A pile foundation settlement control method and system based on measured data inversion

Abstract

The application discloses a pile foundation settlement control method and system based on measured data inversion, and the method comprises the following steps: for a pile foundation project, a multidimensional monitoring system is constructed in combination with regional geology, hydrology, engineering structure and surrounding environment. A pile foundation-soil collaborative mechanical model is constructed, the normalized settlement measured data is taken as a core constraint, the geological boundary and the construction working condition are combined, the physical and mechanical parameters of the bearing stratum and the pile-soil interaction parameters are inverted through numerical calculation and optimization algorithm. The inverted parameters are substituted into a settlement prediction model, the construction planning and the environmental change are combined, the settlement law, the cumulative amount and the stable state of the pile foundation in the whole life cycle are predicted, and multiple settlement thresholds and early warning conditions are preset. The predicted and measured data are compared in real time, early warning is triggered, and disposal suggestions are pushed. According to the early warning level, the settlement prediction and the working condition, the construction and supporting parameters are dynamically adjusted or reinforcement measures are taken. The engineering construction safety and the surrounding environment stability are ensured.

Description

Technical Field

[0001] This invention belongs to the field of pile foundation engineering technology in civil engineering, and more specifically, relates to a pile foundation settlement control method and system based on measured data inversion. Background Technology

[0002] During the construction and operation phases of pile foundation engineering, pile settlement is one of the core issues affecting project safety and the stability of the surrounding environment. With the continuous expansion of the scale of underground engineering construction, the geological environment where the pile foundation is located is becoming increasingly complex. The uncertainty of geological and hydrological conditions, the spatial variability of soil mechanical properties, and environmental constraints such as dense surrounding buildings and crisscrossing underground pipelines pose severe challenges to pile settlement control.

[0003] Currently, traditional methods for controlling pile foundation settlement largely rely on initial parameters provided by engineering geological survey reports, combined with empirical formulas for settlement prediction and construction parameter design. However, geological survey data often has limitations, failing to fully reflect the impact of soil stress redistribution, groundwater dynamics, and construction disturbances during construction, leading to significant discrepancies between predicted and actual settlement. Furthermore, existing methods often employ fixed construction parameters and support schemes, lacking real-time response to the dynamic development of settlement. When abnormal settlement occurs, the formulation of response measures lacks scientific basis, easily leading to excessive or uneven settlement of the pile foundation, which in turn can cause safety hazards such as cracking of the superstructure, damage to surrounding buildings, or breakage of underground pipelines. This not only affects the progress of project construction but may also cause significant economic losses and adverse social impacts.

[0004] Furthermore, existing settlement monitoring methods largely focus on collecting settlement data from the pile foundation itself, neglecting the coordinated monitoring of key influencing factors such as soil mechanical response, groundwater dynamics, and external loads. This one-sidedness in data support further reduces the effectiveness of settlement control. Therefore, how to overcome the limitations of traditional methods, achieve accurate prediction and dynamic control of pile foundation settlement, improve the scientific nature and reliability of settlement control, and ensure the safety of engineering construction and the stability of the surrounding environment has become a crucial technical problem that urgently needs to be solved in the field of pile foundation engineering. This has significant practical implications for promoting the development of pile foundation engineering technology. Summary of the Invention

[0005] This invention aims to solve the problems of one-sided data support, large parameter prediction deviation, and insufficient dynamic response in traditional pile foundation settlement control. By constructing a multi-dimensional monitoring system, integrating measured data to retrieve parameters, accurately predicting settlement trends, and establishing a dynamic control mechanism, it achieves scientific prediction and precise control of pile foundation settlement, ensuring the safety of engineering construction and the stability of the surrounding environment.

[0006] To address the aforementioned deficiencies or improvement needs of existing technologies, as a first aspect of this invention, the present invention provides a pile foundation settlement control method based on measured data inversion, comprising: S1. Based on the geological and hydrological characteristics of the area where the pile foundation project is located, the type of engineering structure, and the sensitivity of the surrounding environment, construct a multi-dimensional monitoring system covering pile foundation settlement, soil mechanical response, groundwater dynamics, and external loads. S2. Construct a mechanical model of the pile-soil interaction, using the standardized measured data of pile settlement as the core constraint, and combining engineering geological boundary conditions and construction conditions. Use a combination of numerical calculation and optimization algorithm to invert and obtain the physical and mechanical parameters of the pile bearing layer and the pile-soil interaction parameters. S3. Substitute the optimized parameters into the settlement prediction model, and combine them with the engineering construction plan and the trend of external environmental changes to predict the settlement development law, cumulative settlement and stability of the pile foundation throughout its entire life cycle. S4. Preset multi-level settlement control thresholds and early warning trigger conditions, compare the prediction results with the measured monitoring data in real time, and activate the corresponding level of early warning mechanism when the early warning conditions are met, and promptly push early warning information and preliminary handling suggestions; S5. Based on the early warning level, settlement trend prediction results and actual engineering conditions, dynamically adjust construction parameters, support system parameters or take reinforcement measures.

[0007] Furthermore, the specific construction process of the multi-dimensional monitoring system in S1 is as follows: Conduct basic surveys of the engineering area to clarify the geological and hydrological endowments, engineering structural parameters and the sensitive attributes of the surrounding environment, and delineate monitoring priorities and accuracy control requirements; Based on the survey results, core monitoring dimensions covering pile foundation settlement, soil mechanical response, groundwater dynamics and external loads were established, and the types of monitoring indicators corresponding to each dimension were determined. Select monitoring equipment that meets the accuracy control requirements, and plan the layout range and density of monitoring points / monitoring holes according to monitoring priority and distribution of sensitive areas to form a layout plan that is suitable for the actual project. Based on the construction phase division, settlement development rate and environmental changes, dynamically determine the monitoring frequency and clarify the operational specifications and recording standards for data collection; Establish a data transmission link and preprocessing mechanism to achieve efficient transmission and standardized processing of monitoring data, forming a continuous and reliable measured dataset, and providing basic data support for subsequent parameter inversion.

