Shield tunneling dynamic control method based on propulsion-sinking-grouting closed-loop linkage

Abstract

The present application belongs to the technical field of civil engineering, and discloses a shield tunneling dynamic control method based on propulsion-settlement-grouting closed-loop linkage, comprising the following steps: S1, settlement monitoring point and acquisition device layout and data acquisition; S2, settlement data analysis and multi-level early warning identification; S3, hierarchical response adjustment of synchronous grouting parameters; S4, propulsion parameter coupling optimization control; S5, grouting effect evaluation and parameter correction; S6, secondary grouting and emergency plugging mechanism. The shield tunneling dynamic control method, for the first time, integrates the three elements of propulsion-settlement-grouting into a unified dynamic closed-loop control framework, combines multi-source monitoring data, early warning mechanism and parameter collaborative optimization strategy, realizes intelligent coupling control of settlement prediction-response adjustment-feedback evaluation in the shield tunneling process, and effectively improves the pertinence, real-time performance and construction safety of grouting regulation.

Description

Technical Field

[0001] This invention relates to the field of shield tunneling control technology, specifically to a dynamic control method for shield tunneling based on a closed-loop linkage of propulsion, settlement, and grouting. Background Technology

[0002] Shield tunneling, as the mainstream technology for deep underground space development, is widely used in urban subways, highway tunnels, municipal drainage systems, and underground utility tunnels, offering advantages such as rapid construction, minimal construction disturbance, and high safety. Its importance is increasingly evident, especially in projects with complex geology or in densely populated urban areas. However, with increasing tunnel depth, more varied geological structures, and stronger environmental constraints, ground settlement control caused by shield tunneling has become one of the core challenges affecting construction safety and project quality.

[0003] Ground settlement is caused by a combination of factors, including tunneling disturbance, synchronous grouting density, geological structure, water content, and fluctuations in construction posture, exhibiting highly nonlinear and spatially heterogeneous characteristics. Failure to control settlement can lead to serious engineering accidents such as tunnel structural deformation, lining misalignment, surface building cracking, and even collapse. Especially under special geological conditions such as the presence of weak interlayers, fault zones, water-rich sand layers, or solution cavities, ground stability is extremely sensitive, placing higher demands on the responsiveness of grouting support and the coordination of propulsion control during shield tunneling.

[0004] In current engineering practice, tunnel boring machines (TBMs) often use synchronous grouting to fill and support the voids behind the tunnel. However, grouting parameters (pressure, injection volume, duration, etc.) are mostly preset based on experience, lacking a closed-loop feedback mechanism with real-time surface settlement data. Once settlement anomalies occur, the control response is delayed, which can easily lead to insufficient support strength or over-grouting, thereby increasing construction risks, wasting grout resources, and even causing a disconnect between the propulsion strategy and grouting measures.

[0005] Therefore, there is an urgent need to build an intelligent control system that integrates real-time settlement monitoring, automatic adjustment of grouting parameters, and coupled control of shield tunneling attitude. This system can not only dynamically correct grouting schemes and propulsion strategies according to risk levels, but also has emergency response and secondary grouting capabilities. It can achieve settlement risk early warning, precise support control, and closed-loop data feedback throughout the entire shield tunneling process, thereby comprehensively improving the safety, adaptability, and construction efficiency of tunnel excavation. Summary of the Invention

[0006] The purpose of this invention is to provide a dynamic control method for shield tunneling based on a closed-loop linkage of propulsion, settlement, and grouting, in order to solve the problems of disconnection between grouting parameters and settlement feedback and lag in adjustment in existing construction processes, as mentioned in the background art.

[0007] To achieve the above objectives, this invention provides a dynamic control method for tunnel boring machines (TBMs) based on a closed-loop linkage of propulsion, settlement, and grouting. The method is executed by a dynamic control system for TBMs and includes the following steps:

[0008] S1. Deployment of settlement monitoring points and acquisition devices and data acquisition: Based on the surface settlement of the shield tunneling section, settlement monitoring points and acquisition devices are deployed in key monitoring areas to obtain surface settlement data of each monitoring point in real time and form a settlement monitoring database.

[0009] S2. Settlement Data Analysis and Multi-Level Early Warning Identification: Surface settlement data from each monitoring point is retrieved in real time from the settlement monitoring database. A comprehensive risk index model integrating settlement amount, settlement rate, and settlement acceleration is constructed, and the status of each monitoring point is determined based on the risk index. For monitoring points that have been determined to enter the early warning state, the surface settlement data is trend-predicted, and the difference between the predicted value and the real-time settlement monitoring data is calculated based on the prediction results. The early warning level of the monitoring point is then determined based on the difference value. Key control areas are selected based on the spatial projection distribution of moderate and severe early warning points.

[0010] S3. Graded response adjustment of synchronous grouting parameters: Take the key control area as the response control target, formulate corresponding grouting adjustment strategies according to the risk level of the key control area, and carry out grouting operations according to the grouting adjustment strategies.

[0011] S4. Coupled Optimization Control of Advancement Parameters: Based on real-time advancement data of the construction segment, a coupled control model for advancement control and grouting control is constructed. The coupled control model is used to comprehensively evaluate the settlement index and the execution results of the grouting strategy, and to issue a linkage correction command for advancement parameters based on the evaluation results. All coupled control parameters are automatically recorded and uploaded to the data management module of the shield tunneling dynamic control system for linkage with subsequent grouting effect evaluation, so as to achieve full-process data closed loop and strategy iterative correction.

[0012] S5. Grouting Effect Evaluation and Parameter Correction: After the advancement and grouting operations of a construction segment are completed, the shield tunneling dynamic control system automatically retrieves the corresponding construction parameters for that segment and constructs a grouting effect evaluation dataset. Based on the grouting effect evaluation dataset and the surface settlement data within the corresponding time period, a three-dimensional data association model of grouting-advancement-settlement is constructed, and the control effect is evaluated based on the key indicators in this association model. Then, the shield tunneling dynamic control system dynamically adjusts the construction parameters of subsequent segments according to the evaluation results.

[0013] S6. Secondary grouting and emergency sealing mechanism: When the secondary grouting triggering conditions are detected, the shield tunneling dynamic control system automatically triggers the emergency response process and starts the secondary grouting and sealing reinforcement operation.

