A foundation monitoring regulation method and system based on adaptive adjustment

Abstract

The application discloses a foundation monitoring and regulation method and system based on adaptive adjustment, relates to the field of foundation regulation, and comprises the following steps: a plurality of monitoring points are arranged in a target monitoring area according to the stress distribution of the foundation of the target monitoring area, monitoring data are collected, weight coefficients are assigned to the monitoring data according to influence factors of the stability of the foundation, and a stability index of the current foundation of the target monitoring area is calculated according to the weight coefficients; foundation deformation evaluation data are calculated according to the stability index, the foundation deformation evaluation data are input into a foundation settlement prediction model, foundation settlement change values in a preset time period are obtained, when the foundation settlement change values exceed a preset safety threshold, a foundation bearing capacity adjustment value of the target monitoring area is calculated according to the stability index and the foundation settlement change values, and a control instruction containing a target adjustment time and the foundation bearing capacity adjustment value is generated. By implementing the method, the accuracy of the timing of foundation regulation can be improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the field of foundation regulation, and particularly relates to a foundation monitoring regulation method and system based on adaptive adjustment. BACKGROUND

[0002] With the continuous acceleration of urbanization, large-scale construction projects are increasing, and the safety and stability of building foundations have become important concerns in engineering construction. As the foundation bearing structure of buildings, its state directly affects the safety of the upper building, so real-time monitoring and regulation of the foundation are of great significance.

[0003] In related technologies, the state of the foundation can be monitored by periodically collecting data around the foundation using sensors. 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, a warning signal is issued, thereby realizing the monitoring of the foundation state.

[0004] However, due to the complexity of the stress distribution of the foundation and the variability of the geological conditions, this passive control method responds slowly, and when an abnormal condition of the foundation is found, the best regulation opportunity is often missed, resulting in unsatisfactory regulation effect. SUMMARY

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

[0006] In a first aspect, the present application provides a foundation monitoring regulation method based on adaptive adjustment, applied to a foundation monitoring regulation system, the method comprising: setting a plurality of monitoring points in a target monitoring area according to the stress distribution of the foundation in the target monitoring area, and collecting monitoring data, the monitoring data including soil pressure data, ground vibration data and underground water level data; assigning a weight coefficient to the monitoring data according to the influence factor of the stability of the foundation on the monitoring data, calculating the stability index of the current foundation in the target monitoring area according to the weight coefficient; calculating the foundation deformation evaluation data according to the stability index, the foundation deformation evaluation data including the stress distribution state and the deformation state of the foundation in the target monitoring area; inputting the foundation deformation evaluation data into a foundation settlement prediction model to obtain the 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 containing a target adjustment time and the foundation bearing capacity adjustment value.

[0007] By adopting the technical scheme, firstly, a plurality of monitoring points are set according to the ground force distribution of the target monitoring area, and soil pressure, ground vibration and underground water level data are collected to comprehensively reflect the ground condition, then, a weight coefficient is assigned according to the influence factor, and a stability index is calculated by comprehensively processing the multi-type data, wherein the influence factor is derived from comparison of the monitoring data with a preset reference value and association of historical data, and the weight coefficient is proportional to the influence factor, and the index obtained by weighted summation accurately quantifies the stability state of the ground, effectively improving the accuracy and reliability of the ground stability evaluation, improving the accuracy of the ground regulation timing, and also improving the regulation effect.

[0008] With reference to the first aspect, in some embodiments, the weight coefficient is assigned to the monitoring data according to the influence factor of the monitoring data on the stability of the ground, and the stability index of the current ground of the target monitoring area is calculated according to the weight coefficient, specifically including: comparing the soil pressure data, the ground vibration data and the underground water level data with preset reference values respectively to obtain monitoring parameter ratios; establishing a correspondence between the monitoring parameter ratios and the stability of the ground 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 summation calculation on the monitoring data and the weight coefficient to obtain the stability index of the current ground of the target monitoring area.

[0009] By adopting the technical scheme, after obtaining the stability index, the stress contour of the ground is drawn based on the stability index to obtain force distribution state data, the displacement change amount of the monitoring points is calculated based on the index to obtain deformation state data, and the two are fused to form ground deformation evaluation data.

[0010] With reference to the first aspect, in some embodiments, the stability index is calculated to obtain ground deformation evaluation data, and the ground deformation evaluation data includes the ground force distribution state and the deformation state of the target monitoring area, specifically including: drawing the stress contour of the ground of the target monitoring area according to the stability index to obtain ground force distribution state data; calculating the displacement change amount of each monitoring point of the target monitoring area according to the stability index to obtain ground deformation state data; and fusing the ground force distribution state data and the ground deformation state data to obtain ground deformation evaluation data.

[0011] By adopting the technical scheme, when the settlement change value exceeds the preset safety threshold, the control target value is calculated first, the foundation bearing capacity reference state is determined according to the stability index, the adjustment value is calculated and the target adjustment time is determined to generate the control instruction. The control target value highlights the settlement overrun degree, the stability index assists in judging the bearing reference, 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 the bearing capacity, ensures that the foundation recovers stability in time, enhances the stability of the engineering structure, reduces the safety risk, 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 the 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 the control instruction containing the target adjustment time and the foundation bearing capacity adjustment value is generated. Specifically, the difference between the foundation settlement change value and the preset safety threshold is calculated to obtain a control target value; the foundation bearing capacity reference state of the target monitoring area is determined according to the stability index; the foundation bearing capacity adjustment value required to reach the foundation stability state is calculated based on the control target value and the foundation bearing capacity reference state; the target adjustment time is determined according to the foundation bearing capacity adjustment value, and the control instruction containing the target adjustment time and the foundation bearing capacity adjustment value is generated.

[0013] By adopting the technical scheme, when the foundation settlement change value exceeds the preset safety threshold, the difference between the settlement and the threshold is calculated to obtain a control target value, which clearly defines the target amplitude of the adjustment. Then, the foundation bearing capacity reference state is determined according to the stability index, a reasonable foundation bearing capacity adjustment value is calculated, and the target adjustment time is determined in combination with the engineering practice to generate a control instruction, which accurately provides an effective solution for the adjustment of the foundation bearing capacity, ensures that the foundation stability is quickly and accurately restored, and effectively guarantees the safety of the project.