[0008] Furthermore, the pile-soil synergistic mechanical model in S2 is specifically as follows: Based on the stress transfer law and deformation coordination relationship between the pile foundation and the surrounding soil, a three-dimensional computational domain is established with the pile foundation axis as the center. The boundary of the computational domain is defined according to the soil layer distribution range and groundwater influence depth determined by the engineering geological survey. The model realizes the coordinated simulation of the mechanical behavior of the pile foundation and the soil through multi-physics field coupling equations. In the model, the pile foundation is simulated using rod elements, and its mechanical properties are characterized by the moment of inertia and elastic modulus of the pile section. The formula for calculating the moment of inertia of the pile section is: ,in Pile diameter; elastic modulus Based on concrete material test data, the axial force of the pile body With vertical displacement Satisfy the equilibrium equation , These are the depth coordinates measured from the top of the pile; The soil was simulated using continuous medium elements, and its constitutive relation was derived through a nonlinear stress-strain function. Characterization, in which For soil normal stress, For soil strain, The void ratio of the soil is determined based on the engineering geological survey report. The dry density of the soil was determined through on-site sampling tests; this was also combined with the principle of effective stress. Describe the impact of groundwater seepage on the mechanical properties of soil, among which For the effective stress of the soil, Pore ​​water pressure is obtained through dynamic groundwater monitoring data. The pile-soil contact interface is simulated using contact surface elements, and the pile side friction is... Relative displacement between pile and soil Relationship through Characterization; among which Let the pile side friction function be... For soil cohesion, The internal friction angle of the soil is given; the formula for calculating the pile tip bearing capacity is... ,in The cross-sectional area of ​​the pile tip. This represents the effective stress of the soil at the pile tip. The angle of friction with the soil Relevant bearing capacity coefficients; The inversion process uses measured pile settlement data as the core constraint, and iteratively solves to obtain the pile top settlement value output by the model. Compared with the measured settlement value satisfy ,in To pre-determine the allowable error, soil mechanical response monitoring data and groundwater dynamic monitoring data were incorporated into the iteration process. By coupling analysis of the influence of soil deformation and groundwater seepage on pile-soil interaction, the compression modulus of the pile bearing layer was finally obtained through inversion. , soil internal friction angle Cohesion Physical and mechanical parameters, including the skin friction per unit area of ​​the pile. Column end bearing capacity The pile-soil interaction parameters included.

[0009] Furthermore, the core constraints in S2 are specifically as follows: Vertical displacement of pile top obtained from model calculation and the depth of each pile body Vertical displacement , and the measured settlement value at the corresponding location , satisfy: , in To preset the allowable displacement error, ensure that the inversion parameters are consistent with the actual deformation state of the pile foundation; Engineering geological boundary constraints passed Determine the initial effective stress field within the computational domain, where Spatial coordinates At the initial effective stress, For depth The soil weight is heavy. For the corresponding pore water pressure, the groundwater seepage boundary satisfies , For the boundary normal vector, For time The boundary seepage flow rate is dynamically updated based on groundwater dynamic monitoring data. Construction condition constraints passed Clearly define the load application rules. For time in the model Apply load at the location, The measured load obtained from load monitoring, and simultaneously through Simulate construction disturbance. For time Construction disturbance strain. The reference disturbance strain for the soil at the corresponding location. The disturbance time series function corresponding to the construction procedure is used to calibrate the disturbance influence amplitude through soil mechanical response monitoring data; Each constraint condition is coupled through equations To achieve synergy and form a closed-loop constraint logic, the parameters obtained from the inversion can accurately match the actual mechanical response of the column-soil synergy.

[0010] Furthermore, the process of inverting and obtaining the physical and mechanical parameters of the pile foundation bearing layer and the pile-soil interaction parameters in S2 is as follows: First, initialize the initial value range of the physical and mechanical parameters of the pile bearing layer and the pile-soil interaction parameters. The physical and mechanical parameters of the pile bearing layer include the compression modulus. internal friction angle Cohesion The pile-soil interaction parameters include the skin friction per unit area of ​​the pile side. Pile end bearing capacity The initial scope is determined based on the engineering geological survey report and experience data from similar projects; Substituting the initial parameters into the pile-soil synergistic mechanical model, the vertical displacements at various depths of the pile top and pile body were calculated. and soil effective stress Pile side friction Calculated value; Construct the objective function: , in, These are measured data of pile foundation settlement. This represents the measured data of effective soil stress. The number of settlement monitoring points. This refers to the number of stress monitoring points; A numerical optimization algorithm is used to minimize the objective function, and the parameter values ​​are iteratively adjusted. After each iteration, the adjusted parameters are substituted back into the model to calculate a new objective function value, until the objective function value is less than a preset threshold. Furthermore, the deviations between the pile top settlement value and soil mechanical response data output by the model and the corresponding measured data all meet the constraint requirements.

[0011] Furthermore, the prediction process for the settlement development pattern, cumulative settlement, and stable state of the pile foundation in S3 throughout its entire life cycle is as follows: First, the stages of the entire life cycle of the pile foundation are clearly defined, covering the construction period, the initial operation period, the stable operation period, and the later aging stage. The load characteristics and environmental impact factors of each stage are determined through statistical analysis of engineering construction planning documents and historical monitoring data. The compression modulus obtained from the inversion internal friction angle Frictional resistance per unit area of ​​pile side Parameters such as these are substituted into a settlement prediction model that integrates soil consolidation theory and pile-soil interaction mechanism. In the model, settlement during the construction period is determined by... Calculation, where For the cumulative settlement during the construction period, For the first stage of construction Level applied load, To determine the depth of the pile body under corresponding load, The soil compression modulus within this depth of influence. The cross-sectional area of ​​the pile body The quantity of loads classified during the construction phase; Settlement during operation is considered in light of the coupled effects of long-term loads and environmental changes, through... Prediction, among which For the cumulative settlement at a certain point in the operation period, This represents the settlement value at the end of the construction period. The long-term settlement coefficient was determined by fitting long-term settlement data from similar projects. For operating hours, The settlement during the later aging stage is calculated by combining the secondary consolidation characteristics of the soil with the performance degradation law of the pile foundation materials, and a formula for calculating secondary consolidation settlement is introduced. ,in This is due to the cumulative settlement during the later aging stage. Settlement value during the stable operation period, This is the secondary consolidation coefficient of the soil. The initial void ratio of the soil. This represents the effective overburden pressure of the soil at the pile tip. The total lifespan, This marks the start of the stable operation period. During the prediction process, the model input is dynamically corrected based on the changing trends of the external environment, and load and environmental parameters are updated through real-time monitoring data. By integrating the settlement calculation results at each stage, a settlement time history curve of the pile foundation throughout its entire life cycle is plotted to clarify the change law of settlement rate and the cumulative settlement peak. The criterion for determining the stable state is that the settlement rate is less than a preset stability threshold for a continuous preset time period, i.e.: , in , These are the settlement values ​​at adjacent monitoring times. For the monitoring time interval, The settlement stabilization rate threshold is used to output the settlement development curve, cumulative settlement at each stage, and the start time of the stabilization state throughout the entire life cycle of the pile foundation.