[0014] Furthermore, the specific steps of step S1 are as follows:

[0015] S1.1. Based on the surface settlement sensitivity and surrounding environmental risks of the shield tunneling section, key monitoring areas are selected. Within the key monitoring areas, surface monitoring sections are laid out longitudinally according to the tunnel axis spacing, and multiple monitoring points are laid out in layers laterally, taking into account the characteristics of strata changes and the shield diameter. The monitoring points include one or more of the following: surface settlement points, settlement points around shallow tunnel segments, and settlement monitoring points inside deep settlement pipes.

[0016] S1.2 Set up a suitable type of monitoring sensor at each monitoring point, and use a data acquisition instrument and data gateway to ensure that the monitoring data can be automatically uploaded to the data management module of the shield tunneling dynamic control system;

[0017] S1.3. Set different acquisition frequencies for each monitoring sensor at different stages, wherein: in the initial stage, surface settlement data is acquired once every 10 to 30 minutes; in the stable advancement stage, surface settlement data is acquired once every 50 to 60 minutes; when tunneling through sensitive areas, the acquisition frequency is increased to once every 3 to 6 minutes; and before acquiring surface settlement data, the acquisition time of all monitoring sensors is uniformly calibrated using a time synchronization protocol to ensure data timing consistency.

[0018] S1.4. The surface settlement data collected from all monitoring points are connected to the data management module of the shield tunneling dynamic control system. After preprocessing the data, a standardized and structured settlement monitoring database is obtained, which serves as the input basis for subsequent early warning judgment and parameter linkage control.

[0019] Furthermore, the specific steps of step S2 are as follows:

[0020] S2.1. Retrieve surface settlement data of each monitoring point from the settlement monitoring database in real time, including settlement amount, settlement rate and trend change data, and upload it to the data management module of the shield tunneling dynamic control system; wherein, the trend change data is a set of trend features calculated based on settlement time series data, including at least settlement rate change features and settlement acceleration features, and settlement acceleration is one of the trend change data;

[0021] S2.2. Based on the retrieved surface subsidence data, construct a comprehensive risk index model integrating subsidence amount, subsidence rate, and subsidence acceleration:

[0022]

[0023] in, Indicates the first Each monitoring point at time The risk index; Indicates the first Each monitoring point at time Measured settlement; and They represent the first Each monitoring point at time The settling rate and settling acceleration, and It can be obtained from the difference and second-order difference of the sedimentation sequence at adjacent sampling times; , , These represent the set reference values ​​for the measured settlement amount, settlement rate, and settlement acceleration, respectively. , and Represents the empirical weighting coefficient; when When the time is right, the monitoring point is determined to be in an early warning state. This serves as the early warning threshold.

[0024] S2.3. Introduce a long short-term memory neural network model to predict the trend of surface subsidence data at monitoring points that have entered a warning state, in order to identify sudden abnormal changes; wherein:

[0025] (1) The input to the model is the historical data sequence of the monitoring points:

[0026]

[0027] In the above formula, Indicates the model at time... The input feature sequence, corresponding to the first... One monitoring point; This is a set symbol representing an input vector (feature sequence) formed by concatenating elements in chronological order. Indicates the use of the past Historical data at each time step is used as input. This marks the starting point of the historical sequence. Indicates the pressure of the shield tunnel support; For a moment The tunneling speed of the shield machine;

[0028] (2) The model output is the predicted settlement value at the next time step. ;

[0029] (3) Calculate the difference between the predicted settlement value and the measured settlement, and determine whether the monitoring point will show abnormalities in the future based on the difference value:

[0030]

[0031] In the above formula, Indicates the difference in settlement; This represents the actual settlement measured at the next moment.

[0032] S2.4. First, for monitoring points that have entered the warning state, determine their warning level based on the magnitude of their settlement difference values; the warning level determination criteria are as follows:

[0033] Mild warning:

[0034] Moderate alert:

[0035] Severe Warning: ;

[0036] in, and This is an adjustable threshold parameter;

[0037] Then, all monitoring points with warning levels of moderate and severe are projected onto a predetermined grid in front of the tunnel boring machine. Let the first... The number of high-risk points within each grid cell is When satisfied If the grid cell is identified as a high-risk cluster, then consecutive high-risk cluster segments are marked as key control areas; among which This is the clustering threshold parameter.

[0038] Further, the specific steps of step S3 are as follows: The key control area identified in step S2 is used as the response control target, and the warning level corresponding to the key control area is determined based on the warning level distribution of monitoring points within the key control area; corresponding grouting adjustment strategies are formulated for each warning level corresponding to the key control area; the grouting parameters in the grouting adjustment strategy include one or more of grouting volume, grout ratio, grouting pressure, and grouting rate; wherein, when the warning level corresponding to the key control area is a moderate warning, the grouting parameters of the corresponding ring segment are increased to enhance the support effect; when the warning level corresponding to the key control area is a severe warning, enhanced grouting measures are implemented, including extending the grouting duration, increasing the grouting pressure, and increasing the grout viscosity to improve the filling density; the grouting adjustment strategy is executed by the shield tunneling dynamic control system according to the real-time propulsion conditions and is coordinated with the shield attitude control and propulsion speed to achieve synchronous adjustment.

[0039] Furthermore, the specific steps of step S4 are as follows:

[0040] S4.1 Based on the adjustment of the grouting parameters, extract the real-time propulsion condition data of the corresponding ring segment, including but not limited to propulsion speed, shield attitude, cutterhead torque and main drive thrust, and construct a coupled control model of propulsion and grouting control;

[0041] S4.2. Associate the early warning level corresponding to the key control area determined in step S2 with the grouting adjustment strategy in step S3 to generate a propulsion control quantity correction command. This command is used to limit or guide the propulsion speed and attitude adjustment range of the current ring segment to reduce the risk of grouting support failure due to excessive propulsion speed or attitude fluctuation. Specifically, when the early warning level corresponding to the key control area is a severe early warning or there are consecutive severe early warning sections, the shield tunneling dynamic control system executes low-speed stable tunneling control according to the correction command, including reducing the propulsion speed, narrowing the attitude deviation range, and maintaining the grouting pressure within the set range to reduce the disturbance of the strata at the shield front during support formation. When the monitoring indicators continuously meet the abnormality criteria, the shield tunneling dynamic control system performs risk retreat handling, including pausing propulsion or switching to low-speed fine adjustment, and resuming normal tunneling after the monitoring indicators recover to the safety criteria.

[0042] S4.3 Record the control parameters and execution results of the coupled control model and upload them to the data management module of the shield tunneling dynamic control system for linkage with the grouting effect evaluation in step S5, so as to realize the data closed loop and strategy iterative correction of the whole process.