[0014] In combination with some embodiments of the first aspect, in some embodiments, 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 the preset safety threshold, and generating the control instruction containing the target adjustment time and the foundation bearing capacity adjustment value, the method further includes: sending the control instruction to a preset client terminal; collecting the foundation response data in the control process if the instruction completion information sent by the preset client terminal is received; 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.

[0015] By adopting the technical scheme, after the control instruction is generated, the control instruction is sent to a preset client terminal, so that the instruction can be timely conveyed and executed. After receiving the instruction completion information fed back by the terminal, ground response data of a regulation process is collected to monitor the adjustment effect. If the response data exceeds a preset threshold value, an execution parameter of an adjustment bearing capacity adjustment value is adjusted to a preset execution threshold value, and then a compensation control instruction is generated. The execution parameter is timely corrected according to the actual situation, the ground regulation is more accurate, the quality and stability of the ground treatment are effectively improved, and the engineering reliability is enhanced.

[0016] In combination with some embodiments of the first aspect, in some embodiments, when the ground settlement change value exceeds the preset safety threshold value, the ground bearing capacity adjustment value of the target monitoring area is calculated according to the stability index and the ground settlement change value, and after the step of generating the control instruction containing the target adjustment time and the ground bearing capacity adjustment value, the method further comprises: obtaining ground real-time support force data of the target monitoring area; determining a support force compensation coefficient of the target monitoring area according to a deviation value of the ground real-time support force data and a preset support force reference value; calculating the support force compensation coefficient and the ground bearing capacity adjustment value to obtain a target support force adjustment amount; calculating a ground stress distribution curve according to soil pressure data of the target monitoring area, and distributing the target support force adjustment amount to a plurality of support force adjusting units based on the stress distribution curve to obtain adjusting parameters of each support force adjusting unit; and generating a support force adjusting instruction according to the adjusting parameters, the support force adjusting instruction containing a target pressure value and a pressure adjusting time sequence of each support force adjusting unit.

[0017] By adopting the technical scheme, after the target monitoring area ground real-time support force data is obtained, a deviation value is obtained by comparing the data with a preset support force reference value, and then a support force compensation coefficient is determined. The coefficient can accurately reflect the difference between the actual support force and the design value. The coefficient and the ground bearing capacity adjustment value are calculated to obtain a target support force adjustment amount, the adjustment amount is optimized, the adjustment amount is reasonably distributed to the support force adjusting units according to the stress distribution curve calculated based on the soil pressure data to obtain the adjusting parameters, and finally the support force adjusting instruction containing the target pressure value and the adjusting time sequence is generated. The whole process is closely coordinated, the ground support force adjustment is more scientific and reasonable, and the ground is stable.

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

[0019] By adopting the technical scheme, after the support force adjustment instruction is generated, the support force adjustment instruction is sent to a preset client terminal. The support force adjustment instruction contains key information such as a target pressure value and a pressure adjustment time sequence of each support force adjustment unit, and the client terminal can accurately control the support force adjustment unit in order after receiving the instruction, so that each unit works cooperatively according to the set parameters, scientific adjustment of the foundation support force is realized, the uniform and stable stress of the foundation is ensured, the overall stability of the foundation is effectively improved, and the safe operation of the project is ensured.

[0020] In a second aspect, the embodiments of the present application provide a foundation monitoring and control system, comprising: one or more processors and a memory; the memory is coupled to the one or more processors, and the memory is configured to store computer program code, the computer program code comprising computer instructions, and the one or more processors invoke the computer instructions to enable the foundation monitoring and control system to perform the method described in the first aspect and any possible implementation manner of the first aspect.

[0021] In a third aspect, the embodiments of the present application provide a computer program product comprising instructions, which, when executed on a foundation monitoring and control system, enable the foundation monitoring and control system to perform the method described in the first aspect and any possible implementation manner of the first aspect.

[0022] In a fourth aspect, the embodiments of the present application provide a computer-readable storage medium comprising instructions, which, when executed on a foundation monitoring and control system, enable the foundation monitoring and control system to perform the method described in the first aspect and any possible implementation manner of the first aspect.

[0023] It can be understood 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 embodiments of the present application. Therefore, the beneficial effects that can be achieved are referred to the beneficial effects in the corresponding method, which will not be described here.

[0024] The one or more technical solutions provided in the embodiments of the present application have at least the following technical effects or advantages:

[0025] 1. In the present application, a plurality of monitoring points are first set according to the foundation stress distribution of the target monitoring area, and data including soil pressure, ground vibration and underground water level are collected to comprehensively reflect the foundation condition. Then, a stability index is calculated by comprehensively processing multiple types of data according to the weight coefficients of influence factors, wherein the influence factors are derived from the comparison between the monitoring data and the preset reference value and the association with historical data, and the weight coefficients are proportional to the influence factors. The index accurately quantifies the stability state of the foundation by weighted summation, effectively improves the accuracy and reliability of the foundation stability evaluation, improves the accuracy of the foundation control timing, and improves the control effect.

[0026] 2、The application calculates the difference between the settlement and the threshold value to obtain a control target value when the foundation settlement changes exceed the preset safety threshold, which clearly defines the target amplitude of adjustment, then determines the foundation bearing capacity reference state according to the stability index, calculates the reasonable foundation bearing capacity adjustment value, and generates a control instruction by combining the actual engineering to provide an effective solution for the foundation bearing capacity adjustment, ensuring the rapid and accurate recovery of foundation stability and effectively ensuring engineering safety.

[0027] 3、The application sends the control instruction to the preset client terminal after generating the control instruction to ensure that the instruction can be timely communicated and executed, collects the foundation response data during the adjustment process after receiving the instruction completion information feedback from the terminal, thereby monitoring the adjustment effect, if the response data exceeds the preset threshold, the execution parameter of the adjustment bearing capacity adjustment value is adjusted to the preset execution threshold, and then a compensation control instruction is generated, the execution parameter is timely corrected according to the actual situation, the foundation adjustment is more accurate, the quality and stability of the foundation treatment are effectively improved, and the engineering reliability is enhanced. BRIEF DESCRIPTION OF DRAWINGS

[0028] Figure 1 is a flowchart of the foundation monitoring and control method based on adaptive adjustment in the embodiments of the application;

[0029] Figure 2 is another flowchart of the foundation monitoring and control method based on adaptive adjustment in the embodiments of the application;

[0030] Figure 3 is a schematic diagram of an entity device structure of the foundation monitoring and control system in the embodiments of the application. DETAILED DESCRIPTION

[0031] The terms used in the following embodiments of the application are only for the purpose of describing the specific embodiments and are not intended to be limiting to the application. As used in the specification, the singular forms "a," "an" and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise. It will be further understood that the terms "and / or" as used herein refer to any or all possible combinations of one or more of the associated listed items.