[0012] Furthermore, the early warning mechanism in S4 includes: Multi-level early warning threshold construction: Based on engineering safety standards, surrounding environmental carrying capacity requirements and settlement prediction results, a multi-dimensional early warning threshold system covering cumulative settlement and settlement rate is established, and the quantitative judgment criteria for each level of threshold are clarified; Dynamic data comparison mechanism: Establish a real-time comparison logic between measured monitoring data and settlement prediction results, and verify the early warning triggering conditions through multi-dimensional deviation analysis to ensure the comprehensiveness and timeliness of early warning judgment; Tiered response rules: For different warning levels, the information transmission path, response subject and handling time limit are clearly defined to form a standardized warning response process; Targeted response recommendations: Based on the settlement development trend, engineering conditions and experience from similar projects, appropriate preliminary response directions and technical recommendations are provided for each level of early warning. Dynamic optimization of the early warning system: Based on the progress of the project, the accumulation of measured data and changes in the external environment, the early warning thresholds and judgment criteria are calibrated regularly to achieve dynamic adaptation of the early warning mechanism to the entire life cycle of the project.

[0013] Furthermore, the dynamic adjustment of construction parameters and support system parameters in S5 is based on measured data and predictive indicators. It is dynamically optimized through quantitative formulas for load magnitude, loading rate, process connection time, support section size, layout spacing, and prestress value, and iteratively adjusted through a closed-loop verification mechanism until the pile foundation settlement is stable and meets safety and environmental protection requirements.

[0014] As a second aspect of the present invention, a pile foundation settlement control system based on measured data inversion is also provided, comprising: The multi-dimensional monitoring unit is used to construct a multi-dimensional monitoring system covering pile settlement, soil mechanical response, groundwater dynamics and external loads, based on the geological and hydrological characteristics of the area where the pile foundation project is located, the type of engineering structure and the sensitivity of the surrounding environment. The model construction and parameter inversion unit is used to construct a mechanical model of the pile-soil interaction. It uses the standardized measured data of pile settlement as the core constraint, and combines engineering geological boundary conditions and construction conditions. It adopts a combination of numerical calculation and optimization algorithm to invert and obtain the physical and mechanical parameters of the pile bearing layer and the pile-soil interaction parameters. The full life cycle settlement prediction unit is used to substitute the inverted and optimized parameters into the settlement prediction model, and combine the engineering construction plan and the external environment change trend to predict the settlement development law, cumulative settlement and stability state of the pile foundation throughout its entire life cycle. The multi-level settlement early warning mechanism unit is used to preset multi-level settlement control thresholds and early warning triggering conditions, compare the prediction results with the measured monitoring data in real time, and activate the corresponding level of early warning mechanism when the early warning conditions are met, and promptly push early warning information and preliminary handling suggestions. The dynamic adjustment unit for construction support parameters is used to dynamically adjust construction parameters, support system parameters, or take reinforcement measures based on the early warning level, settlement trend prediction results, and actual working conditions of the project.

[0015] As a third aspect of the invention, a computer-readable storage medium is also provided, on which a computer program is stored, which is executed by a processor to provide a pile foundation settlement control method based on measured data inversion as described in any one of the present invention.

[0016] In summary, compared with the prior art, the above-described technical solutions conceived by this invention can achieve the following beneficial effects: 1. The pile foundation settlement control method based on measured data inversion of this invention constructs a multi-dimensional monitoring system covering pile foundation settlement, soil mechanical response, groundwater dynamics, and external loads by combining the geological and hydrological characteristics of the area where the pile foundation project is located, the type of engineering structure, and the sensitivity of the surrounding environment. This achieves comprehensive and accurate collection of key parameters of the pile foundation and its surrounding environment. This monitoring system breaks through the limitations of a single monitoring dimension. Through the collaborative collection of multi-source data, it provides comprehensive and reliable data support for subsequent parameter inversion, settlement prediction, and parameter adjustment, ensuring that all technical aspects are based on real engineering conditions. This effectively avoids settlement control deviations caused by missing or incomplete data, laying a solid foundation for the scientific nature and accuracy of settlement control.

[0017] 2. The pile foundation settlement control method based on measured data inversion of this invention constructs a pile-soil synergistic mechanical model, using standardized measured pile foundation settlement data as the core constraint. Combined with engineering geological boundary conditions and construction conditions, it employs a combination of numerical calculation and optimization algorithms to invert and obtain the physical and mechanical parameters of the pile bearing layer and the pile-soil interaction parameters. These inverted parameters are then substituted into the settlement prediction model to accurately predict the settlement development pattern, cumulative settlement, and stability state throughout the entire life cycle of the pile foundation. This process, through the deep integration of measured data and the mechanical model, effectively improves the accuracy of parameter inversion and the reliability of settlement prediction. It enables early understanding of the pile foundation settlement evolution trend, providing a scientific basis for the formulation of subsequent settlement control measures and avoiding resource waste and control failure caused by blindly adopting control measures.

[0018] 3. The pile foundation settlement control method based on measured data inversion of the present invention, by preset multi-level settlement control thresholds and early warning trigger conditions, compares the predicted results with the measured monitoring data in real time, activates the corresponding level of early warning mechanism and pushes preliminary handling suggestions, and then dynamically adjusts construction and support parameters or takes reinforcement measures based on the early warning level, settlement trend prediction results and actual engineering conditions through quantitative formulas, while constructing an iterative optimization mechanism of "adjustment-monitoring-verification". This dynamic control mode realizes real-time response and precise adaptation of settlement control, can promptly respond to settlement risks caused by changes in engineering conditions, effectively curb the abnormal development of settlement, ensure that pile foundation settlement is always within a controllable range, and guarantee the safety of engineering construction and the stability of the surrounding environment. Attached Figure Description

[0019] Figure 1 This is a flowchart of the pile foundation settlement control method based on measured data inversion according to an embodiment of the present invention; Figure 2 This is a data processing flow diagram of an embodiment of the present invention; Figure 3 This is a schematic diagram of the system units in an embodiment of the present invention. Detailed Implementation

[0020] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention. Furthermore, the technical features involved in the various embodiments of this invention described below can be combined with each other as long as they do not conflict with each other.

[0021] Example 1 Please refer to Figure 1 This embodiment 1 provides a pile foundation settlement control method based on measured data inversion, including: S1. Based on the geological and hydrological characteristics of the area where the pile foundation project is located, the type of engineering structure, and the sensitivity of the surrounding environment, construct a multi-dimensional monitoring system covering pile foundation settlement, soil mechanical response, groundwater dynamics, and external loads. S2. Construct a mechanical model of the pile-soil interaction, using the standardized measured data of pile settlement as the core constraint, and combining engineering geological boundary conditions and construction conditions. Use a combination of numerical calculation and optimization algorithm to invert and obtain the physical and mechanical parameters of the pile bearing layer and the pile-soil interaction parameters. S3. Substitute the optimized parameters into the settlement prediction model, and combine them with the engineering construction plan and the trend of external environmental changes to predict the settlement development law, cumulative settlement and stability of the pile foundation throughout its entire life cycle. S4. Preset multi-level settlement control thresholds and early warning trigger conditions, compare the prediction results with the measured monitoring data in real time, and activate the corresponding level of early warning mechanism when the early warning conditions are met, and promptly push early warning information and preliminary handling suggestions; S5. Based on the early warning level, settlement trend prediction results and actual engineering conditions, dynamically adjust construction parameters, support system parameters or take reinforcement measures.