[0043] Furthermore, the specific steps of step S5 are as follows:

[0044] S5.1 After the current segment's advancement and grouting operations are completed, the shield tunneling dynamic control system obtains the advancement parameters of the segment through the advancement control interface, obtains the grouting parameters of the segment through the grouting control interface, and retrieves the settlement monitoring data for the corresponding time period from the settlement monitoring database; the advancement parameters, grouting parameters, and settlement monitoring data are aligned according to the segment number and time axis to construct a dataset for subsequent grouting effect evaluation;

[0045] S5.2 The shield tunneling dynamic control system synchronously matches the propulsion and grouting parameters centrally recorded in the dataset with the settlement monitoring data for the corresponding time period, and constructs a three-dimensional data association model of grouting-propulsion-settlement according to the time axis. The control effect is evaluated based on the evaluation index. When the settlement or pressure control index deviates from the target range, the possible causes are analyzed in combination with the monitoring curve, construction log and geological records, and it is determined whether the deviation is an occasional problem or a trend problem. When a systematic deviation is confirmed, the shield tunneling dynamic control system generates a correction scheme for the construction parameters of the subsequent ring segment, and sends it to the corresponding equipment or operation link for execution through the propulsion control interface and grouting control interface. At the same time, the corrected parameters are used as the basis for calling the optimal strategy under similar strata conditions.

[0046] S5.3 Record and archive the settlement monitoring data, treatment measures, control effect evaluation results and parameter correction suggestions of this stage to the data management module of the shield tunneling dynamic control system to generate a standardized evaluation report; at the same time, feed back the optimization suggestions to the on-site operation and monitoring team to achieve closed-loop operation of early warning identification, response adjustment, effect evaluation and parameter correction.

[0047] Furthermore, the evaluation indicators in step S5.2 include the settlement recovery rate. Settling rate change rate and peak sedimentation inhibition rate , , , For dimensionless indices, their expressions are as follows:

[0048]

[0049]

[0050]

[0051] in, This indicates the maximum settlement within the preset observation time window before grouting; This indicates the settlement amount within the stable phase after grouting, which meets the preset stability criteria. This represents the average settlement rate within the preset observation time window before grouting; This represents the average settlement rate within the preset observation time window after grouting; This represents the historical maximum settlement peak value obtained according to the preset similar working condition screening rules; This indicates the measured maximum settlement peak value of this ring segment; the preset observation time window and preset stability criterion are configurable parameters.

[0052] Furthermore, the compatibility criterion is: when , , When the grouting strategy and the early warning level are matched, the construction control effect is good; when , , If any of the indicators is below the corresponding lower threshold, At that time, it was suggested that adjustments be made to the grouting strategy and risk control measures; among them, , , This is a configurable threshold parameter.

[0053] Furthermore, in step S6, when any combination of the following conditions is met, the shield tunneling dynamic control system determines to enter an emergency response state based on monitoring data and evaluation indicators, and generates an emergency response command to initiate secondary grouting and sealing reinforcement operations:

[0054] (1) Judgment of control effect indicators: Any two of the three indicators, namely, settlement recovery rate, settlement rate change rate, and settlement peak inhibition rate, are lower than the corresponding threshold;

[0055] (2) Deteriorating settlement trend: The settlement rate shows an increasing trend within a continuous preset period, and the warning level of the monitoring point reaches or remains at a severe warning level.

[0056] (3) Insufficient effect of grouting in one time: within the preset observation time window, the control effect index does not reach the threshold or the warning level does not drop to the non-warning state.

[0057] Furthermore, after the conditions for triggering secondary grouting are met, a standardized emergency response procedure is executed:

[0058] The shield tunneling dynamic control system outputs emergency response commands and suggested grouting parameter ranges. The on-site technical supervisor, considering the shield's attitude, geological data, and abnormal settlement distribution, determines a secondary grouting plan, specifying grouting hole locations and densities, grout type, and control parameters. This plan is then recorded in the data management module of the shield tunneling dynamic control system. Subsequently, grouting holes are densely deployed around the abnormal area, focusing on sealing and reinforcing leakage channels and areas of cavity expansion. If necessary, joint reinforcement is implemented using surface counterpressure wells or freezing devices. During grouting, the grouting rate and pressure are adjusted based on preset high-frequency sampling settlement and pressure monitoring data to reduce the risk of ground disturbance. After the emergency operation is completed, the data management module of the shield tunneling dynamic control system records and archives the emergency response parameters and settlement recovery records as sample data for subsequent model iterations and strategy optimization.

[0059] Compared with the prior art, the present invention has the following beneficial effects:

[0060] 1. This invention deploys settlement monitoring points along the tunnel boring machine (TBM) route, and combines real-time data acquisition with multivariate threshold discrimination methods to construct a closed-loop control relationship between settlement monitoring, trend prediction, and grouting parameters. This breaks away from the limitations of traditional grouting methods that rely on manual experience and fixed templates, and improves the scientific and real-time nature of grouting control.

[0061] 2. This invention uses an LSTM model for short-term settlement prediction and combines a three-level risk warning system ("slight - moderate - severe") to dynamically adjust the grouting pressure, grouting volume, duration, and grout mix ratio. This achieves a multi-level response control mechanism, effectively avoiding grouting delays and over-support, and enhancing the targeting and accuracy of settlement control.

[0062] 3. This invention couples and coordinates the propulsion speed, shield attitude, cutterhead torque and grouting strategy to construct an integrated control model of propulsion-grouting-attitude, enabling the shield to switch to a low-speed steady-state mode in medium to heavy risk areas, effectively suppressing ground disturbance and improving the stability and adaptability of the construction process.

[0063] 4. This invention is equipped with a secondary grouting and emergency sealing mechanism, which can quickly intervene after the abnormal settlement trend is identified. Through measures such as densified grouting, switching to high-viscosity fast-setting grout and ground reinforcement, it can achieve fixed-point support and risk mitigation in high-risk areas, thereby improving the system's response capability and safety assurance capability to complex geological conditions.

[0064] 5. The method of this invention has a clear structure, closed-loop control logic, and adjustable parameter settings. It is applicable to various shield tunneling projects, and is particularly suitable for high-risk areas such as tunneling through densely built-up areas, fractured zones, and soft strata. It has high engineering practicality and promising prospects for widespread application.