[0032] Hereinafter, the terms "first" and "second" are only used for the purpose of description, and cannot be understood as implying or suggesting relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined with "first" and "second" can explicitly or implicitly include one or more of the features, and in the description of the embodiments of the application, the meaning of "multiple" is two or more, unless otherwise specified.

[0033] For ease of understanding, the method provided in this implementation is described in process below. Please refer to [link / reference]. Figure 1 This is a flowchart illustrating a ground-based monitoring and control method based on adaptive adjustment in an embodiment of this application.

[0034] S101. Based on the distribution of foundation stress in the target monitoring area, multiple monitoring points are set up in the target monitoring area to collect monitoring data, including soil pressure data, ground vibration data and groundwater level data.

[0035] The target monitoring area refers to the specific area requiring foundation monitoring and control, typically defined based on the actual needs of the project. Foundation stress distribution refers to the stress distribution in the foundation soil under the action of superstructure loads. Monitoring points refer to the specific locations where monitoring equipment is deployed. Monitoring data refers to various data reflecting the foundation condition acquired through sensors. Soil pressure data refers to numerical values ​​reflecting the magnitude of pressure borne by the foundation soil. Ground vibration data refers to characteristic values ​​such as acceleration and frequency of ground vibrations under various loads. Groundwater level data refers to the vertical distance between the groundwater level and the Earth's surface.

[0036] This step is performed when the system begins its foundation monitoring task. Specifically, the system first acquires foundation engineering data for the target monitoring area, including geological survey reports and load distribution maps, and analyzes the stress characteristics of the foundation. Then, based on the stress distribution characteristics, monitoring points are deployed at key locations such as stress concentration areas and weak points 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 preprocesses the collected data, including signal filtering and data calibration, to ensure data accuracy.

[0037] In some embodiments, monitoring point deployment and data acquisition can be achieved in multiple ways: Optionally, a deployment method based on foundation stress contour lines can be used: First, a foundation stress calculation model is established, and stress contour maps are drawn; monitoring points are densely deployed in areas with large stress gradients, while the number of points is appropriately reduced in areas with uniform stress; a multi-layer sensor array is deployed at each monitoring point to collect data at different depths. Optionally, an adaptive deployment method based on neural networks can be used: A foundation characteristic parameter database is established; historical monitoring data is analyzed using neural network algorithms to identify key monitoring areas; the location of monitoring points is dynamically adjusted based on the analysis results to optimize the monitoring network layout. It is understood that other monitoring point deployment and data acquisition methods can also be used, and are not limited here.

[0038] S102. Assign weight coefficients to the monitoring data based on the factors affecting foundation stability, and calculate the current foundation stability index of the target monitoring area based on the weight coefficients.

[0039] The influence factor refers to the influence degree of various types of monitoring data on the stability of the foundation. The weight coefficient refers to a numerical parameter reflecting the importance of various types of monitoring data. The stability index refers to a comprehensive numerical index for quantitatively evaluating the stability state of the foundation.

[0040] This step is executed after the monitoring data collection is completed. Specifically, the system establishes the corresponding relationship between the monitoring parameters and the stability of the foundation by analyzing the historical data, and determines the influence factor of each type of data. The weight coefficient is calculated by using the normalization processing method to ensure the comparability of different types of data. The monitoring data and the weight coefficient are weighted and calculated to obtain the stability index reflecting the overall stability state of the foundation.

[0041] In some embodiments, the weight calculation and stability evaluation can be realized in various ways: optionally, the analytic hierarchy process is used to determine the weight: the hierarchical structure of the monitoring indicators is established; the judgment matrix is established by expert scoring; the eigenvalue and eigenvector are calculated to obtain the weight 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 characteristic vector corresponding to the maximum eigenvalue λmax is the weight vector. Optionally, the fuzzy comprehensive evaluation method is used: the fuzzy relationship matrix is constructed; the membership function of each factor is determined; multi-level fuzzy operation is performed to obtain the evaluation result. It can be understood that other weight calculation and stability evaluation methods can also be used, which are not limited here.

[0042] This step specifically includes:

[0043] The soil pressure data, the ground vibration data and the groundwater level data are compared with the preset reference value respectively to obtain the monitoring parameter ratio.

[0044] The corresponding relationship between the monitoring parameter ratio and the stability of the foundation is established based on the historical monitoring data to obtain the influence factor of each type of data in the monitoring data.

[0045] The weight coefficient of the monitoring data is determined according to the influence factor, wherein the weight coefficient is proportional to the influence factor.

[0046] The monitoring data and the weight coefficient are weighted and summed to obtain the stability index of the current foundation of the target monitoring area.

[0047] The preset reference value refers to a 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 reference value. The historical monitoring data refers to the recorded past monitoring data and the corresponding foundation state information. The corresponding relationship refers to the mathematical relationship between the change of the monitoring parameter ratio and the change of the stability of the foundation. The influence factor refers to the influence degree of various types of monitoring data on the stability of the foundation. The weight coefficient refers to the importance weight of each indicator in the comprehensive evaluation. The stability index refers to a quantitative index reflecting the overall stability state of the foundation.

[0048] This step is executed after obtaining the monitoring data, for calculating 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 design groundwater level. By analyzing historical data, a functional relationship between the monitoring parameter ratio and the foundation stability is established to calculate the influence factor. The influence factor is normalized to obtain the weight coefficient, and the weighted sum is calculated to obtain the stability index.