[0022] like Figure 2As shown in the figure, in this embodiment 1, the deformation of the building structure and the state of the excavation face are collected by devices such as settlement monitoring, horizontal displacement, vertical displacement measurement and mechanical monitoring. The data are then transmitted to the data acquisition terminal via an interface. The collected raw data will generate files and be synchronized to the database. The data processing software will then interact with the database to perform standardized preprocessing, feature parameter extraction and other operations on the raw data. Finally, monitoring reports, intermediate results and result files will be output, providing data support for the subsequent construction of a mutual feedback evolution model and prediction of the collaborative evolution trend.

[0023] Furthermore, this embodiment 1 will elaborate on the above steps.

[0024] (1) Construction of multi-dimensional monitoring system In pile foundation engineering, the complexity of geological and hydrological conditions, the spatial variability of soil mechanical properties, and the constraints of the surrounding environment make the interaction between pile foundation and soil exhibit significant nonlinear characteristics. Traditional analysis methods that rely on empirical parameters are difficult to accurately reflect actual mechanical behavior. Therefore, it is necessary to construct a targeted monitoring system and mechanical model to provide support for parameter inversion.

[0025] The construction of the monitoring system begins with a basic survey of the engineering area. This systematic survey clarifies core parameters such as regional geological stratification, groundwater distribution patterns, and pile type and length of the engineering structure. Simultaneously, it identifies sensitive environmental factors such as surrounding buildings and underground pipelines, prioritizing monitoring and setting higher accuracy requirements for sensitive areas. Based on the survey results, four core monitoring dimensions are determined: pile foundation settlement, soil stress and deformation around the piles, groundwater level and seepage changes, and external loads during construction and operation. Subsequently, monitoring equipment meeting the accuracy requirements is selected, such as settlement meters for pile settlement and earth pressure cells for soil mechanical response. The density of monitoring points is planned based on priorities and the distribution of sensitive areas, with increased density in areas with high settlement risk or environmental sensitivity. The monitoring frequency is dynamically adjusted according to construction progress, settlement development patterns, and environmental changes, with increased monitoring during periods of construction disturbance. Data acquisition processes and recording standards are clearly defined, and a data transmission and preprocessing system is established to remove outlier data and create a continuous and reliable dataset.

[0026] The mechanical model is constructed based on the stress transfer and deformation coordination relationship between the pile foundation and the soil. A three-dimensional computational domain is established with the pile foundation axis as the center, which is as follows: Based on the stress transfer law and deformation coordination relationship between the pile foundation and the surrounding soil, a three-dimensional computational domain is established with the pile foundation axis as the center. The boundary of the computational domain is defined according to the soil layer distribution range and groundwater influence depth determined by the engineering geological survey. The model realizes the coordinated simulation of the mechanical behavior of the pile foundation and the soil through multi-physics field coupling equations. In the model, the pile foundation is simulated using rod elements, and its mechanical properties are characterized by the moment of inertia and elastic modulus of the pile section. The formula for calculating the moment of inertia of the pile section is: ,in Pile diameter; elastic modulus Based on concrete material test data, the axial force of the pile body With vertical displacement Satisfy the equilibrium equation , These are the depth coordinates measured from the top of the pile; The soil was simulated using continuous medium elements, and its constitutive relation was derived through a nonlinear stress-strain function. Characterization, in which For soil normal stress, For soil strain, The void ratio of the soil is determined based on the engineering geological survey report. The dry density of the soil was determined through on-site sampling tests; this was also combined with the principle of effective stress. Describe the impact of groundwater seepage on the mechanical properties of soil, among which For the effective stress of the soil, Pore ​​water pressure is obtained through dynamic groundwater monitoring data. The pile-soil contact interface is simulated using contact surface elements, and the pile side friction is... Relative displacement between pile and soil Relationship through Characterization; among which Let the pile side friction function be... For soil cohesion, The internal friction angle of the soil is given; the formula for calculating the pile tip bearing capacity is... ,in The cross-sectional area of ​​the pile tip. This represents the effective stress of the soil at the pile tip. The angle of friction with the soil Relevant bearing capacity coefficients; The inversion process uses measured pile settlement data as the core constraint, and iteratively solves to obtain the pile top settlement value output by the model. Compared with the measured settlement value satisfy ,in To pre-determine the allowable error, soil mechanical response monitoring data and groundwater dynamic monitoring data were incorporated into the iteration process. The soil mechanical response monitoring data included deep horizontal displacement of the soil and layered settlement. By coupling analysis of the influence of soil deformation and groundwater seepage on pile-soil interaction, the compression modulus of the pile bearing layer was finally obtained through inversion. , soil internal friction angle Cohesion Physical and mechanical parameters, including the skin friction per unit area of ​​the pile. Column end bearing capacity The pile-soil interaction parameters included.

[0027] (2) Model construction and parameter inversion In the parameter inversion of pile foundation engineering, relying solely on geological survey data is prone to parameter deviations due to differences between actual working conditions and survey conditions. Accurate parameters are the core of ensuring effective pile foundation settlement control. Therefore, it is necessary to construct a multi-dimensional coupled constraint system and combine numerical calculation and optimization algorithms to achieve parameter inversion. This process is based on measured data, integrates geological and construction conditions, and ensures that the inverted parameters closely match the actual engineering situation through multiple constraints.

[0028] The constraint system is constructed based on standardized measured data of pile foundation settlement, and its core constraint conditions are as follows: Based on standardized measured data of pile foundation settlement, a multi-dimensional coupled constraint system is constructed by combining engineering geological boundary conditions and construction conditions. The constraint boundaries and accuracy requirements are clarified through a series of mathematical relationships, as follows: Vertical displacement of pile top obtained from model calculation and the depth of each pile body Vertical displacement , and the measured settlement value at the corresponding location , satisfy: , in To preset the allowable displacement error, ensure that the inversion parameters are consistent with the actual deformation state of the pile foundation; Engineering geological boundary constraints passed Determine the initial effective stress field within the computational domain, where Spatial coordinates At the initial effective stress, For depth The soil weight is heavy. For the corresponding pore water pressure, the groundwater seepage boundary satisfies , For the boundary normal vector, For time The boundary seepage flow rate is dynamically updated based on groundwater dynamic monitoring data. Construction condition constraints passed Clearly define the load application rules. For time in the model Apply load at the location, The measured load obtained from load monitoring, and simultaneously through Simulate construction disturbance. For time Construction disturbance strain. The reference disturbance strain for the soil at the corresponding location. The disturbance time series function corresponding to the construction procedure is used to calibrate the disturbance influence amplitude through soil mechanical response monitoring data; Each constraint condition is coupled through equations To achieve synergy and form a closed-loop constraint logic, the parameters obtained from the inversion can accurately match the actual mechanical response of the column-soil synergy.