[0065] In addition to the objectives, features, and advantages described above, the present invention has other objectives, features, and advantages. The invention will now be described in further detail with reference to the accompanying drawings. Attached Figure Description

[0066] The accompanying drawings are provided to further illustrate embodiments of the present invention and form part of the specification. They are used together with the following detailed description to explain the embodiments of the present invention, but do not constitute a limitation thereof. In the drawings:

[0067] Figure 1 This is a flowchart of a shield tunneling dynamic control method based on a closed-loop linkage of propulsion, settlement, and grouting, according to the present invention.

[0068] Figure 2 This is a schematic diagram of the multi-level settlement early warning and identification mechanism in this invention. Detailed Implementation

[0069] The present invention will now be described in detail with reference to the embodiments shown in the accompanying drawings. However, it should be noted that these embodiments are not intended to limit the present invention. Equivalent transformations or substitutions in function, method, or structure made by those skilled in the art based on these embodiments are all within the scope of protection of the present invention.

[0070] Please see Figure 1 and Figure 2This embodiment provides a dynamic control method for tunnel boring machines (TBMs) based on a closed-loop linkage of propulsion, settlement, and grouting. The method is executed by a TBM dynamic control system, which includes a settlement monitoring module, a risk assessment and prediction module, a grouting control module, a propulsion control module, a data management and evaluation module, and an emergency response module. The settlement monitoring module collects data on settlement amount, settlement rate, and settlement acceleration in key areas and forms a settlement monitoring database. The risk assessment and prediction module calculates a comprehensive risk index, predicts trends, and outputs early warning levels and key control areas. The grouting control module adjusts and executes synchronous grouting parameters according to the key control areas and their early warning levels. The propulsion control module couples and corrects parameters such as propulsion speed and attitude based on the risk assessment results and grouting execution status. The data management and evaluation module aligns propulsion, grouting, and settlement data, evaluates the control effect, and corrects subsequent parameters. The emergency response module initiates secondary grouting and sealing reinforcement processes when trigger conditions are met and archives the results. The method includes the following steps:

[0071] Step S1: Monitoring system deployment and data acquisition. The specific steps are as follows:

[0072] S1.1. A 9130mm diameter earth pressure balance shield tunneling machine was used for right-line excavation, with a construction depth of 22.4–23.7m. According to preliminary geological surveys, the shield tunneling section mainly traverses strongly weathered siltstone, completely weathered siltstone, and some interlayered cohesive soil, characterized by uneven distribution and loose structure. Among these, the 490–496 ring section contains a fault zone approximately 4km long and 5–6m wide, with a fractured structure and high permeability, making it a high-risk construction section in this application's embodiment.

[0073] S1.2 During the tunnel boring machine's progress to the 475-500 ring section, areas near the fault zone and areas with concentrated buildings were selected as key monitoring areas. Three sets of settlement monitoring points were deployed on the ground surface: DBC88-4 (directly above the axis), DBC88-5 (near the foundation of structures), and GXC2-97 (middle section of the fault zone). The point layout considered both longitudinal and transverse distribution to ensure broad coverage and strong representativeness of deformation monitoring.

[0074] S1.3. Each monitoring point is equipped with a high-precision GNSS device, supplemented by fiber optic grating settlement gauges and wireless tilt sensors to form a settlement monitoring and acquisition system. The monitoring equipment achieves data aggregation through a data acquisition terminal and a field data gateway, and uploads the data to the data management module of the shield tunneling dynamic control system through a communication network. The acquisition time can be uniformly calibrated using a time synchronization calibration mechanism. In this embodiment, a combination of NTP time synchronization and GPS calibration is used, and the time synchronization accuracy is controlled within 0.5s.

[0075] S1.4 The sampling frequency is set to no less than twice a day; when the shield tunnel enters the fault zone (490-496 rings), the sampling frequency is increased to the preset high-frequency sampling. In this embodiment, surface settlement data is collected once every 10 minutes to obtain the short-cycle dynamic characteristics of settlement development; the monitoring data is uploaded to the settlement monitoring database through the data acquisition terminal and data gateway to form a time-series structured dataset containing ring number, time and settlement value.

[0076] S1.5. As of the 493rd ring of the tunnel boring machine, the cumulative settlement data of the three monitoring points are as follows: DBC88-4: 13.93 mm, with an average daily settlement rate of 1.86 mm / d; DBC88-5: 13.77 mm, showing a periodic increase in settlement rate; GXC2-97: 12.56 mm, with the settlement curve showing a continuous upward trend. The above monitoring data will serve as input data for the risk index calculation, trend prediction, and early warning level determination in subsequent step S2.

[0077] Step S2: Settlement data analysis and multi-level early warning identification. The specific steps are as follows:

[0078] S2.1 To assess the trend of surface subsidence caused by tunnel boring in real time, continuous data collection and sequence database construction were carried out at monitoring points such as DBC88-4, DBC88-5, and GXC2-97 during the 475-500 ring segment. The collection frequency was set to no less than twice a day, and a preset high-frequency sampling method was used in key ring segments. In this embodiment, data was collected once every 15 minutes. The monitoring data from different sources were calibrated according to a unified time reference to form a time series database.

[0079] S2.2 A preliminary analysis of the collected data was conducted to extract trend characteristics such as settlement amount, settlement rate, and settlement acceleration. In this embodiment, the settlement rate at point DBC88-4 increased from 0.21 mm / h to 0.44 mm / h within 24 hours after the construction of ring 491; the settlement acceleration at point GXC2-97 was 0.008 mm / h², exceeding the abnormal acceleration threshold set in this embodiment; simultaneously, the settlement increment at all three points exceeded 10 mm within 48 hours, showing an abnormal development trend.

[0080] S2.3. Based on trend characteristics, a comprehensive risk index model is used to determine whether a monitoring point enters an early warning state. The comprehensive risk index model is as follows:

[0081]

[0082] in, Indicates the first Each monitoring point at time The risk index; Indicates the first Each monitoring point at time Measured settlement amount, settlement rate, and settlement acceleration; , , These represent the set reference values ​​for the measured settlement, settlement rate, and settlement acceleration, respectively: 10 mm, 0.40 mm / h, and 0.005 mm / h. 2 ; , , These represent empirical weighting coefficients, set to 0.5, 0.3, and 0.2 respectively; when When the time is right, the monitoring point is determined to be in an early warning state. The warning threshold is set at 1.20. In this embodiment, the GXC2-97 point is substituted into the calculation, and its data for the past 3 days are imported into the model to calculate the risk index. =0.5×12.56 / 10+0.3×0.44 / 0.40+0.2×0.008 / 0.005=1.278≥R crit =1.20, indicating that GXC2-97 meets the criteria for entering the warning state at that moment.

