediction can be achieved in a variety of ways: Optionally, a hyperbola method is used for prediction: collect historical settlement observation data; establish a settlement-time relationship curve; fit the hyperbola equation by the least squares method. Specific steps include: data preprocessing to select feature points; parameter regression to calculate coefficient values; substitute into the equation to predict settlement. Settlement calculation formula: S(t)=t / (a+bt), where t is time, and a and b are fitting parameters. Optionally, a gray prediction method is used: establish a cumulative generation sequence; construct a gray differential equation; solve the prediction model parameters. Specific steps include: sequence preprocessing to eliminate random fluctuations; model parameter estimation; predicted value restoration and accuracy test. It can be understood that other foundation settlement prediction methods can also be used, which are not limited here.

[0061] S105. When the foundation settlement change value exceeds a preset safety threshold, the foundation bearing capacity adjustment value of the target monitoring area is calculated according to the stability index and the foundation settlement change value, and a control instruction including a target adjustment time and the foundation bearing capacity adjustment value is generated.

[0062] Among them, the preset safety threshold refers to the settlement limit value set according to the specifications and engineering requirements. The foundation bearing capacity adjustment value refers to the numerical value of the bearing capacity that needs to be adjusted. The target adjustment time refers to the specific time point for performing the adjustment operation. The control instruction refers to the command data packet used to perform the bearing capacity adjustment. The settlement change rate refers to the change in settlement per unit time. The adjustment coefficient refers to the correction parameter determined according to the stability index. The execution sequence refers to the time arrangement order of the control instructions.

[0063] This step is executed when the predicted settlement value exceeds the safety threshold and is used to generate a bearing capacity adjustment plan. Specifically, the system compares the predicted settlement value with the safety threshold and triggers the adjustment calculation when the predicted value exceeds the threshold. The system determines the adjustment coefficient based on the stability index and calculates the bearing capacity adjustment value based on the settlement change trend. According to the adjustment value and the actual project situation, the target adjustment time is determined and a control instruction containing complete parameters is generated.

[0064] For example: The predicted settlement value of a monitoring point is 52mm, the safety threshold is 50mm, and the limit is exceeded by 2mm. The stability index of this point is 0.87, and the settlement change rate is 0.5mm / day. Bearing capacity adjustment value calculation process: the base bearing capacity is 300kPa, the adjustment coefficient k=(1-0.87)×1.5=0.195, and the adjustment value=300×0.195=58.5kPa. Target adjustment time determination: based on the change rate of 0.5mm / day, it is expected to reach the critical state in 4 days, and the adjustment time is determined to be 3 days later. The control instructions include: monitoring point number, current bearing capacity value 300kPa, target bearing capacity value 241.5kPa (300-58.5), adjustment time "2024-01-1310:00:00", and adjustment duration 120 minutes.

[0065] In some embodiments, the generation of adjustment schemes can be achieved in a variety of ways: Optionally, a graded adjustment method is used: establish a corresponding relationship between settlement and bearing capacity; divide the adjustment level according to the degree of overlimit; determine the adjustment parameters according to the level. The specific steps are: calculate the settlement overlimit rate, which is divided into three levels: slight overlimit (<5%), moderate overlimit (5%-10%), and severe overlimit (>10%); determine the adjustment coefficient according to the overlimit level, which is 0.15, 0.25, and 0.35 respectively; modify the adjustment coefficient in combination with the stability index to generate an adjustment scheme. Optionally, a fuzzy control method is used: construct a fuzzy relationship matrix between settlement and bearing capacity; design fuzzy control rules; and obtain the adjustment value through defuzzification calculation. The specific steps are: fuzzify the settlement and stability index; establish an "if-then" control rule library; and calculate the adjustment value by the center of gravity method. It can be understood that other adjustment scheme generation methods can also be used, which are not limited here.

[0066] This step specifically includes: Calculate the difference between the foundation settlement change value and the preset safety threshold to obtain the control target value; The foundation bearing capacity benchmark state of the target monitoring area is determined according to the stability index.