[0029] Meanwhile, the specific process of parameter inversion begins with determining the initial range of parameters. The physical and mechanical parameters of the bearing layer include compression modulus, internal friction angle, and cohesion, while the pile-soil interaction parameters include the skin friction per unit area of ​​the pile side and the pile end bearing capacity. The initial range is set with reference to geological survey reports and experience data from similar projects, providing a reasonable starting point for subsequent iterations. The process of obtaining the physical and mechanical parameters of the pile foundation bearing layer and the pile-soil interaction parameters through inversion is as follows: First, initialize the initial value range of the physical and mechanical parameters of the pile bearing layer and the pile-soil interaction parameters. The physical and mechanical parameters of the pile bearing layer include the compression modulus. internal friction angle Cohesion The pile-soil interaction parameters include the skin friction per unit area of ​​the pile side. Pile end bearing capacity The initial scope is determined based on the engineering geological survey report and experience data from similar projects; Substituting the initial parameters into the pile-soil synergistic mechanical model, the vertical displacements at various depths of the pile top and pile body were calculated. and soil effective stress Pile side friction Calculated value; Construct the objective function: , in, These are measured data of pile foundation settlement. This represents the measured data of effective soil stress. The number of settlement monitoring points. This refers to the number of stress monitoring points; A numerical optimization algorithm is used to minimize the objective function, and the parameter values ​​are iteratively adjusted. After each iteration, the adjusted parameters are substituted back into the model to calculate a new objective function value, until the objective function value is less than a preset threshold. Furthermore, the deviations between the pile top settlement value and soil mechanical response data output by the model and the corresponding measured data all meet the constraint requirements.

[0030] (3) Life cycle settlement prediction Pile foundation settlement prediction needs to be conducted throughout its entire life cycle to provide a forward-looking basis for settlement control at different stages. Traditional prediction methods often suffer from insufficient parameter accuracy or failure to fully consider stage differences and environmental changes, resulting in significant deviations between predicted and actual results. In contrast, the parameters after inversion and optimization closely match the actual mechanical response of the project. Using these parameters as a basis, combined with the characteristics of the entire life cycle, can significantly improve the reliability of the results.

[0031] The prediction process first clarifies the phases of the pile foundation's entire life cycle, dividing it into the construction phase, initial operation phase, stable operation phase, and later aging phase according to the engineering construction and operation patterns. By analyzing engineering construction planning documents and historical monitoring data, the core characteristics of each phase, such as load application patterns and environmental influencing factors, are identified, providing a targeted basis for phased prediction. Specifically, the compression modulus obtained through inversion is used... internal friction angle Frictional resistance per unit area of ​​pile side The parameters are substituted into the settlement prediction model that integrates soil consolidation theory and pile-soil interaction mechanism; Settlement during construction in the model Calculation, where For the cumulative settlement during the construction period, For the first stage of construction Level applied load, To determine the depth of the pile body under corresponding load, The soil compression modulus within this depth of influence. The cross-sectional area of ​​the pile body The quantity of loads classified during the construction phase; Settlement during operation is considered in light of the coupled effects of long-term loads and environmental changes, through... Prediction, among which For the cumulative settlement at a certain point in the operation period, This represents the settlement value at the end of the construction period. The long-term settlement coefficient was determined by fitting long-term settlement data from similar projects. For operating hours, The settlement during the later aging stage is calculated by combining the secondary consolidation characteristics of the soil with the performance degradation law of the pile foundation materials, and a formula for calculating secondary consolidation settlement is introduced. ,in This is due to the cumulative settlement during the later aging stage. Settlement value during the stable operation period, This is the secondary consolidation coefficient of the soil. The initial void ratio of the soil. This represents the effective overburden pressure of the soil at the pile tip. The total lifespan, This marks the start of the stable operation period. During the prediction process, the model input is dynamically adjusted based on the changing trends of the external environment, including long-term fluctuations in groundwater levels and disturbances from surrounding construction projects. Load and environmental parameters are updated through real-time monitoring data. By integrating the settlement calculation results from each stage, a settlement time-history curve of the pile foundation throughout its entire life cycle is plotted, clarifying the settlement rate variation pattern and the cumulative settlement peak. The criterion for determining a stable state is that the settlement rate is less than a preset stability threshold for a continuous preset duration. , in , These are the settlement values ​​at adjacent monitoring times. For the monitoring time interval, The final output curves show the settlement development pattern, cumulative settlement at each stage, and the start time of the stable state throughout the entire life cycle of the pile foundation, with the threshold for the settlement stabilization rate.

[0032] (4) Multi-level settlement early warning mechanism The key to pile foundation settlement control lies in timely detection of anomalies and rapid response. Traditional early warning methods often suffer from delayed warnings or improper handling due to single thresholds and non-standardized response procedures, making it difficult to effectively avoid settlement risks. Therefore, it is necessary to build a dynamic early warning mechanism that is adapted to the entire life cycle, and achieve early detection and early handling of settlement risks through precise threshold setting, real-time data comparison, and tiered response.

[0033] The core of the early warning mechanism begins with the construction of multi-level early warning thresholds. Threshold setting is not based on a single standard, but rather on a comprehensive consideration of the mandatory requirements for pile foundation settlement in engineering safety codes, the bearing limits of environmental factors such as surrounding buildings and underground pipelines, and the life-cycle settlement peak value and rate variation patterns derived from settlement prediction. This establishes a multi-dimensional threshold system covering cumulative settlement and settlement rate. Simultaneously, it clarifies the quantitative standards for each level of threshold, such as the cumulative settlement range and the upper limit of settlement rate per unit time corresponding to mild, moderate, and severe early warnings, ensuring that early warning judgments have a clear basis.

[0034] To ensure the timeliness and accuracy of early warnings, a dynamic comparison mechanism between measured monitoring data and settlement prediction results is established. Measured data on pile foundation settlement and soil mechanical response are collected in real time and compared with the predicted settlement values ​​for the same period. This not only focuses on deviations from single data points but also uses multi-dimensional deviation analysis to comprehensively determine whether the actual settlement development deviates from the predicted trend. This verifies whether the early warning trigger conditions have been met, avoiding misjudgments or omissions caused by fluctuations in a single data point.