[0049] Take the data of a monitoring point as an example: the soil pressure measured value is 280 kPa, the reference value is 300 kPa, the ratio is 0.933; the vibration acceleration measured value is 0.15g, the reference value is 0.2g, the ratio is 0.75; the water level measured value is -3.8m, the reference value is -4.0m, the ratio is 0.95. Through historical data analysis, the influence factor is obtained: soil pressure 0.5, vibration 0.3, water level 0.2. After normalization, the weight coefficients are obtained: 0.5, 0.3, 0.2. The stability index calculation formula is: index = Σ(ratio x weight) = 0.933 x 0.5 + 0.75 x 0.3 + 0.95 x 0.2 = 0.8765. The index indicates that the foundation at this point is in a stable state (index greater than 0.85 is stable). The system calculates the stability index of all monitoring points in the monitoring area according to the same method, and comprehensively evaluates the foundation state.

[0050] S103, calculate the foundation deformation evaluation data according to the stability index, the foundation deformation evaluation data including the stress distribution state and the deformation state of the foundation in the target monitoring area.

[0051] Among them, the foundation deformation evaluation data refers to a comprehensive data set describing the deformation characteristics of the foundation. The stress distribution state of the foundation refers to the spatial distribution of the internal stress of the soil mass. The deformation state refers to the shape and position change of the foundation under the action of load. The stress contour refers to the curve connecting the points with equal stress values. The displacement change refers to the movement distance of the monitoring point relative to the initial position. State data fusion refers to the comprehensive processing of multiple sources of data to form a unified evaluation result.

[0052] This step is executed after obtaining the stability index, for evaluating the deformation state of the foundation. Specifically, the system constructs a foundation stress field model based on the stability index, and calculates the stress distribution using numerical analysis methods. A 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 analyzed to obtain complete foundation deformation evaluation data.

[0053] In some embodiments, the foundation deformation evaluation can be achieved in various ways: optionally, using finite element analysis: establishing a three-dimensional mechanical model of the foundation; applying actual load and boundary conditions; calculating stress field and displacement field distribution; outputting stress nephogram and deformation contour. Specifically, it includes: pre-processing stage of dividing grid elements, defining material parameters; solving stage of setting iteration conditions, running calculation program; post-processing stage of generating result report. Optionally, using neural network method: constructing monitoring data training set; training neural network model; predicting deformation trend using real-time data. Specifically, it includes: data preprocessing for normalization processing; network training to determine weight matrix; model verification to evaluate accuracy. It can be understood that other foundation deformation evaluation methods can also be used, which are not limited here.

[0054] This step specifically includes:

[0055] According to the stability index, the foundation stress contour of the target monitoring area is drawn to obtain foundation stress distribution state data.

[0056] According to the stability index, the displacement change of each monitoring point in the target monitoring area is calculated to obtain foundation deformation state data.

[0057] The foundation stress distribution state data and the foundation deformation state data are fused to obtain foundation deformation evaluation data.

[0058] Wherein, the foundation stress contour refers to the curve connecting the points with equal stress value in the plane or space. The foundation stress distribution state data refers to the data set describing the stress distribution law inside the foundation. The displacement change refers to the displacement vector value of the monitoring point during observation. The foundation deformation state data refers to the data set reflecting the deformation characteristics of the foundation. Data fusion refers to the process of comprehensively processing multiple source data to form a unified evaluation result. The state data correlation refers to the correlation degree between different types of state data.

[0059] This step is executed after obtaining the stability index, and is used to generate foundation deformation evaluation data. Specifically, the system first associates the stability index with the spatial coordinates of the monitoring points, and calculates the stress value of any point in the region using the Kriging interpolation method. Divide the calculation nodes on the horizontal plane with a grid of 5m x 5m, calculate the stress value of each node, and connect the points with the same stress value to form the contour line. For displacement calculation, the initial position of the monitoring point is taken as the reference to calculate the displacement components in each direction. The system uses a data fusion algorithm to establish a stress-displacement correlation model and generate comprehensive evaluation data.

[0060] For example, a monitoring area with an area of 100m x 100m is set up with 25 monitoring points. The stress values of 400 grid nodes are calculated by Kriging interpolation, the stress range is 200-350kPa, and the contour lines are drawn according to 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, displacement amount -40mm. Horizontal displacement calculation: initial coordinates (x=100.00m, y=120.00m), current coordinates (x=100.02m, y=119.98m), x-direction displacement +20mm, y-direction displacement -20mm. Data fusion uses weighted average method: fusion coefficient = [w1 x (stress / reference stress) + w2 x (displacement / allowed displacement)], where w1=0.6, w2=0.4. The calculation for this point gives: stress 300kPa, reference stress 320kPa, measured displacement 40mm, allowed displacement 50mm, fusion coefficient = 0.6 x (300 / 320) + 0.4 x (40 / 50) = 0.938. This coefficient indicates that the foundation state here is good. The system performs the same calculation for all monitoring points to form a complete deformation evaluation data set.

[0061] The evaluation data includes: stress contour map, displacement vector diagram, fusion coefficient distribution map, and evaluation report data table. The stress contour is marked with different colors to indicate the stress size, the displacement vector diagram uses arrows to indicate the displacement direction and size, and the fusion coefficient distribution map uses color scale to display the evaluation results. These data comprehensively reflect the stress and deformation state of the foundation, providing basic data support for subsequent prediction analysis.

[0062] S104, inputting the foundation deformation evaluation data into a foundation settlement prediction model to obtain foundation settlement change values in a preset time period.

[0063] 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 prediction analysis. The settlement change value refers to the vertical displacement of the foundation. The prediction accuracy refers to the degree of agreement between the prediction result and the actual situation. The time series refers to a sequence of data arranged in chronological order.

[0064] This step is executed after the completion of foundation deformation evaluation, and is used to predict the trend of foundation settlement. Specifically, the system selects a suitable prediction model according to the engineering characteristics, and takes the deformation evaluation data as the input parameter. The settlement amount at different time points is calculated through the model to form a settlement time history curve. The system analyzes the reliability of the prediction result and evaluates the prediction accuracy.