[0083] S2.4 To improve risk prediction capabilities, a trend prediction model is used to predict settlement trends at monitoring points that have entered a warning state. In this embodiment, an LSTM neural network is used to predict the trend of 72-hour settlement sequence data. Taking point DBC88-5 as an example, after inputting the settlement data of the previous 48 hours (at 1-hour intervals), the model outputs a maximum settlement rate of 0.49 mm / h in the predicted value for the next 24 hours, showing a continuous upward trend, which is consistent with the characteristics of "continuously accelerating settlement".

[0084] S2.5. Based on the risk index determination results and trend prediction results, the early warning level of the monitoring points is determined: In this embodiment, GXC2-97 and DBC88-5 are determined to be severe early warning points, and DBC88-4 is determined to be a moderate early warning point; the moderate and severe early warning points are projected onto the predetermined grid in front of the shield and spatial clustering is performed. The continuous clustering segment corresponding to the 490-496 ring segment is marked as the key control area, and then enters the subsequent step S3 grouting parameter graded response adjustment and step S4 propulsion parameter coupling optimization control process.

[0085] Step S3: Graded response adjustment of synchronous grouting parameters. The specific steps are as follows:

[0086] S3.1 Based on the early warning determination results of step S2, this embodiment identifies the spatial clustering segment corresponding to rings 490-496 as a key control area and uses it as a first-level intervention segment; among them, monitoring points GXC2-97 and DBC88-5 are determined to be severe early warning points, and DBC88-4 is determined to be a moderate early warning point. The shield tunneling dynamic control system matches the grouting strategy template according to the early warning level corresponding to the key control area, generates grouting parameter adjustment instructions, and sends them to the grouting equipment for execution through the grouting control interface.

[0087] The grouting strategy template is shown in Table 1. The template is used to provide the adjustment range of grouting parameters under different warning levels. The grouting parameters include one or more of the following: grouting pressure, grouting volume, grout mix ratio or type, and duration. The thresholds and parameters in Table 1 are example values ​​for this embodiment. In actual engineering, they can be configured according to the geological conditions and construction constraints.

[0088] Table 1 Grouting Strategy Template

[0089]

[0090] S3.2 For the section where the moderate warning point DBC88-4 is located (ring 491-492 in this embodiment), the grouting parameters are adjusted according to the moderate warning strategy in Table 1: the grouting pressure is increased from the conventional value of 0.25MPa to 0.30MPa; the grouting volume is adjusted from 4.2m³ per ring to 5.0m³; the grouting duration is adjusted from the conventional value of 12min to 15min; the grouting pressure and flow rate are collected by pressure and flow sensors and uploaded to the data management module of the shield tunneling dynamic control system for subsequent effect evaluation.

[0091] S3.3. For the section where the severe warning points DBC88-5 and GXC2-97 are located (ring 493-495 in this embodiment), an enhanced grouting strategy is implemented: the grouting pressure is adjusted to 0.35MPa; the grouting volume is adjusted within the range of 5.8-6.2m³ / ring, and 6.0m³ / ring is used in this embodiment; the grout type is selected according to the formation permeability and filling requirements, and in this embodiment, conventional cement-based grout is switched to high-viscosity fast-setting modified grout; the continuous grouting time is set to be no less than 20min; after the grouting is completed, a pressure sealing and stabilization stage can be set to reduce the risk of grout leakage, and 10s is used in this embodiment.

[0092] S3.4 During the grouting parameter adjustment process, the shield tunneling dynamic control system synchronously generates suggestions for adjusting the propulsion speed and attitude to coordinate with the grouting parameter adjustment. In this embodiment, the propulsion speed is adjusted from 25 mm / min to 15 mm / min in ring 494 to achieve coordinated control of grouting and propulsion. After the grouting adjustment is completed, the grouting parameters, pressure curve, propulsion parameters, and corresponding settlement monitoring data are recorded and archived in the data management module, and used as input data for the control effect evaluation and parameter correction in step S5.

[0093] Step S4: Promote parameter coupling optimization control. The specific steps are as follows:

[0094] S4.1 Based on the adjustment of grouting parameters, the shield tunneling dynamic control system acquires real-time propulsion data of the corresponding ring segments in the key control area through the propulsion control interface. This data includes propulsion speed, shield attitude parameters (longitudinal inclination angle, lateral deviation), main drive thrust, and cutterhead torque. It then establishes a coupled control relationship between propulsion parameters and grouting parameters to generate a propulsion control correction scheme. In this embodiment, before entering the central segment of the fracture zone (rings 493-495), the propulsion speed is maintained at 24-26 mm / min, the main drive thrust is 6000-6400 kN, and the cutterhead torque is 360-410 kN·m.

[0095] S4.2. For the critical segment within the key control area (ring 494 in this embodiment), the shield tunneling dynamic control system combines the early warning level and risk index obtained in step S2 with the grouting strategy execution results in step S3 to generate a propulsion parameter linkage correction scheme, which is then sent to the tunneling control unit for execution via the propulsion control interface. The correction scheme includes lowering the propulsion speed setpoint and narrowing the attitude adjustment range to reduce tunneling disturbance. In this embodiment, the propulsion speed is adjusted from 25 mm / min to 15 mm / min, and the attitude control target range is set to ensure that the longitudinal inclination angle change does not exceed a preset range and the lateral deviation does not exceed a preset range.

[0096] S4.3 When there are consecutive severe warning points or the propulsion disturbance index continuously deviates from the preset range within the key control area, the shield tunneling dynamic control system generates a low-speed stable tunneling control strategy and issues it for execution, keeping the propulsion speed within the preset low-speed range and increasing the frequency of attitude monitoring and control updates; at the same time, the propulsion control strategy is linked with the grouting pressure curve to maintain the stability of the grouting support. In this embodiment, the low-speed range is 14-16 mm / min, the attitude update cycle is 10s; the grouting pressure is adjusted upward based on the template reference value according to the high permeability characteristics of the fracture zone and maintained at 0.38-0.42 MPa.

[0097] S4.4 During the tunneling process, the shield tunneling dynamic control system determines the stability of the tunneling based on the real-time curves of thrust and cutterhead torque. When the thrust or torque fluctuation exceeds a preset threshold, a condition reversal command is generated and executed, including pausing the tunneling or reducing the main drive output, until the tunneling state returns to the stability criterion before resuming tunneling. In this embodiment, the thrust fluctuation threshold is ±400kN and the torque fluctuation threshold is ±60kN·m. During the 494th ring of tunneling, a short-term torque spike occurred. After pausing the tunneling, tunneling was resumed without causing settlement fluctuations.