[0035] For different warning levels, clear tiered response rules should be established. The information transmission path for each level of warning should be clearly defined. For example, a minor warning should be transmitted to the on-site construction management team, while a severe warning should be reported directly to the project decision-making level and the supervision unit. At the same time, the responsibilities and time limits of each responding entity should be determined, forming a standardized process from the issuance of the warning to the receipt and response of the responsible entity, ensuring that the warning information can be quickly translated into action.

[0036] To enhance the targeted nature of responses, preliminary response suggestions are provided for each level of early warning system, taking into account settlement trends, current construction conditions, and practical experience in addressing similar settlement issues in similar projects. For example, a mild warning might suggest increasing monitoring frequency, a moderate warning could provide directions for adjusting construction parameters, and a severe warning could clarify preliminary technical approaches for temporary reinforcement and strengthening, providing technical support for rapid on-site response.

[0037] Considering that factors such as construction phase transitions and changes in the external environment during project progress can alter settlement patterns, the early warning system needs to possess dynamic optimization capabilities. Based on project progress updates, continuous accumulation of measured data, and environmental changes such as groundwater level fluctuations and disturbances from surrounding construction, the early warning thresholds and judgment criteria should be calibrated regularly to ensure the early warning mechanism remains adapted to the actual project conditions and guarantees the effectiveness of early warnings throughout the entire project lifecycle.

[0038] (5) Dynamic adjustment of construction support parameters During the construction and operation of pile foundations, the risk of abnormal settlement needs to be managed in a timely manner through dynamic parameter adjustments. Traditional fixed parameter modes are difficult to adapt to dynamic changes in settlement and are prone to control failure. Therefore, it is necessary to construct a dynamic parameter adjustment system based on early warning information and actual working conditions, combined with the synergistic characteristics of pile foundation and soil, to achieve effective settlement control through precise optimization.

[0039] The parameter adjustment is based on the early warning level, the settlement trend prediction results and the actual working conditions of the project. Combined with the characteristics of the pile foundation-soil synergy and the feedback of monitoring data, a dynamic parameter adjustment system is constructed through quantitative mathematical relationships to achieve precise adaptation and optimization of construction and support parameters. The adjustment of construction parameters focuses on the application of loads and the construction sequence, and the adjustment of load levels and magnitudes meets the requirements. ,in For the adjusted number Level load capacity To adjust the load level, To measure the settlement rate, To predict the allowable settlement rate; Loading rate adjustment follows , To adjust the loading rate, To adjust the loading rate before loading, This represents the cumulative allowable settlement value. This represents the current measured cumulative settlement. Adjustments to construction sequence timing to meet requirements , To adjust the connection time of subsequent processes, To adjust the connection time before, This refers to the measured settlement increment from the previous process. To predict the increase in settlement; The adjustment of support system parameters focuses on optimizing support stiffness and layout, and adjusting the cross-sectional dimensions of the support structure to meet the requirements. ,in To adjust the width of the support section, To adjust the width of the front section, For the measured stress of the support structure, The allowable stress of the support structure; The adjustment of support spacing should follow , To adjust the spacing of the rear supports, To adjust the front spacing, To allow for incremental horizontal displacement of the pile, This represents the measured increment of the horizontal displacement of the column. The adjustment of the prestress value of the support meets the requirements. , To adjust the prestress value, To adjust the prestress value, To predict subsequent settlement increments, This is to measure the recent settlement increase.

[0040] During parameter adjustment, a closed-loop mechanism of "adjustment-monitoring-verification" is constructed, and after each round of adjustment, it is verified. Verify the adjustment effect, among which To adjust the measured settlement rate, For the target settlement rate, The preset verification error is used; if the verification fails, the measured parameters in the above mathematical relationship are updated in combination with the newly added monitoring data, and the construction and support parameters are iterated and optimized again until the pile foundation settlement rate tends to stabilize and meets the requirements of project safety and surrounding environmental protection.

[0041] The control method described in this embodiment has broad application prospects in various pile foundation projects, including buildings, bridges, and rail transit. For pile foundation construction in densely built-up urban core areas, its multi-dimensional monitoring system can accurately capture settlement and related data under complex environments, and the dynamic control mechanism can effectively avoid the impact of pile foundation settlement on surrounding buildings and underground pipelines, adapting to the stringent safety requirements of urban renewal and high-density development scenarios. In the pile foundation construction of transportation projects such as bridges and elevated roads, the ability to predict and dynamically adjust settlement throughout the entire life cycle can ensure the long-term stability of the pile foundation, reduce the risk of structural damage caused by settlement during the operation phase, and extend the service life of the project.

[0042] In complex geological conditions such as mountainous areas and soft soil regions, this method demonstrates a significant advantage in obtaining precise parameters through inversion from measured data. It overcomes the limitations of traditional methods that rely on empirical parameters, enhancing the scientific rigor and reliability of settlement control and providing crucial technical support for pile foundation engineering in complex geological environments. Furthermore, its closed-loop logic of "monitoring-inversion-prediction-control" can be integrated with smart construction site management systems to achieve digital and intelligent settlement control, aligning with the technological development trends of modern engineering construction and possessing significant practical engineering value and potential for technology promotion.

[0043] Example 2 Please refer to Figure 3 This embodiment 2 provides a pile foundation settlement control system based on measured data inversion, including: The multi-dimensional monitoring unit is used to construct a multi-dimensional monitoring system covering pile settlement, soil mechanical response, groundwater dynamics and external loads, based on the geological and hydrological characteristics of the area where the pile foundation project is located, the type of engineering structure and the sensitivity of the surrounding environment. The model construction and parameter inversion unit is used to construct a mechanical model of the pile-soil interaction. It uses the standardized measured data of pile settlement as the core constraint, and combines engineering geological boundary conditions and construction conditions. It adopts a combination of numerical calculation and optimization algorithm to invert and obtain the physical and mechanical parameters of the pile bearing layer and the pile-soil interaction parameters. The full life cycle settlement prediction unit is used to substitute the inverted and optimized parameters into the settlement prediction model, and combine the engineering construction plan and the external environment change trend to predict the settlement development law, cumulative settlement and stability state of the pile foundation throughout its entire life cycle. The multi-level settlement early warning mechanism unit is used to preset multi-level settlement control thresholds and early warning triggering conditions, compare the prediction results with the measured monitoring data in real time, and activate the corresponding level of early warning mechanism when the early warning conditions are met, and promptly push early warning information and preliminary handling suggestions. The dynamic adjustment unit for construction support parameters is used to dynamically adjust construction parameters, support system parameters, or take reinforcement measures based on the early warning level, settlement trend prediction results, and actual working conditions of the project.