[0067] Based on the control target value and the foundation bearing capacity reference state, the foundation bearing capacity adjustment value required to achieve a stable foundation state is calculated.

[0068] A target adjustment time is determined according to the foundation bearing capacity adjustment value, and a control instruction including the target adjustment time and the foundation bearing capacity adjustment value is generated.

[0069] Among them, the control target value refers to the difference between the settlement change value and the safety threshold. The foundation bearing capacity reference state refers to the current foundation bearing capacity level. The difference ratio refers to the ratio of the control target value to the safety threshold. The bearing capacity adjustment value refers to the bearing capacity that needs to be adjusted. The target adjustment time refers to the time point for executing the bearing capacity adjustment. The control instruction refers to the execution command containing the adjustment parameters. The adjustment time window refers to the time range suitable for the adjustment operation. The adjustment execution cycle refers to the length of time required to complete the adjustment.

[0070] This step is executed when settlement exceeds the limit and is used to generate a bearing capacity adjustment plan. Specifically, the system first calculates the difference between the predicted settlement value and the safety threshold and sets it as the control target value. The bearing capacity reference state is determined based on the stability index, and the initial bearing capacity level is calculated. Combining the difference ratio and the reference bearing capacity, the proportional-integral algorithm is used to calculate the bearing capacity adjustment value. According to the construction progress and equipment operation status, the system determines the target adjustment time within the safety time window and generates a control instruction in a standard format.

[0071] Take an example to illustrate the calculation process: the settlement prediction value of a monitoring point is 58mm, the safety threshold is 50mm, the calculated control target value is 8mm, and the difference ratio is 16%. The stability index of this point is 0.85, and the corresponding benchmark bearing capacity is 320kPa. Bearing capacity adjustment value calculation: basic adjustment coefficient k1 = difference ratio × correction coefficient = 16% × 1.2 = 19.2%; stability correction coefficient k2 = (1-0.85) × 1.5 = 0.225; comprehensive adjustment coefficient K = max (k1, k2) = 0.225; adjustment value = 320 × 0.225 = 72kPa. Time schedule: The current time is "2024-01-1014:00:00", the construction process allows a time window of "2024-01-1108:00:00" to "2024-01-1118:00:00", and the target adjustment time is determined to be "2024-01-1109:00:00". The control instruction is finally generated: including the monitoring point number, the current bearing capacity of 320kPa, the target bearing capacity of 248kPa (320-72), the adjustment time of "2024-01-1109:00:00", the adjustment execution cycle of 180 minutes, and the adjustment step of 12kPa / 30 minutes. The system sends the instruction to the execution unit and waits for the adjustment to be executed. Through this precise calculation and reasonable time arrangement, the safety and effectiveness of the foundation bearing capacity adjustment are ensured.

[0072] The following is a more detailed description of the process of the method provided by this implementation. Figure 2 , is another flow chart of the foundation monitoring and control method based on adaptive adjustment in an embodiment of the present application.

[0073] S201. When the foundation settlement change value exceeds a preset safety threshold, the foundation bearing capacity adjustment value of the target monitoring area is calculated according to the stability index and the foundation settlement change value, and a control instruction including a target adjustment time and the foundation bearing capacity adjustment value is generated.

[0074] S202: Send the control instruction to a preset client terminal.

[0075] S203: upon receiving the instruction completion information sent by the preset client terminal, collecting the foundation response data during the control process.

[0076] The preset client terminal refers to the data acquisition and control terminal equipment installed at the construction site, which is used to receive and execute control instructions and feedback the execution status. The instruction completion information refers to the confirmation information sent by the client terminal after completing the bearing capacity adjustment operation, including data such as the adjustment completion time and adjustment range. The foundation response data refers to the various mechanical response parameters generated by the foundation during the bearing capacity adjustment process, mainly including foundation deformation, stress distribution change, pore water pressure change, etc.