[0098] S4.5 After the advancement of this segment is completed, the working condition data such as advancement speed, attitude deviation, thrust and torque in step S4 are aligned and stored with the grouting parameters and settlement response data, and archived to the data management module of the shield tunneling dynamic control system for subsequent control effect evaluation and parameter correction analysis in step S5.

[0099] Step S5: Grouting effect evaluation and parameter correction. The specific steps are as follows:

[0100] S5.1 After the tunnel boring machine advances to the 494th ring segment, retrieve the latest settlement data from the monitoring points: DBC88-4: increased from 13.93mm to 14.12mm; GXC2-97: increased from 12.56mm to 12.66mm; the daily settlement rate decreased to approximately 0.09mm / d, and the corresponding grouting parameters for the ring segment were: pressure 0.38~0.42MPa, grouting volume 1.25m³, and duration 16.5 minutes.

[0101] S5.2 Analysis shows that after grouting adjustment, the surface settlement rate decreased significantly, indicating that the initial sealing effect was good: the settlement amplitude did not increase further; the rate decreased by about 73%, indicating that the sealing support effect was improved; at the same time, the settlement still showed a slight increase, suggesting that this segment still needs to be continuously monitored and evaluated.

[0102] S5.3 Although the settlement trend has slowed down, there is still a slight rebound phenomenon: On-site analysis suggests that this is mainly because the 494 ring segment is close to the edge of the fault zone and there may be gaps that are not completely closed; the shield attitude control is normal, and human disturbance factors have been ruled out.

[0103] S5.4 To enhance the grouting effect, the following minor adjustments were made to the continuous ring section (rings 495 to 497) on site: the grouting duration was extended to 18 minutes; high-viscosity grout was used (the water reduction ratio was adjusted to 12%); and the attitude control sampling frequency was increased from 10 seconds to 5 seconds / time to improve the stability of the propulsion-grouting coordinated control.

[0104] S5.5 After parameter adjustment, the settlement rate of the 495 ring segment further decreased to 0.06 mm / d; the grouting and propulsion parameter correction scheme for this segment was recorded and archived in the data management module of the shield tunneling dynamic control system with the number DY-494-497-E1, as the basis for strategy invocation under similar geological conditions in the future.

[0105] Step S6: Secondary grouting and emergency sealing mechanism. The specific steps are as follows:

[0106] S6.1 When the tunnel boring machine advanced to the 496th ring segment, the monitoring data triggered the following two early warning indicators: the settlement rate of GXC2-97 increased from 0.06 mm / d to 0.19 mm / d, and the cumulative settlement exceeded 15 mm and approached the severe warning threshold; at the same time, the control effect indicator showed a settlement recovery rate Below the threshold set in this embodiment (in this embodiment, it is taken as...) <40%). When the monitoring indicators meet the emergency response criteria, the shield tunneling dynamic control system generates an emergency response command and enters the secondary grouting process.

[0107] S6.2 The on-site technical supervisor formulated a secondary grouting plan based on the shield tunneling posture, geological data, and abnormal settlement distribution: six horizontal grouting holes were set up within a 3m radius around GXC2-97; the grout type was selected as a high-concentration cement-water glass two-component grout, and the consolidation time was controlled at 30-40s; the grouting pressure was 0.48-0.52MPa; the grouting volume per hole was 1.6-2.0m³; and the grouting duration was 20-25min.

[0108] It should be noted that the grouting strategy template shown in Table 1 corresponds to the graded response adjustment condition of shield tunneling synchronous grouting, used to adjust the grouting parameters of the ring segment in stages during the advancement process. Its grouting pressure is within the control range of the conventional support formation stage. The secondary grouting in step S6, however, is an emergency sealing and reinforcement condition, used for rapid sealing and reinforcement of leakage channels or potential voids in the fracture zone. To improve the grout diffusion radius and filling density, its upper limit of control pressure can be higher than the grouting pressure range of the severe warning condition in Table 1. In this embodiment, the secondary grouting pressure is set to 0.48–0.52 MPa, which is a parameter setting under the emergency sealing condition and does not affect the applicability and configurability of the template in Table 1 as a graded response adjustment strategy.

[0109] S6.3 During the secondary grouting process, a high-frequency monitoring mode for settlement and orifice pressure is used to track the grouting process. In this embodiment, the sampling frequency is 1Hz. The orifice pressure change is recorded simultaneously to determine the grout diffusion range. To reduce disturbance, measures such as pausing the cutterhead or making low-speed fine adjustments can be taken. In this embodiment, pausing the cutterhead is adopted.

[0110] S6.4. Twelve hours after grouting was completed, the monitoring data are as follows: the settlement rate of GXC2-97 decreased to 0.04 mm / d; the settlement recovery rate... Increased to 72.6%, settlement rate change rate The peak sedimentation inhibition rate was 61.3%. The percentage was 47.8%; the fluctuations at the surrounding points DBC88-4 and DBC88-5 were less than ±0.3mm, indicating that the sealing and reinforcement effect was good, and the subsequent ring construction resumed the conventional control mode.

[0111] S6.5 This emergency sealing and plugging treatment is archived as event number [DY-496-Emergency-1]; the secondary grouting parameters, settlement curve and treatment process records are uniformly stored in the data management module of the shield tunneling dynamic control system, and the DY-496 emergency treatment technical summary report is generated for reference under similar geological conditions in the future.

[0112] This invention constructs an integrated multi-level control method for settlement monitoring, grouting control, and propulsion adjustment in complex geological and high-risk fault zone areas. It revolves around six steps: monitoring, identification, linkage, adjustment, evaluation, and response, forming an adaptive control mechanism for grouting and propulsion parameters based on settlement risk levels. The method incorporates an LSTM settlement trend prediction model to achieve proactive identification and dynamic early warning of potential deformation risks, enhancing the timeliness and intelligence of the control strategy. A closed-loop feedback mechanism for grouting, propulsion, and monitoring is simultaneously constructed to ensure that adjustment parameters can be evaluated and iteratively corrected in real time. By integrating settlement amount, rate, and trend results to construct a multi-level early warning judgment model, it drives the linkage adjustment of grouting pressure, flow rate, grout consistency, and propulsion rate, forming a unified data closed loop. This significantly improves the response efficiency and handling accuracy of settlement anomalies during shield tunneling. The method has clear logic, a complete parameter system, and good scalability and adaptability. It is particularly suitable for safety control and risk intervention during shield tunnel construction in fault zones, densely built-up areas, and deformation-sensitive regions, possessing strong engineering promotion value and application prospects.