[0065] In some embodiments, the foundation settlement prediction can be achieved in various ways: optionally, a hyperbolic curve method is used for prediction: historical settlement observation data is collected; a settlement time relationship curve is established; and a hyperbolic curve equation is fitted by least squares method. The specific steps include: data preprocessing selects feature points; parameter regression calculates coefficient value; and the equation is substituted to predict the settlement amount. The settlement amount calculation formula is: S(t) = t / (a + bt), wherein t is time, and a and b are fitting parameters. Optionally, a grey prediction method is used: a cumulative generation sequence is established; a grey differential equation is constructed; and the prediction model parameters are solved. The specific steps include: sequence preprocessing eliminates random fluctuations; model parameter estimation; prediction value restoration and accuracy test. It can be understood that other foundation settlement prediction methods can also be used, which are not limited here.

[0066] S105, when the foundation settlement change value exceeds the 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 containing a target adjustment time and the foundation bearing capacity adjustment value.

[0067] The preset safety threshold refers to the settlement limit value set according to the specification and engineering requirements. The foundation bearing capacity adjustment value refers to the size of the bearing capacity value that needs to be adjusted. The target adjustment time refers to the specific time point of executing the adjustment operation. The control instruction refers to the command data packet for executing the bearing capacity adjustment. The settlement change rate refers to the settlement amount change 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 instruction.

[0068] This step is executed when the settlement prediction value exceeds the safety threshold, and is used to generate a bearing capacity adjustment scheme. Specifically, the system compares the settlement prediction value with the safety threshold, and triggers adjustment calculation when the prediction value exceeds the threshold. The system determines the adjustment coefficient based on the stability index, and calculates the bearing capacity adjustment value in combination with the settlement change trend. According to the adjustment value size and the actual engineering situation, the target adjustment time is determined, and the control instruction containing complete parameters is generated.

[0069] For example, the settlement prediction value of a monitoring point is 52 mm, the safety threshold is 50 mm, and the overrun is 2 mm. The stability index of this point is 0.87, and the settlement change rate is 0.5 mm / day. The bearing capacity adjustment value calculation process: the reference bearing capacity is 300 kPa, the adjustment coefficient k=(1-0.87)×1.5=0.195, and the adjustment value=300×0.195=58.5 kPa. The target adjustment time is determined: based on the change rate of 0.5 mm / day, it is predicted that the critical state will be reached after 4 days, and the adjustment time is determined to be after 3 days. The control instruction includes: monitoring point number, current bearing capacity value 300 kPa, target bearing capacity value 241.5 kPa (300-58.5), adjustment time "2024-01-13 10:00:00", and adjustment duration 120 minutes.

[0070] In some embodiments, the generation of the adjustment scheme can be achieved in various ways: optionally, a hierarchical adjustment method is adopted: a settlement amount and bearing capacity corresponding relationship is established; the overrun degree is divided into adjustment levels; the adjustment parameters are determined according to the levels. The specific steps are: the settlement overrun rate is calculated, which is divided into three levels of slight overrun (<5%), moderate overrun (5%-10%) and serious overrun (>10%); the adjustment coefficient is determined according to the overrun level, which is 0.15, 0.25 and 0.35 respectively; the adjustment coefficient is corrected combined with the stability index to generate the adjustment scheme. Optionally, a fuzzy control method is adopted: a fuzzy relationship matrix of settlement amount and bearing capacity is constructed; a fuzzy control rule is designed; an adjustment value is obtained by solving the fuzzy calculation. The specific steps are: the settlement amount and the stability index are fuzzy processed; an "if-then" control rule base is established; the adjustment value is calculated by the barycentric method. It can be understood that other adjustment scheme generation methods can also be used, which are not limited here.

[0071] This step specifically includes:

[0072] The difference between the foundation settlement change value and the preset safety threshold is calculated to obtain the regulation target value;

[0073] According to the stability index, the reference state of the foundation bearing capacity of the target monitoring area is determined.

[0074] Based on the regulation target value and the reference state of the foundation bearing capacity, the adjustment value of the foundation bearing capacity required to reach the stable state of the foundation is calculated.

[0075] According to the adjustment value of the foundation bearing capacity, the target adjustment time is determined, and a control instruction containing the target adjustment time and the adjustment value of the foundation bearing capacity is generated.

[0076] The control target value is the difference between the settlement change value and the safety threshold. The foundation bearing capacity reference state is the current bearing capacity level of the foundation. The difference ratio is the ratio of the control target value to the safety threshold. The bearing capacity adjustment value is the size of the bearing capacity that needs to be adjusted. The target adjustment time is the time point of executing the bearing capacity adjustment. The control instruction is an execution command containing adjustment parameters. The adjustment time window is the time range suitable for adjustment operation. The adjustment execution period is the length of time required to complete the adjustment.

[0077] This step is executed when the settlement exceeds the limit, and is used to generate a bearing capacity adjustment scheme. Specifically, the system first calculates the difference between the settlement prediction value and the safety threshold, which is set 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. The bearing capacity adjustment value is calculated using the proportional-integral algorithm in combination with the difference ratio and the reference bearing capacity. The system determines the target adjustment time within the safety time window based on the construction progress and equipment operation state, and generates a standard format control instruction.

[0078] An example is given to illustrate the calculation process: the settlement prediction value of a monitoring point is 58mm, the safety threshold is 50mm, and the control target value is calculated to be 8mm, with a difference ratio of 16%. The stability index of this point is 0.85, corresponding to a reference bearing capacity of 320kPa. The bearing capacity adjustment value is calculated as follows: the foundation adjustment coefficient k1 = difference ratio x correction coefficient = 16% x 1.2 = 19.2%; the stability correction coefficient k2 = (1-0.85) x 1.5 = 0.225; the comprehensive adjustment coefficient K = max(k1, k2) = 0.225; adjustment value = 320 x 0.225 = 72kPa. The time arrangement is as follows: 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 final control instruction is generated as follows: it contains the monitoring point number, the current bearing capacity 320kPa, the target bearing capacity 248kPa (320-72), the adjustment time "2024-01-1109:00:00", the adjustment execution period 180 minutes, and the adjustment step 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.

[0079] The method provided by the embodiment will be further described in more detail. Please refer to Figure 2 , which is another flowchart of the foundation monitoring and control method based on adaptive adjustment in the embodiment of the present application.

[0080] S201, when the foundation settlement change value exceeds the 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 containing the target adjustment time and the foundation bearing capacity adjustment value.

[0081] S202, sending the control instruction to a preset client terminal.