[0077] The specific execution process of this step is: the system first confirms that the client terminal has completed the bearing capacity adjustment operation and received feedback information, and then starts the sensor network to collect real-time response data of the foundation during the regulation process. The multi-point synchronous sampling method is adopted during the collection, and strain sensors, pressure sensors, displacement sensors, etc. are arranged at key monitoring points. The sampling frequency is 100Hz, and the sampling time covers the entire regulation process. The collected data is initially processed and screened by the field data acquisition unit and then transmitted to the system database.

[0078] S204: If the foundation response data exceeds a preset response threshold, adjusting the execution parameter of the foundation bearing capacity adjustment value to a preset execution threshold according to the foundation response data, and generating a compensation control instruction based on the preset execution threshold.

[0079] The preset response threshold refers to the safety limit of the foundation response parameters, including the maximum allowable deformation, maximum allowable stress, etc. The execution parameter refers to the specific control parameters in the bearing capacity adjustment process, such as adjustment rate, adjustment step, etc. The preset execution threshold refers to the limit range of the execution parameter. The compensation control instruction refers to the correction instruction generated to control the response data within the safe range.

[0080] The specific execution process of this step is: the system compares the collected foundation response data with the preset threshold in real time. Taking deformation as an example, if the measured deformation of the monitoring point exceeds the preset threshold of 20mm, the system calculates the correction amount of the execution parameter according to the degree of excess. The specific calculation method is: correction coefficient = (measured deformation-threshold) / threshold, new adjustment rate = original adjustment rate × (1-correction coefficient). When the corrected execution parameters meet the preset execution threshold requirements, the system generates a compensation control instruction containing the new parameters. For example, the original adjustment rate is 2mm / min, the measured deformation is 25mm, and the threshold is 20mm, then the correction coefficient = 0.25, the new adjustment rate = 2×(1-0.25) = 1.5mm / min.

[0081] S205: Acquire real-time foundation support force data of the target monitoring area.

[0082] The target monitoring area refers to the scope of the foundation that needs to be regulated, which is usually defined according to engineering requirements. The real-time foundation support force data refers to the bearing capacity data of the foundation at the current moment, including parameters such as base stress and lateral support force.

[0083] The specific execution process of this step is: the system collects foundation support force data in real time through a network of pressure sensors deployed in the target area. A grid-based point distribution method is used for collection, and sensors are densely deployed at key stress positions. For a monitoring area of ​​1000m², 100 measuring points are generally deployed to form a 10×10 monitoring grid. Each measuring point uses a high-precision pressure sensor with temperature compensation function, with a measurement range of 0-1MPa and an accuracy of ±0.1%FS. The system collects data every 1 minute, and performs temperature correction and zero drift calibration on the collected data, and finally obtains accurate real-time foundation support force distribution data.

[0084] S206: Determine a support force compensation coefficient for the target monitoring area according to a deviation value between the real-time support force data of the foundation and a preset support force reference value.

[0085] The preset support force reference value refers to the standard bearing capacity value of the foundation determined during the engineering design phase, which is usually obtained through geological survey and bearing capacity calculation. The deviation value refers to the difference between the measured support force and the reference value. The support force compensation coefficient refers to the correction parameter used to adjust the foundation bearing capacity, which is used to quantify the degree of deviation of the support force.

[0086] The specific implementation process of this step is: the system first obtains the support force reference value determined in the design phase, and compares and calculates the support force data collected in real time with the reference value. For each measuring point in the monitoring grid, calculate its deviation rate = (measured value - reference value) / reference value. Taking a certain measuring point as an example, if the design support force reference value of the point is 500kPa and the measured support force is 450kPa, the deviation rate is -10%. The system uses the weighted average method to calculate the comprehensive deviation rate of the entire monitoring area, and the weight coefficient is determined according to the importance of the measuring point location. Finally, the support force compensation coefficient is determined based on the comprehensive deviation rate, and the compensation coefficient = 1 + comprehensive deviation rate. When the comprehensive deviation rate is -8%, the support force compensation coefficient is 0.92.

[0087] S207, calculating the support force compensation coefficient and the foundation bearing capacity adjustment value to obtain a target support force adjustment amount.