[0113] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., 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 dynamic control method for shield tunneling based on a closed-loop linkage of propulsion, settlement, and grouting, characterized in that, The method is executed by the shield tunneling dynamic control system and includes the following steps: S1. Based on the surface settlement of the shield tunneling section, set up settlement monitoring points and data acquisition devices in key monitoring areas to obtain surface settlement data of each monitoring point in real time and form a settlement monitoring database. S2. Surface subsidence data from each monitoring point is retrieved in real-time from the subsidence monitoring database to construct a comprehensive risk index model, and the status of each monitoring point is determined based on its risk index; trend prediction is performed on the surface subsidence data of monitoring points that have entered a warning state, and the warning level of the monitoring point is determined based on the difference between the predicted value and the real-time subsidence monitoring data; then, key control areas are selected based on the warning level; specifically: S2.

1. Retrieve surface settlement data of each monitoring point from the settlement monitoring database in real time, including settlement amount, settlement rate and trend change data, and upload it to the data management module of the shield tunneling dynamic control system; the trend change data is a set of trend features calculated based on settlement time series data, including at least settlement rate change features and settlement acceleration features. S2.2 Based on the retrieved surface subsidence data, construct a comprehensive risk index model that integrates subsidence amount, subsidence rate, and subsidence acceleration: in, Indicates the first Each monitoring point at time The risk index; Indicates the first Each monitoring point at time Measured settlement; and They represent the first Each monitoring point at time The settlement rate and settlement acceleration, and It can be obtained from the difference and second-order difference of the sedimentation sequence at adjacent sampling times; , , These represent the set reference values ​​for the measured settlement amount, settlement rate, and settlement acceleration, respectively. , and Represents the empirical weighting coefficient; when When the time is right, the monitoring point is determined to be in an early warning state. This serves as the early warning threshold. S2.

3. Introduce a long short-term memory neural network model to predict the trend of surface subsidence data at monitoring points that have entered a warning state, in order to identify sudden abnormal changes; wherein: (1) The input to the model is the historical data sequence of the monitoring points: In the above formula, Indicates the model at time... The input feature sequence, corresponding to the first... One monitoring point; The symbol is a set symbol, representing an input vector formed by concatenating elements in chronological order. Indicates the use of the past Historical data at each time step is used as input. This marks the starting point of the historical sequence. Indicates the pressure of the shield tunnel support; For a moment The tunneling speed of the shield machine; (2) The model output is the predicted settlement value at the next time step. ; (3) Calculate the difference between the predicted settlement value and the measured settlement, and determine whether the monitoring point will show abnormalities in the future based on the difference value: In the above formula, Indicates the difference in settlement; This represents the actual settlement measured at the next moment. S3. Develop corresponding grouting adjustment strategies based on the risk level of each key control area, and carry out grouting operations. S4. Construct a coupled control model based on the real-time progress data of the construction segment; the coupled control model is used to comprehensively evaluate the settlement index and the grouting strategy execution results, and issue linkage correction commands for the advancement parameters based on the evaluation results; S5. After the construction segment is advanced and grouting is completed, the construction parameters corresponding to that segment are retrieved to construct a grouting effect evaluation dataset. Based on this dataset and the surface settlement data in the corresponding time period, a three-dimensional data association model of grouting-advancement-settlement is constructed, and the control effect is evaluated based on the key indicators in the association model. Then, the construction parameters of subsequent segments are dynamically adjusted according to the evaluation results. S6. When the secondary grouting trigger condition is detected, the secondary grouting and emergency sealing mechanism is activated.

2. The dynamic control method for shield tunneling according to claim 1, characterized in that, The specific steps of step S1 are as follows: S1.

1. Based on the surface settlement sensitivity and surrounding environmental risks of the shield tunneling section, key monitoring areas are selected. Within the key monitoring areas, surface monitoring sections are laid out longitudinally according to the tunnel axis spacing, and multiple monitoring points are laid out in layers laterally, taking into account the characteristics of strata changes and the shield diameter. The monitoring points include one or more of the following: surface settlement points, settlement points around shallow tunnel segments, and settlement monitoring points inside deep settlement pipes. S1.

2. Set up monitoring sensors at each monitoring point and use data acquisition instruments and data gateways to ensure that the monitoring data can be automatically uploaded to the data management module of the shield tunneling dynamic control system. S1.

3. Set different acquisition frequencies for each monitoring sensor at different stages, wherein: in the initial stage, surface settlement data is acquired once every 10 to 30 minutes; in the stable advancement stage, surface settlement data is acquired once every 50 to 60 minutes; when tunneling through sensitive areas, the acquisition frequency is increased to once every 3 to 6 minutes; and before acquiring surface settlement data, the acquisition time of all monitoring sensors is uniformly calibrated using a time synchronization protocol to ensure data timing consistency. S1.

4. The surface settlement data collected from all monitoring points are connected to the data management module of the shield tunneling dynamic control system. After preprocessing the data, a standardized and structured settlement monitoring database is obtained, which serves as the input basis for subsequent early warning judgment and parameter linkage control.

3. The dynamic control method for shield tunneling according to claim 1, characterized in that, Step S2 also includes: S2.

4. First, for monitoring points that have entered the warning state, determine their warning level based on the magnitude of their settlement difference values; the warning level determination criteria are as follows: Mild warning: Moderate alert: Severe Warning: ; in, and This is an adjustable threshold parameter; Then, all monitoring points with warning levels of moderate and severe are projected onto a predetermined grid in front of the tunnel boring machine. Let the first... The number of high-risk points within each grid cell is When satisfied If the grid cell is identified as a high-risk cluster, then consecutive high-risk cluster segments are marked as key control areas; among which This is the clustering threshold parameter.