[0082] S203, in the case where the instruction completion information sent by the preset client terminal is received, collecting the foundation response data in the regulation process.

[0083] The preset client terminal refers to a data acquisition and control terminal device 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, which contains adjustment completion time, adjustment amplitude and other data. The foundation response data refers to 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.

[0084] The specific execution process of this step is: the system first confirms that the client terminal has completed the bearing capacity adjustment operation and receives the feedback information, and then starts the sensor network to collect the real-time response data of the foundation in the regulation process. When collecting, use multi-point synchronous sampling method, arrange strain sensors, pressure sensors, displacement sensors, etc. at key monitoring points, sampling frequency is 100Hz, sampling time length covers the whole regulation process. The collected data is transmitted to the system database after preliminary processing and screening by the field data acquisition unit.

[0085] S204, if the foundation response data exceeds the preset response threshold, adjusting the execution parameters of the foundation bearing capacity adjustment value to the preset execution threshold according to the foundation response data, and generating a compensation control instruction based on the preset execution threshold.

[0086] The preset response threshold refers to the safety limit value of the foundation response parameter, including the maximum allowable deformation and the maximum allowable stress. The execution parameter refers to the specific control parameter 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 in order to control the response data within the safety range.

[0087] The specific execution process of this step is: the system compares the collected ground response data with the preset threshold in real time. Taking the deformation amount as an example, if the measured deformation amount of the monitoring point exceeds the preset threshold of 20 mm, the system calculates the correction amount of the execution parameter according to the overrun degree. The specific calculation method is: correction coefficient=(measured deformation amount-threshold) / threshold, new adjustment rate=original adjustment rate x(1-correction coefficient). When the corrected execution parameter meets the preset execution threshold requirement, the system generates a compensation control instruction containing the new parameter. For example, the original adjustment rate is 2 mm / min, the measured deformation amount is 25 mm, and the threshold is 20 mm. The correction coefficient is 0.25, and the new adjustment rate is 2 x(1-0.25)=1.5 mm / min.

[0088] S205, acquiring ground real-time support force data of the target monitoring area.

[0089] The target monitoring area refers to the range of the foundation that needs to be controlled in bearing capacity, which is usually determined according to engineering requirements. The ground real-time support force data refers to the bearing capacity data of the foundation at the current time, including parameters such as base stress and lateral support force.

[0090] The specific execution process of this step is: the system collects ground support force data in real time through the pressure sensor network arranged in the target area. When collecting, the grid point arrangement method is adopted, and the sensors are densely arranged at key stress positions. For a monitoring area with an area of 1000 m², generally 100 measuring points are arranged to form a 10x10 monitoring grid. Each measuring point uses a high-precision pressure sensor with temperature compensation function, with a measurement range of 0-1 MPa and an accuracy of ±0.1% FS. The system collects data every 1 minute, and the collected data is temperature corrected and zero drift calibrated to finally obtain accurate ground real-time support force distribution data.

[0091] S206, determining the support force compensation coefficient of the target monitoring area according to the deviation value of the ground real-time support force data and the preset support force reference value.

[0092] The preset support force reference value refers to the standard bearing capacity value of the foundation determined in the engineering design stage, which is usually obtained through geological survey and bearing capacity calculation. The deviation value refers to the difference value between the measured support force and the reference value. The support force compensation coefficient refers to the correction parameter used to adjust the bearing capacity of the foundation, which is used to quantify the deviation degree of the support force.

[0093] The specific execution process of this step is: the system first acquires the support force reference value determined in the design stage, and compares and calculates the real-time collected support force data with the reference value. For each measuring point in the monitoring grid, the deviation rate is calculated as (measured value-reference value) / reference value. Taking a measuring point as an example, if the design support force reference value of the point is 500 kPa and the measured support force is 450 kPa, the deviation rate is -10%. The system calculates the comprehensive deviation rate of the entire monitoring area by using the weighted average method, and the weight coefficient is determined according to the importance of the position of the measuring point. Finally, the support force compensation coefficient is determined according to 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.

[0094] S207, calculate the support force compensation coefficient and the foundation bearing capacity adjustment value to obtain a target support force adjustment amount.

[0095] The foundation bearing capacity adjustment value refers to the bearing capacity value calculated by the system that needs to be adjusted. The target support force adjustment amount refers to the final determined support force adjustment value after considering the compensation coefficient.

[0096] The specific execution process of this step is: the system multiplies the support force compensation coefficient and the bearing capacity adjustment value to obtain the actual support force value that needs to be adjusted. The calculation formula is: target support force adjustment amount = bearing capacity adjustment value x support force compensation coefficient. Taking an example, if the bearing capacity adjustment value of a certain area is 100 kPa and the support force compensation coefficient is 0.92, then the target support force adjustment amount = 100 x 0.92 = 92 kPa. This calculation method ensures that the adjustment amount not only considers the adjustment requirement calculated by the system, but also includes the correction influence of the actual support force state, making the regulation process more accurate and reliable.

[0097] S208, calculate the foundation stress distribution curve according to the soil pressure data of the target monitoring area, and distribute the target support force adjustment amount to a plurality of support force adjusting units based on the stress distribution curve to obtain the adjusting parameter of each support force adjusting unit.

[0098] The soil pressure data refers to the stress state data in the foundation soil layer. The stress distribution curve refers to a mathematical curve describing the spatial distribution law of the foundation stress. The support force adjusting unit refers to an execution device capable of independently adjusting the support force. The adjusting parameter includes adjusting amount, adjusting rate and other specific control parameters.

[0099] The specific execution process of this step is as follows: The system uses the stress superposition method to calculate the foundation stress distribution. First, a spatial rectangular coordinate system is established, and the earth pressure data of the monitoring points are substituted into it. A continuous stress distribution curve is generated using the cubic spline interpolation method. Then, based on the stress distribution characteristics, the target support force adjustment amount is proportionally allocated to each adjustment unit. The allocation coefficient is proportional to the stress magnitude at the unit location, and the calculation formula is: Unit adjustment amount = Target adjustment amount × (Stress value at unit location / Maximum stress value). For example, if the maximum stress in a certain area is 200 kPa, the stress at a certain adjustment unit location is 160 kPa, and the target adjustment amount is 92 kPa, then the adjustment amount for this unit = 92 × (160 / 200) = 73.6 kPa. Finally, the corresponding execution rate and step size, and other adjustment parameters are determined based on the adjustment amount of each unit.