[0044] Example 3 This embodiment 3 also provides a computer-readable storage medium storing a computer program. When the computer program is executed by a processor, it can implement any step of a pile foundation settlement control method based on measured data inversion.

[0045] The computer-readable storage medium may include various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0046] For a description of the computer-readable storage medium provided in this application, please refer to the above method embodiments; further details will not be repeated here.

[0047] Those skilled in the art will readily understand that the above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for controlling pile foundation settlement based on measured data inversion, characterized in that, include: S1. Based on the geological and hydrological characteristics of the area where the pile foundation project is located, the type of engineering structure, and the sensitivity of the surrounding environment, construct a multi-dimensional monitoring system covering pile foundation settlement, soil mechanical response, groundwater dynamics, and external loads. S2. Construct a mechanical model of the pile-soil interaction, using the standardized measured data of pile settlement as the core constraint, and combining engineering geological boundary conditions and construction conditions. Use a combination of numerical calculation and optimization algorithm to invert and obtain the physical and mechanical parameters of the pile bearing layer and the pile-soil interaction parameters. S3. Substitute the optimized parameters into the settlement prediction model, and combine them with the engineering construction plan and the trend of external environmental changes to predict the settlement development law, cumulative settlement and stability of the pile foundation throughout its entire life cycle. S4. Preset multi-level settlement control thresholds and early warning trigger conditions, compare the prediction results with the measured monitoring data in real time, and activate the corresponding level of early warning mechanism when the early warning conditions are met, and promptly push early warning information and preliminary handling suggestions; S5. Based on the early warning level, settlement trend prediction results and actual engineering conditions, dynamically adjust construction parameters, support system parameters or take reinforcement measures.

2. The pile foundation settlement control method based on measured data inversion according to claim 1, characterized in that, The specific construction process of the multi-dimensional monitoring system in S1 is as follows: Conduct basic surveys of the engineering area to clarify the geological and hydrological endowments, engineering structural parameters and the sensitive attributes of the surrounding environment, and delineate monitoring priorities and accuracy control requirements; Based on the survey results, core monitoring dimensions covering pile foundation settlement, soil mechanical response, groundwater dynamics and external loads were established, and the types of monitoring indicators corresponding to each dimension were determined. Select monitoring equipment that meets the accuracy control requirements, and plan the layout range and density of monitoring points / monitoring holes according to monitoring priority and distribution of sensitive areas to form a layout plan that is suitable for the actual project. Based on the construction phase division, settlement development rate and environmental changes, dynamically determine the monitoring frequency and clarify the operational specifications and recording standards for data collection; Establish a data transmission link and preprocessing mechanism to achieve efficient transmission and standardized processing of monitoring data, forming a continuous and reliable measured dataset, and providing basic data support for subsequent parameter inversion.

3. The pile foundation settlement control method based on measured data inversion according to claim 1, characterized in that, The specific mechanical model of the pile foundation-soil synergistic interaction in S2 is as follows: Based on the stress transfer law and deformation coordination relationship between the pile foundation and the surrounding soil, a three-dimensional computational domain is established with the pile foundation axis as the center. The boundary of the computational domain is defined according to the soil layer distribution range and groundwater influence depth determined by the engineering geological survey. The model realizes the coordinated simulation of the mechanical behavior of the pile foundation and the soil through multi-physics field coupling equations. In the model, the pile foundation is simulated using rod elements, and its mechanical properties are characterized by the moment of inertia and elastic modulus of the pile section. The formula for calculating the moment of inertia of the pile section is: ,in Pile diameter; elastic modulus Based on concrete material test data, the axial force of the pile body With vertical displacement Satisfy the equilibrium equation , These are the depth coordinates measured from the top of the pile; The soil was simulated using continuous medium elements, and its constitutive relation was derived through a nonlinear stress-strain function. Characterization, in which For soil normal stress, For soil strain, The void ratio of the soil is determined based on the engineering geological survey report. The dry density of the soil was determined through on-site sampling tests; this was also combined with the principle of effective stress. Describe the impact of groundwater seepage on the mechanical properties of soil, among which For the effective stress of the soil, Pore ​​water pressure is obtained through dynamic groundwater monitoring data. The pile-soil contact interface is simulated using contact surface elements, and the pile side friction is... Relative displacement between pile and soil Relationship through Characterization; among which Let the pile side friction function be... For soil cohesion, The internal friction angle of the soil is given; the formula for calculating the pile tip bearing capacity is... ,in The cross-sectional area of ​​the pile tip. This represents the effective stress of the soil at the pile tip. The angle of friction with the soil Relevant bearing capacity coefficients; The inversion process uses measured pile settlement data as the core constraint, and iteratively solves to obtain the pile top settlement value output by the model. Compared with the measured settlement value satisfy ,in To pre-determine the allowable error, soil mechanical response monitoring data and groundwater dynamic monitoring data were incorporated into the iteration process. By coupling analysis of the influence of soil deformation and groundwater seepage on pile-soil interaction, the compression modulus of the pile bearing layer was finally obtained through inversion. , soil internal friction angle Cohesion Physical and mechanical parameters, including the skin friction per unit area of ​​the pile. Column end bearing capacity The pile-soil interaction parameters included.

4. The pile foundation settlement control method based on measured data inversion according to claim 1, characterized in that, The core constraints in S2 are as follows: Vertical displacement of pile top obtained from model calculation and the depth of each pile body Vertical displacement , and the measured settlement value at the corresponding location , satisfy: ， in To preset the allowable displacement error, ensure that the inversion parameters are consistent with the actual deformation state of the pile foundation; Engineering geological boundary constraints passed Determine the initial effective stress field within the computational domain, where Spatial coordinates At the initial effective stress, For depth The soil weight is heavy. For the corresponding pore water pressure, the groundwater seepage boundary satisfies , For the boundary normal vector, For time The boundary seepage flow rate is dynamically updated based on groundwater dynamic monitoring data. Construction condition constraints passed Clearly define the load application rules. For time in the model Apply load at the location, The measured load obtained from load monitoring, and simultaneously through Simulate construction disturbance. For time Construction disturbance strain. The reference disturbance strain for the soil at the corresponding location. The disturbance time series function corresponding to the construction procedure is used to calibrate the disturbance influence amplitude through soil mechanical response monitoring data; Each constraint condition is coupled through equations To achieve synergy and form a closed-loop constraint logic, the parameters obtained from the inversion can accurately match the actual mechanical response of the column-soil synergy.