4. The dynamic control method for shield tunneling according to claim 3, characterized in that, The specific steps of step S3 are as follows: The key control areas identified in step S2 are used as response control targets, and the warning level corresponding to the key control areas is determined based on the warning level distribution of monitoring points within the key control areas; corresponding grouting adjustment strategies are formulated for each warning level corresponding to the key control areas; the grouting parameters in the grouting adjustment strategies include one or more of grouting volume, grout ratio, grouting pressure, and grouting rate; wherein, when the warning level corresponding to the key control area is a moderate warning, the grouting parameters of the corresponding ring segment are increased to enhance the support effect; when the warning level corresponding to the key control area is a severe warning, enhanced grouting measures are implemented, including extending the grouting duration, increasing the grouting pressure, and increasing the grout viscosity to improve the filling density; the grouting adjustment strategies are executed by the shield tunneling dynamic control system according to the real-time propulsion conditions and are coordinated with the shield attitude control and propulsion speed to achieve synchronous adjustment.

5. The dynamic control method for shield tunneling according to claim 4, characterized in that, The specific steps of step S4 are as follows: S4.1 Based on the adjustment of the grouting parameters, extract the real-time propulsion condition data of the corresponding ring segment, including but not limited to propulsion speed, shield attitude, cutterhead torque and main drive thrust, and construct a coupled control model of propulsion and grouting control; S4.

2. Associate the early warning level corresponding to the key control area determined in step S2 with the grouting adjustment strategy in step S3 to generate a propulsion control quantity correction command. This command is used to limit or guide the propulsion speed and attitude adjustment range of the current ring segment to reduce the risk of grouting support failure due to excessive propulsion speed or attitude fluctuation. Specifically, when the early warning level corresponding to the key control area is a severe early warning or there are consecutive severe early warning sections, the shield tunneling dynamic control system executes low-speed stable tunneling control according to the correction command, including reducing the propulsion speed, narrowing the attitude deviation range, and maintaining the grouting pressure within the set range to reduce the disturbance of the strata at the shield front during support formation. When the monitoring indicators continuously meet the abnormality criteria, the shield tunneling dynamic control system performs risk retreat handling, including pausing propulsion or switching to low-speed fine adjustment, and resuming normal tunneling after the monitoring indicators recover to the safety criteria. S4.3 Record the control parameters and execution results of the coupled control model and upload them to the data management module of the shield tunneling dynamic control system for linkage with the grouting effect evaluation in step S5, so as to realize the data closed loop and strategy iterative correction of the whole process.

6. The dynamic control method for shield tunneling according to claim 1, characterized in that, The specific steps of step S5 are as follows: S5.1 After the current segment's advancement and grouting operations are completed, the shield tunneling dynamic control system obtains the advancement parameters of the segment through the advancement control interface, obtains the grouting parameters of the segment through the grouting control interface, and retrieves the settlement monitoring data for the corresponding time period from the settlement monitoring database; the advancement parameters, grouting parameters, and settlement monitoring data are aligned according to the segment number and time axis to construct a dataset for subsequent grouting effect evaluation; S5.2 The shield tunneling dynamic control system synchronously matches the propulsion and grouting parameters centrally recorded in the dataset with the settlement monitoring data for the corresponding time period, and constructs a three-dimensional data association model of grouting-propulsion-settlement according to the time axis. The control effect is evaluated based on the evaluation index. When the settlement or pressure control index deviates from the target range, the possible causes are analyzed in combination with the monitoring curve, construction log and geological records, and it is determined whether the deviation is an occasional problem or a trend problem. When a systematic deviation is confirmed, the shield tunneling dynamic control system generates a correction scheme for the construction parameters of the subsequent ring segment, and sends it to the corresponding equipment or operation link for execution through the propulsion control interface and grouting control interface. At the same time, the corrected parameters are used as the basis for calling the optimal strategy under similar strata conditions. S5.3 Record and archive the settlement monitoring data, treatment measures, control effect evaluation results and parameter correction suggestions of this stage to the data management module of the shield tunneling dynamic control system to generate a standardized evaluation report; at the same time, feed back the optimization suggestions to the on-site operation and monitoring team to achieve closed-loop operation of early warning identification, response adjustment, effect evaluation and parameter correction.

7. The dynamic control method for shield tunneling according to claim 6, characterized in that, The evaluation indicators in step S5.2 include the settlement recovery rate. Settling rate change rate and peak sedimentation inhibition rate , , , For dimensionless indices, their expressions are as follows: in, This indicates the maximum settlement within the preset observation time window before grouting; This indicates the settlement amount within the stable phase after grouting, which meets the preset stability criteria. This represents the average settlement rate within the preset observation time window before grouting; This represents the average settlement rate within the preset observation time window after grouting; This represents the historical maximum settlement peak value obtained according to the preset similar working condition screening rules; This indicates the measured maximum settlement peak value of this ring segment; the preset observation time window and preset stability criterion are configurable parameters.

8. The dynamic control method for shield tunneling according to claim 7, characterized in that, The compatibility criterion is: when , , When the grouting strategy and the early warning level are matched, the construction control effect is good; when , , If any of the indicators is below the corresponding lower threshold, At that time, it was suggested that adjustments be made to the grouting strategy and risk control measures; among them, , , This is a configurable threshold parameter.

9. The dynamic control method for shield tunneling according to claim 7, characterized in that, In step S6, when any combination of the following conditions is met, the shield tunneling dynamic control system determines that it has entered an emergency response state based on monitoring data and evaluation indicators, and generates an emergency response command to initiate secondary grouting and sealing reinforcement operations: (1) Judgment of control effect indicators: Any two of the three indicators, namely, settlement recovery rate, settlement rate change rate, and settlement peak inhibition rate, are lower than the corresponding threshold; (2) Deteriorating settlement trend: The settlement rate shows an increasing trend within a continuous preset period, and the warning level of the monitoring point reaches or remains at a severe warning level. (3) Insufficient effect of grouting in one time: within the preset observation time window, the control effect index does not reach the threshold or the warning level does not drop to the non-warning state.

10. The dynamic control method for shield tunneling according to claim 9, characterized in that, After the conditions for secondary grouting are met, the standardized emergency response procedure shall be executed: The shield tunneling dynamic control system outputs emergency response commands and suggested grouting parameter ranges. The on-site technical supervisor, in conjunction with the shield attitude, geological data and abnormal settlement distribution, determines the secondary grouting scheme, clarifies the grouting hole locations and densities, grout type and control grouting parameters, and records the scheme to the data management module of the shield tunneling dynamic control system. Subsequently, grouting holes were densely deployed around the abnormal area; During the grouting process, the grouting rate and pressure are adjusted based on the pre-set high-frequency sampling settlement and pressure monitoring data to reduce the risk of ground disturbance. After the emergency operation is completed, the data management module of the shield tunneling dynamic control system records and archives the emergency response parameters and settlement recovery records as sample data for subsequent model iteration and strategy optimization.

Images