[0100] In some embodiments, such as a bridge construction project on a soft soil foundation, a sensor network is integrated around the piers, transmitting data every half hour to a big data analysis center in the central control room. When an abnormal increase in soil pressure is detected, the feedback control module is immediately triggered, and an underground gas compressor is remotely controlled to pump air into an inflatable airbag embedded in the ground, rapidly increasing the bearing capacity of the foundation and preventing settlement.

[0101] S209. Generate a support force adjustment command based on the adjustment parameter. The support force adjustment command includes the target pressure value and pressure adjustment sequence for each support force adjustment unit.

[0102] Support force adjustment command refers to the specific command information controlling the support force adjustment unit to perform adjustment operations. Target pressure value refers to the final pressure value that each adjustment unit needs to achieve. Pressure adjustment sequence refers to the time arrangement and execution order during the adjustment process, including start time, adjustment duration, and adjustment interval.

[0103] The specific execution process of this step is as follows: The system converts the regulation parameters of each regulation unit into control commands in a standard format. The command generation process adopts a hierarchical structure: First, a command header is generated, containing basic information such as command type and total execution time; then, specific execution commands for each unit are generated according to the regulation unit number sequence. The execution command for each unit includes the following information: unit number, initial pressure value, target pressure value, regulation rate, and start-up delay. Taking a certain regulation unit as an example: unit number JD-01, initial pressure 320 kPa, target pressure 393.6 kPa (320 + 73.6), regulation rate 2 kPa / min, start-up delay 30 s. The system sorts all regulation units according to stress gradient from largest to smallest, generating a regulation sequence to ensure a smooth regulation process. For adjacent regulation units, a minimum start-up interval of 15 s is set to avoid sudden changes in foundation stress caused by simultaneous start-up. Finally, a complete regulation command data package is formed, containing the execution parameters and timing arrangement of all regulation units.

[0104] In some embodiments, steps 203 to 209 can be performed after step 202, or after step 105, which is not limited here.

[0105] S210, send the support force adjustment instruction to the preset customer terminal.

[0106] The preset customer terminal refers to a data processing and control execution device installed at the construction site, which has the functions of instruction receiving, analysis and execution. The sending process of the adjustment instruction involves data transmission and confirmation mechanism.

[0107] The specific execution process of this step is: the system sends the adjustment instruction to the customer terminal by using the sub-packet transmission mode. First, the complete instruction data packet is divided into sub-packets according to 1KB size, and each data packet contains packet serial number, data content, check code and other information. The system sends the data packet through TCP / IP protocol, and the sending process adopts the response mechanism. After the customer terminal receives the data packet, it returns the confirmation information, and the system checks the integrity and correctness of the confirmation information. If the data packet is lost or the check error occurs, the system automatically retransmits the corresponding data packet. When all the data packets are transmitted, the system sends a transmission completion flag to the customer terminal. After the customer terminal receives the completion flag, it recombines the data packets into a complete instruction, and returns the instruction receiving confirmation information to the system. After the system receives the confirmation information, the instruction sending process is completed, and the system starts to wait for the execution feedback information of the customer terminal. The whole sending process adopts the encryption transmission mode to ensure the safety of the instruction data.

[0108] In some embodiments, the system can realize self-health check, and the implementation includes periodically executing device self-check program, detecting sensor network connectivity and data accuracy, starting redundancy backup plan as soon as an abnormality is found, ensuring uninterrupted system operation, recording fault events for the later maintenance team to locate the problem source and optimize the upgrade strategy.

[0109] The foundation monitoring and control system in the embodiment of the application will be described from the perspective of hardware processing. Please refer to Figure 3 , which is a schematic diagram of an entity device structure of the foundation monitoring and control system in the embodiment of the application.

[0110] It should be noted that, Figure 3 The structure of the foundation monitoring and control system shown is only an example, and should not limit the functions and use range of the embodiment of the application.

[0111] As Figure 3As shown, the foundation monitoring control system includes a central processing unit (CPU) 301 which can perform various appropriate actions and processes in accordance with a program stored in a read-only memory (ROM) 302 or a program loaded from a storage section 308 into a random access memory (RAM) 303, such as performing the methods described in the above embodiments. In the RAM 303, various programs and data required for operation of the system are also stored. The CPU 301, the ROM 302, and the RAM 303 are connected to each other through a bus 304. An input / output (I / O) interface 305 is also connected to the bus 304.

[0112] Connected to the I / O interface 305 are an input section 306 including an audio input device, a push button switch, and the like; an output section 307 including a liquid crystal display (LCD), an audio output device, an indicator, and the like; a storage section 308 including a hard disk and the like; and a communication section 309 including a network interface card such as a LAN (Local Area Network) card, a modem, and the like. 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 necessary. A removable media 311 such as a magnetic disk, an optical disk, a magneto-optical disk, a semiconductor memory, and the like is mounted on the drive 310 as necessary, so that a computer program read therefrom is installed in the storage section 308 as necessary.

[0113] In particular, the processes described above with reference to the flowcharts can be implemented as a computer software program in accordance with embodiments of the present application. For example, embodiments of the present application include a computer program product comprising a computer program carried on a computer readable medium, the computer program containing a computer program for performing the methods illustrated by the flowcharts. In such embodiments, the computer program can be downloaded and installed from a network by the communication section 309 and / or installed from the removable media 311. When the computer program is executed by the central processing unit (CPU) 301, various functions defined in the present application are performed.

[0114] Note that specific examples of computer-readable storage media can include but are not limited to an electrical connection having one or more wires, a portable computer diskette, a hard disk, a random access memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or Flash memory), an optical fiber, a portable compact disc read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination of the foregoing. In the present disclosure, computer-readable storage media can be any tangible medium that can contain, or store a program for use by or in connection with an instruction execution system, apparatus, or device.