5. The pile foundation settlement control method based on measured data inversion according to claim 1, characterized in that, The process of inverting and obtaining the physical and mechanical parameters of the pile foundation bearing layer and the pile-soil interaction parameters in S2 is as follows: First, initialize the initial value range of the physical and mechanical parameters of the pile bearing layer and the pile-soil interaction parameters. The physical and mechanical parameters of the pile bearing layer include the compression modulus. internal friction angle Cohesion The pile-soil interaction parameters include the skin friction per unit area of ​​the pile side. Pile end bearing capacity The initial scope is determined based on the engineering geological survey report and experience data from similar projects; Substituting the initial parameters into the pile-soil synergistic mechanical model, the vertical displacements at various depths of the pile top and pile body were calculated. and soil effective stress Pile side friction Calculated value; Construct the objective function: ， in, These are measured data of pile foundation settlement. This represents the measured data of effective soil stress. The number of settlement monitoring points. This refers to the number of stress monitoring points; A numerical optimization algorithm is used to minimize the objective function, and the parameter values ​​are iteratively adjusted. After each iteration, the adjusted parameters are substituted back into the model to calculate a new objective function value, until the objective function value is less than a preset threshold. Furthermore, the deviations between the pile top settlement value and soil mechanical response data output by the model and the corresponding measured data all meet the constraint requirements.

6. The pile foundation settlement control method based on measured data inversion according to claim 1, characterized in that, The prediction process for the settlement development pattern, cumulative settlement, and stable state of the pile foundation in S3 throughout its entire life cycle is as follows: First, the stages of the entire life cycle of the pile foundation are clearly defined, covering the construction period, the initial operation period, the stable operation period, and the later aging stage. The load characteristics and environmental impact factors of each stage are determined through statistical analysis of engineering construction planning documents and historical monitoring data. The compression modulus obtained from the inversion internal friction angle Frictional resistance per unit area of ​​pile side Parameters such as these are substituted into a settlement prediction model that integrates soil consolidation theory and pile-soil interaction mechanism. In the model, settlement during the construction period is determined by... Calculation, where For the cumulative settlement during the construction period, For the first stage of construction Level applied load, To determine the depth of the pile body under corresponding load, The soil compression modulus within this depth of influence. The cross-sectional area of ​​the pile body The quantity of loads classified during the construction phase; Settlement during operation is considered in light of the coupled effects of long-term loads and environmental changes, through... Prediction, among which For the cumulative settlement at a certain point in the operation period, This represents the settlement value at the end of the construction period. The long-term settlement coefficient was determined by fitting long-term settlement data from similar projects. For operating hours, The settlement during the later aging stage is calculated by combining the secondary consolidation characteristics of the soil with the performance degradation law of the pile foundation materials, and a formula for calculating secondary consolidation settlement is introduced. ,in This is due to the cumulative settlement during the later aging stage. Settlement value during the stable operation period, This is the secondary consolidation coefficient of the soil. The initial void ratio of the soil. This represents the effective overburden pressure of the soil at the pile tip. The total lifespan, This marks the start of the stable operation period. During the prediction process, the model input is dynamically corrected based on the changing trends of the external environment, and load and environmental parameters are updated through real-time monitoring data. By integrating the settlement calculation results at each stage, a settlement time history curve of the pile foundation throughout its entire life cycle is plotted to clarify the change law of settlement rate and the cumulative settlement peak. The criterion for determining the stable state is that the settlement rate is less than a preset stability threshold for a continuous preset time period, i.e.: ， in , These are the settlement values ​​at adjacent monitoring times. For the monitoring time interval, The settlement stabilization rate threshold is used to output the settlement development curve, cumulative settlement at each stage, and the start time of the stabilization state throughout the entire life cycle of the pile foundation.

7. The pile foundation settlement control method based on measured data inversion according to claim 1, characterized in that, The early warning mechanism in S4 includes: Multi-level early warning threshold construction: Based on engineering safety standards, surrounding environmental carrying capacity requirements and settlement prediction results, a multi-dimensional early warning threshold system covering cumulative settlement and settlement rate is established, and the quantitative judgment criteria for each level of threshold are clarified; Dynamic data comparison mechanism: Establish a real-time comparison logic between measured monitoring data and settlement prediction results, and verify the early warning triggering conditions through multi-dimensional deviation analysis to ensure the comprehensiveness and timeliness of early warning judgment; Tiered response rules: For different warning levels, the information transmission path, response subject and handling time limit are clearly defined to form a standardized warning response process; Targeted response recommendations: Based on the settlement development trend, engineering conditions and experience from similar projects, appropriate preliminary response directions and technical recommendations are provided for each level of early warning. Dynamic optimization of the early warning system: Based on the progress of the project, the accumulation of measured data and changes in the external environment, the early warning thresholds and judgment criteria are calibrated regularly to achieve dynamic adaptation of the early warning mechanism to the entire life cycle of the project.

8. The pile foundation settlement control method based on measured data inversion according to claim 1, characterized in that, The dynamic adjustment of construction parameters and support system parameters in S5 is based on measured data and predictive indicators. It is dynamically optimized through quantitative formulas for load magnitude, loading rate, process connection time, support section size, layout spacing, and prestress value, and iteratively adjusted through a closed-loop verification mechanism until the pile foundation settlement is stable and meets safety and environmental protection requirements.

9. A pile foundation settlement control system based on measured data inversion, characterized in that, include: The multi-dimensional monitoring unit is used to construct a multi-dimensional monitoring system covering pile settlement, soil mechanical response, groundwater dynamics and external loads, based on the geological and hydrological characteristics of the area where the pile foundation project is located, the type of engineering structure and the sensitivity of the surrounding environment. The model construction and parameter inversion unit is used to construct a mechanical model of the pile-soil interaction. It uses the standardized measured data of pile settlement as the core constraint, and combines engineering geological boundary conditions and construction conditions. It adopts a combination of numerical calculation and optimization algorithm to invert and obtain the physical and mechanical parameters of the pile bearing layer and the pile-soil interaction parameters. The full life cycle settlement prediction unit is used to substitute the inverted and optimized parameters into the settlement prediction model, and combine the engineering construction plan and the external environment change trend to predict the settlement development law, cumulative settlement and stability state of the pile foundation throughout its entire life cycle. The multi-level settlement early warning mechanism unit is used to preset multi-level settlement control thresholds and early warning triggering conditions, compare the prediction results with the measured monitoring data in real time, and activate the corresponding level of early warning mechanism when the early warning conditions are met, and promptly push early warning information and preliminary handling suggestions. The dynamic adjustment unit for construction support parameters is used to dynamically adjust construction parameters, support system parameters, or take reinforcement measures based on the early warning level, settlement trend prediction results, and actual working conditions of the project.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that, The computer program is executed by a processor as described in any one of claims 1-8: a method for controlling pile foundation settlement based on inversion of measured data.

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