[0088] The foundation bearing capacity adjustment value refers to the bearing capacity value that needs to be adjusted calculated by the system. The target support force adjustment value refers to the support force adjustment value finally determined after considering the compensation coefficient.

[0089] The specific execution process of this step is: the system multiplies the support force compensation coefficient by the bearing force adjustment value to obtain the actual support force value that needs to be adjusted. The calculation formula is: target support force adjustment amount = bearing force adjustment value × support force compensation coefficient. For example: the bearing capacity adjustment value of a certain area is 100kPa, and the support force compensation coefficient is 0.92, then the target support force adjustment amount = 100×0.92=92kPa. This calculation method ensures that the adjustment amount takes into account both the adjustment requirements of the system calculation and the correction effect of the actual support force state, making the control process more accurate and reliable.

[0090] S208. Calculate a foundation stress distribution curve according to the soil pressure data of the target monitoring area, distribute the target support force adjustment amount to a plurality of support force adjustment units based on the stress distribution curve, and obtain adjustment parameters of each of the support force adjustment units.

[0091] Soil pressure data refers to the stress state data in the foundation soil layer. The stress distribution curve refers to the mathematical curve that describes the spatial distribution law of foundation stress. The support force adjustment unit refers to an actuator that can independently adjust the support force. The adjustment parameters include specific control parameters such as the adjustment amount and the adjustment rate.

[0092] The specific execution process of this step is: the system uses the stress superposition method to calculate the foundation stress distribution. First, a spatial rectangular coordinate system is established, the soil pressure data of the monitoring point is substituted, and the continuous stress distribution curve is generated using the cubic spline interpolation method. Then, the target support force adjustment amount is proportionally distributed to each adjustment unit according to the stress distribution characteristics. The distribution coefficient is proportional to the stress magnitude at the unit position, and the calculation formula is: unit adjustment amount = target adjustment amount × (unit position stress value / maximum stress value). For example: the maximum stress in a certain area is 200kPa, the stress at a certain adjustment unit position is 160kPa, and the target adjustment amount is 92kPa, then the adjustment amount of the unit = 92×(160 / 200) = 73.6kPa. Finally, the corresponding execution rate and step length and other adjustment parameters are determined according to the adjustment amount of each unit.

[0093] In some embodiments, for example, in a bridge construction project located on a soft soil foundation, a sensor network is integrated around the bridge piers, and data is transmitted to the big data analysis center in the central control room every half hour. When an abnormal increase in soil pressure is detected, the feedback control module is immediately triggered to remotely control the underground gas compressor to pump air into the inflatable airbags embedded in the ground, thereby rapidly increasing the bearing capacity of the foundation and preventing settlement.

[0094] S209. Generate a support force adjustment instruction according to the adjustment parameter, wherein the support force adjustment instruction includes a target pressure value and a pressure adjustment timing of each support force adjustment unit.

[0095] The support force adjustment instruction refers to the specific command information that controls the support force adjustment unit to perform the adjustment operation. The target pressure value refers to the final pressure value that each adjustment unit needs to reach. The pressure adjustment sequence refers to the time arrangement and execution order during the adjustment process, including the start time, adjustment duration, adjustment interval time, etc.

[0096] The specific execution process of this step is: the system converts the adjustment parameters of each adjustment unit into control instructions in a standard format. The instruction generation process adopts a hierarchical structure: first, an instruction header is generated, which contains basic information such as instruction type and total execution time; then, specific execution instructions for each unit are generated according to the order of the adjustment unit number. The execution instruction of each unit contains the following information: unit number, starting pressure value, target pressure value, adjustment rate, and start delay. Take a certain adjustment unit as an example: unit number JD-01, starting pressure 320kPa, target pressure 393.6kPa (320+73.6), adjustment rate 2kPa / min, and start delay 30s. The system sorts all adjustment units from large to small according to the stress gradient, generates an adjustment sequence, and ensures that the adjustment process proceeds smoothly. For adjacent adjustment units, a minimum start interval of 15s is set to avoid sudden changes in foundation stress caused by simultaneous start. Finally, a complete adjustment instruction data packet is formed, which contains the execution parameters and timing arrangements of all adjustment units.