[0115] The flow diagrams and the block diagrams in the drawings are illustrations of possible architectures, functions, and operations of systems, methods, and computer program products according to various embodiments of the present disclosure. It will be understood that each block of the flow diagrams and the block diagrams, and combinations of blocks in the flow diagrams and the block diagrams, can be implemented by computer program instructions. Such instructions can be implemented by one or more computing devices. Also, it will be understood that each block of the flow diagrams and the block diagrams, and combinations of blocks in the flow diagrams and the block diagrams, can be implemented by special-purpose computer hardware. Specifically, the embodiments of the present disclosure can be implemented by computer program instructions contained in a computer-readable medium, such as one or more of the computer program products described herein. Such instructions can be executed by one or more computing devices.

[0116] Specifically, the foundation monitoring and control system in the embodiment includes a processor and a memory, and the memory stores a computer program. When the computer program is executed by the processor, the adaptive adjustment-based foundation monitoring and control method provided in the above embodiment is implemented.

[0117] As another aspect, the present disclosure also provides a computer-readable storage medium. The storage medium can be included in the foundation monitoring and control system described in the above embodiments, or can exist independently without being assembled into the foundation monitoring and control system. The storage medium carries one or more computer programs. When the 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 adaptive adjustment-based foundation monitoring and control method provided in the above embodiments.

[0118] The above-described embodiments are only used to illustrate the technical solutions of the present disclosure, rather than limit them; even though the present disclosure has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that: they can still modify the technical solutions recorded in the foregoing embodiments, or make equivalent replacements to some of the technical features; and 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 disclosure.

[0119] In the above embodiments, the term "when" can be interpreted to mean "if" or "after" or "in response to determining" or "in response to detecting" depending on the context. Similarly, the phrase "on determining" or "if detecting (a stated condition or event)" can be interpreted to mean "if determining" or "in response to determining" or "on detecting (a stated condition or event)" or "in response to detecting (a stated condition or event)" depending on the context.

[0120] Those skilled in the art can understand that all or part of the processes in the above-mentioned embodiments can be implemented by a computer program instructing the relevant hardware to complete, and the program can be stored in a computer readable storage medium. When the program is executed, it can include the processes of the above-mentioned embodiments. The aforementioned storage medium includes ROM or random storage memory RAM, magnetic disk or optical disk and various storage program codes.

Claims

1. A ground monitoring regulation method based on adaptive adjustment, characterized in that, The method is applied to a foundation monitoring and control system, and comprises the following steps: A plurality of monitoring points are arranged in a target monitoring area according to the stress distribution of the foundation in the target monitoring area, and monitoring data are collected, including soil pressure data, ground vibration data and underground water level data; According to the influence factors of the foundation stability of the monitoring data, weight coefficients are assigned to the monitoring data, and a stability index of the current foundation in the target monitoring area is calculated according to the weight coefficients; According to the stability index, foundation deformation evaluation data are calculated, including the stress distribution state and deformation state of the foundation in the target monitoring area; The foundation deformation evaluation data are input into a foundation settlement prediction model to obtain the foundation settlement change value in a preset time period; When the foundation settlement change value exceeds a preset safety threshold, a 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 a target adjustment time and the foundation bearing capacity adjustment value is generated; The control instruction is sent to a preset client terminal; In the case that instruction completion information sent by the preset client terminal is received, foundation response data in the control process are collected; If the foundation response data exceed 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; Real-time foundation support force data of the target monitoring area are obtained; According to the deviation value of the real-time foundation support force data and a preset support force reference value, a support force compensation coefficient of the target monitoring area is determined; The support force compensation coefficient and the foundation bearing capacity adjustment value are calculated to obtain a target support force adjustment amount; According to the soil pressure data of the target monitoring area, a foundation stress distribution curve is calculated, and the target support force adjustment amount is distributed to a plurality of support force adjusting units based on the stress distribution curve to obtain adjusting parameters of each support force adjusting unit; A support force adjusting instruction is generated according to the adjusting parameters, which contains a target pressure value and a pressure adjusting time sequence of each support force adjusting unit.

2. The method of claim 1, wherein, The step of assigning weight coefficients to the monitoring data according to the influence factors of the foundation stability of the monitoring data, and calculating a stability index of the current foundation in the target monitoring area according to the weight coefficients, specifically comprises the following steps: The soil pressure data, the ground vibration data and the underground water level data are compared with preset reference values respectively to obtain monitoring parameter ratios; A corresponding relationship between the monitoring parameter ratios and the foundation stability is established based on historical monitoring data to obtain influence factors of various data in the monitoring data; The weight coefficients of the monitoring data are determined according to the influence factors, wherein the weight coefficients are proportional to the influence factors; The monitoring data and the weight coefficients are weighted and summed to obtain the stability index of the current foundation in the target monitoring area.

3. The method of claim 1, wherein, The step of calculating foundation deformation evaluation data according to the stability index includes the following steps: Drawing foundation stress contours of the target monitoring area according to the stability index to obtain foundation stress distribution state data; Calculating displacement variation of each monitoring point of the target monitoring area according to the stability index to obtain foundation deformation state data; Fusing the foundation stress distribution state data and the foundation deformation state data to obtain foundation deformation evaluation data.

4. The method of claim 1, wherein, The step of calculating 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 control instructions including target adjustment time and the foundation bearing capacity adjustment value includes the following steps: Calculating the difference between the foundation settlement change value and the preset safety threshold to obtain a control target value; Determining 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 reach the foundation stable state; Determining the target adjustment time according to the foundation bearing capacity adjustment value, and generating control instructions including the target adjustment time and the foundation bearing capacity adjustment value.

5. The method of claim 1, wherein, After the step of generating support force adjustment instructions according to the adjustment parameters, the method further includes: Sending the support force adjustment instructions to a preset client terminal.

6. A ground monitoring regulation system characterized by, The foundation monitoring and control system includes one or more processors and a memory; the memory is coupled with the one or more processors, and the memory is used to store computer program code including computer instructions, and the one or more processors invoke the computer instructions to make the foundation monitoring and control system execute the method according to any one of claims 1-5.

7. A computer-readable storage medium comprising instructions, wherein: When the instructions run on the foundation monitoring and control system, the foundation monitoring and control system executes the method according to any one of claims 1-5.

8. A computer program product, characterised in that, When the computer program product runs on the foundation monitoring and control system, the foundation monitoring and control system executes the method according to any one of claims 1-5.

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