[0097] In some embodiments, steps 203 to 209 may be performed after step 202 or after step 105, which is not limited here.

[0098] S210: Send the support force adjustment instruction to a preset client terminal.

[0099] The preset client terminal refers to the data processing and control execution equipment installed at the construction site, which has the functions of receiving, parsing and executing instructions. The process of sending adjustment instructions involves data transmission and confirmation mechanism.

[0100] The specific execution process of this step is: the system uses packet transmission to send the adjustment instruction to the client terminal. First, the complete instruction data packet is packetized according to the size of 1KB. Each data packet contains information such as packet sequence number, data content, and check code. The system sends data packets through the TCP / IP protocol. The sending process adopts a response mechanism. After the client receives the data packet, it returns a confirmation message. The system checks the integrity and correctness of the confirmation information. If a data packet is lost or a check error occurs, the system automatically resends the corresponding data packet. When all data packets are transmitted, the system sends a transmission completion mark to the client terminal. After the client terminal receives the completion mark, it reorganizes each data packet into a complete instruction and returns the instruction reception confirmation information to the system. After receiving the confirmation information, the system completes the instruction sending process and begins to wait for the execution feedback information from the client terminal. The entire sending process uses an encrypted transmission method to ensure the security of the instruction data.

[0101] In some embodiments, the system can implement self-health checks, and the implementation methods include periodically executing equipment self-check procedures to detect sensor network connectivity and data accuracy. Once an abnormality is found, a redundant backup plan is immediately initiated to ensure uninterrupted system operation and record failure events for the subsequent maintenance team to locate the root cause of the problem and optimize the upgrade strategy.

[0102] The following describes the ground monitoring and control system in the embodiment of the present invention from the perspective of hardware processing. Figure 3 , which is a schematic diagram of the structure of a physical device of the foundation monitoring and control system in an embodiment of the present application.

[0103] It should be noted that Figure 3 The structure of the foundation monitoring and control system shown is only an example and should not bring any limitation to the functions and scope of use of the embodiments of the present invention.

[0104] like Figure 3As shown, the foundation monitoring and control system includes a central processing unit (CPU) 301, which can perform various appropriate actions and processes according to the program stored in the read-only memory (ROM) 302 or the program loaded from the storage part 308 to the random access memory (RAM) 303, such as executing the method described in the above embodiment. In RAM 303, various programs and data required for system operation are also stored. CPU 301, ROM 302 and RAM 303 are connected to each other through bus 304. Input / output (I / O) interface 305 is also connected to bus 304.

[0105] The following components are connected to the I / O interface 305: an input section 306 including an audio input device, a button switch, etc.; an output section 307 including a liquid crystal display (LCD) and an audio output device, an indicator light, etc.; a storage section 308 including a hard disk, etc.; and a communication section 309 including a network interface card such as a LAN (Local Area Network) card, a modem, etc. The communication section 309 performs communication processing via a network such as the Internet. A drive 310 is also connected to the I / O interface 305 as needed. A removable medium 311, such as a magnetic disk, an optical disk, a magneto-optical disk, a semiconductor memory, etc., is installed on the drive 310 as needed so that a computer program read therefrom is installed into the storage section 308 as needed.

[0106] In particular, according to an embodiment of the present invention, the process described above with reference to the flowchart can be implemented as a computer software program. For example, an embodiment of the present invention includes a computer program product, which includes a computer program carried on a computer-readable medium, and the computer program includes a computer program for executing the method shown in the flowchart. In such an embodiment, the computer program can be downloaded and installed from a network through the communication part 309, and / or installed from a removable medium 311. When the computer program is executed by the central processing unit (CPU) 301, various functions defined in the present invention are performed.

[0107] It should be noted that specific examples of computer-readable storage media may include, but are not limited to: an electrical connection with one or more wires, a portable computer disk, a hard disk, a random access memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM), a flash memory, an optical fiber, a portable compact disk read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination thereof. In the present invention, a computer-readable storage medium may be any tangible medium containing or storing a program that may be used by or in combination with an instruction execution system, apparatus, or device.

[0108] The flowcharts and block diagrams in the accompanying drawings illustrate the possible architecture, functions and operations of the systems, methods and computer program products according to various embodiments of the present invention. Each box in the flowchart or block diagram may represent a module, a program segment, or a part of a code, and the above-mentioned module, program segment, or a part of a code contains one or more executable instructions for implementing the specified logical functions. It should also be noted that in some alternative implementations, the functions marked in the box may also occur in an order different from that marked in the accompanying drawings.

[0109] Specifically, the foundation monitoring and control system of this embodiment includes a processor and a memory. The memory stores a computer program. When the computer program is executed by the processor, the foundation monitoring and control method based on adaptive adjustment provided in the above embodiment is implemented.

[0110] As another aspect, the present invention further provides a computer-readable storage medium, which may be included in the foundation monitoring and control system described in the above embodiment; or may exist independently without being assembled into the foundation monitoring and control system. The above storage medium carries one or more computer programs, and when the above one or more computer programs are executed by a processor of the foundation monitoring and control system, the foundation monitoring and control system implements the foundation monitoring and control method based on adaptive adjustment provided in the above embodiment.

[0111] As described above, the above embodiments are only used to illustrate the technical solutions of the present application, rather than to limit them. Although the present application has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or make equivalent replacements for some of the technical features therein. However, these modifications or replacements do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present application.

[0112] As used in the above embodiments, the term "when..." may be interpreted to mean "if..." or "after..." or "in response to determining..." or "in response to detecting...", depending on the context. Similarly, the phrases "upon determining..." or "if (the stated condition or event) is detected" may be interpreted to mean "if determining..." or "in response to determining..." or "upon detecting (the stated condition or event)" or "in response to detecting (the stated condition or event)", depending on the context.

[0113] Those skilled in the art can understand that to implement all or part of the processes in the above-mentioned embodiments, the processes can be completed by computer programs to instruct related hardware, and the programs can be stored in computer-readable storage media. When the programs are executed, they can include the processes of the above-mentioned method embodiments. The aforementioned storage media include: ROM or random access memory RAM, magnetic disk or optical disk and other media that can store program codes.

Claims

1. A foundation monitoring and control method based on adaptive adjustment, characterized in that: Applied to a foundation monitoring and control system, the method comprises: According to the foundation force distribution of the target monitoring area, a plurality of monitoring points are set in the target monitoring area to collect monitoring data, wherein the monitoring data includes soil pressure data, ground vibration data and groundwater level data; Assigning a weight coefficient to the monitoring data according to the influence factor of the monitoring data on the foundation stability, and calculating the stability index of the current foundation in the target monitoring area according to the weight coefficient; Calculating foundation deformation assessment data according to the stability index, wherein the foundation deformation assessment data includes a foundation force distribution state and a deformation state in the target monitoring area; Inputting the foundation deformation assessment data into a foundation settlement prediction model to obtain a foundation settlement change value within a preset time period; When the foundation settlement change value exceeds a preset safety threshold, the foundation bearing capacity adjustment value of the target monitoring area is calculated according to the stability index and the foundation settlement change value, and a control instruction including a target adjustment time and the foundation bearing capacity adjustment value is generated.

2. The method according to claim 1, characterized in that The step of assigning a weight coefficient to the monitoring data according to the influence factor of the monitoring data on the foundation stability, and calculating the stability index of the current foundation in the target monitoring area according to the weight coefficient specifically includes: Comparing the soil pressure data, the ground vibration data and the groundwater level data with preset reference values ​​respectively to obtain monitoring parameter ratios; Based on the historical monitoring data, a corresponding relationship between the monitoring parameter ratio and the foundation stability is established to obtain the influencing factors of various types of data in the monitoring data; Determine a weight coefficient of the monitoring data according to the influencing factor, wherein the weight coefficient is proportional to the influencing factor; The monitoring data and the weight coefficient are weighted and summed to obtain the stability index of the current foundation in the target monitoring area.

3. The method according to claim 1, characterized in that The step of calculating foundation deformation assessment data according to the stability index, wherein the foundation deformation assessment data includes the foundation force distribution state and deformation state of the target monitoring area, specifically includes: Draw the foundation stress contour line of the target monitoring area according to the stability index to obtain foundation stress distribution state data; Calculate the displacement change of each monitoring point in the target monitoring area according to the stability index to obtain foundation deformation state data; The foundation force distribution state data and the foundation deformation state data are fused to obtain foundation deformation assessment data.

4. The method according to claim 1, characterized in that: The step of calculating the foundation bearing capacity adjustment value of the target monitoring area according to the stability index and the foundation settlement change value when the foundation settlement change value exceeds the preset safety threshold, and generating a control instruction including a target adjustment time and the foundation bearing capacity adjustment value specifically includes: Calculate the difference between the foundation settlement change value and the preset safety threshold to obtain the control target value; Determine the foundation bearing capacity reference state of the target monitoring area according to the stability index; Based on the control target value and the foundation bearing capacity reference state, calculating the foundation bearing capacity adjustment value required to achieve a foundation stable state; A target adjustment time is determined according to the foundation bearing capacity adjustment value, and a control instruction including the target adjustment time and the foundation bearing capacity adjustment value is generated.

5. The method according to any one of claims 1 to 4, characterized in that: After the step of calculating the foundation bearing capacity adjustment value of the target monitoring area according to the stability index and the foundation settlement change value when the foundation settlement change value exceeds a preset safety threshold, and generating a control instruction including a target adjustment time and the foundation bearing capacity adjustment value, the method further comprises: Sending the control instruction to a preset client terminal; Upon receiving the instruction completion information sent by the preset client terminal, collecting the foundation response data during the control process; If the foundation response data exceeds a preset response threshold, the execution parameter of the foundation bearing capacity adjustment value is adjusted to a preset execution threshold according to the foundation response data, and a compensation control instruction is generated based on the preset execution threshold.

6. The method according to any one of claims 1 to 4, characterized in that: After the step of calculating the foundation bearing capacity adjustment value of the target monitoring area according to the stability index and the foundation settlement change value when the foundation settlement change value exceeds a preset safety threshold, and generating a control instruction including a target adjustment time and the foundation bearing capacity adjustment value, the method further comprises: Acquire real-time foundation support force data of the target monitoring area; Determine the support force compensation coefficient of the target monitoring area according to the deviation value between the real-time support force data of the foundation and the preset support force reference value; Calculating the support force compensation coefficient and the foundation bearing capacity adjustment value to obtain a target support force adjustment amount; Calculating a foundation stress distribution curve according to soil pressure data of the target monitoring area, distributing the target support force adjustment amount to a plurality of support force adjustment units based on the stress distribution curve, and obtaining an adjustment parameter of each support force adjustment unit; A support force adjustment instruction is generated according to the adjustment parameter, and the support force adjustment instruction includes a target pressure value and a pressure adjustment timing of each of the support force adjustment units.

7. The method according to claim 6, characterized in that After the step of generating a support force adjustment instruction according to the adjustment parameter, the method further includes: The support force adjustment instruction is sent to a preset client terminal.

8. A foundation monitoring and control system, characterized in that: The foundation monitoring and control system includes: one or more processors and a memory; the memory is coupled to the one or more processors, the memory is used to store computer program code, the computer program code includes computer instructions, and the one or more processors call the computer instructions to enable the foundation monitoring and control system to execute the method described in any one of claims 1-7.

9. A computer-readable storage medium comprising instructions, characterized in that: When the instruction is executed on the ground-based monitoring and control system, the ground-based monitoring and control system executes the method as claimed in any one of claims 1 to 7.

10. A computer program product, characterized in that When the computer program product runs on a foundation monitoring and control system, the foundation monitoring and control system is enabled to execute the method according to any one of claims 1 to 7.

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