A shield tunnel face seepage water precision treatment system and method

Abstract

The present application belongs to the field of intelligent tunnel construction equipment, and particularly relates to a shield tunnel face leakage water precise treatment system and method, aiming to meet the precise positioning and integrated anti-blocking drainage requirements, comprising a leakage monitoring unit, a directional grouting unit, an anti-blocking drainage unit and a control unit. The leakage monitoring unit comprises distributed optical fiber sensors arranged along the tunnel face. The directional grouting unit comprises a grouting pump, a directional grouting pipe and an angle adjusting mechanism for driving the nozzle to change the angle. The anti-blocking drainage unit comprises a drainage hose and a submersible pump, the inner wall of the drainage hose is provided with spiral guide vanes, and the water outlet is provided with a double-layer filter assembly composed of an outer layer grid and an inner layer filter screen. The control unit identifies the leakage core area according to the leakage data, calculates the grouting control parameters including the grouting pressure value, the grouting amount value and the grouting angle value, and sends instructions to control the operation parameters of the grouting pump and the action of the angle adjusting mechanism, so as to realize the precise grouting to the leakage core area.

Description

Technical Field

[0001] This invention relates to the field of intelligent equipment for tunnel construction, and in particular to a precise system and method for treating water leakage at the face of a shield tunnel. Background Technology

[0002] Currently, water leakage at the tunnel face is a common construction problem during shield tunnel construction, especially under complex geological conditions such as water-rich sand layers and fractured rock layers, where the problem is more prominent. Existing treatment technologies mainly adopt a combination of "full-section grouting for water plugging combined with temporary hose drainage." The specific operation process is as follows: after construction personnel discover the leakage area through visual observation or simple instrument detection, they use a grouting pump to inject sealing material into the entire cross-section of the tunnel face. At the same time, plastic drainage hoses are laid in the waterlogged area, and manual pumping is used to reduce the water accumulation at the tunnel face.

[0003] However, existing technologies have the following drawbacks: First, the location of leak points relies on manual observation or simple detection, resulting in low positioning accuracy and difficulty in accurately locating the core leakage area, leading to serious blind spots in grouting; second, traditional drainage hoses have a smooth inner wall structure, making it easy for slag and rock debris generated during shield tunneling to accumulate inside the hose, causing a decrease in drainage efficiency; in addition, grouting parameters and drainage power rely on manual experience for adjustment, which cannot be dynamically optimized according to the leakage situation, resulting in unstable treatment effects and requiring close-range manual operation, posing a high safety risk. Summary of the Invention

[0004] This invention provides a precise system and method for treating water leakage at the working face of a shield tunnel, aiming to meet the integrated needs of precise positioning, directional leak sealing, and prevention and drainage.

[0005] To achieve the above objectives, the present invention adopts the following technical solution: This invention provides a precise water leakage treatment system for the tunnel face of a shield tunnel, comprising: a leakage monitoring unit, a directional grouting unit, an anti-clogging drainage unit, and a control unit; the leakage monitoring unit includes distributed fiber optic sensors arranged in a ring along the tunnel face for real-time collection of leakage data; the directional grouting unit includes a grouting pump, a directional grouting pipe, and an angle adjustment mechanism, the angle adjustment mechanism being used to drive the nozzle of the directional grouting pipe to change the grouting angle; the anti-clogging drainage unit includes a drainage hose and a submersible pump for pumping out accumulated water from the tunnel face; the inner wall of the drainage hose is provided with a spiral guide vane, the spiral guide vane extending spirally along the axial direction of the drainage hose, and a filter assembly is provided at the outlet of the drainage hose; the filter assembly is... The device has a double-layer structure, consisting of an outer grid structure and an inner filter structure, with the grid structure having a larger pore size than the filter structure. The control unit is electrically connected to the leakage monitoring unit, the directional grouting unit, and the anti-clogging drainage unit. It is configured to receive leakage data collected by the leakage monitoring unit, identify and output the location information of the core leakage area based on the leakage data, calculate grouting control parameters based on the leakage data, and send a first control command to the directional grouting unit. This first control command instructs the grouting control parameters to control the start / stop and operating parameters of the grouting pump, and drives the angle adjustment mechanism to align the nozzle with the core leakage area, injecting sealing material into the core leakage area. The grouting control parameters include grouting pressure, grouting volume, and grouting angle.

[0006] The control unit is also configured to: calculate drainage control parameters based on leakage data, and send a second control command to the anti-clogging drainage unit, the second control command indicating the drainage control parameters to drive the submersible pump to operate at the drainage power value; wherein the drainage control parameters include the drainage power value.

[0007] The control unit identifies the location information of the core leakage area by: acquiring strain data from multiple sampling points collected by distributed fiber optic sensors; converting the strain data into leakage flow rate values ​​corresponding to each sampling point; and determining the boundary coordinates of the core leakage area based on the interval of continuous sampling points where the leakage flow rate value exceeds a preset flow rate threshold.

[0008] The control unit calculates the grouting control parameters by: obtaining the leakage flow rate value corresponding to the core leakage area; calling the pre-stored flow rate-grouting pressure matching model, taking the leakage water flow rate value, the coefficient value corresponding to the surrounding rock type, and the grouting flow foundation pressure as inputs, and calculating the grouting pressure value; and generating the corresponding grouting volume value based on the foundation grouting volume value and the preset flow compensation coefficient-flow mapping relationship table.

[0009] The control unit calculates drainage control parameters by: acquiring real-time water depth data collected by the leakage monitoring unit; calculating the water volume based on the real-time water depth data; and calculating the minimum drainage power required by the submersible pump based on the water volume and the preset drainage efficiency model.

[0010] This invention also provides a method for precise treatment of water leakage at the face of a shield tunnel, applied to the aforementioned system for precise treatment of water leakage at the face of a shield tunnel, comprising: S1, collecting leakage data at the face in real time through a leakage monitoring unit; S2, the control unit identifying and outputting the location information of the core leakage area based on the leakage data, and calculating grouting control parameters based on the leakage data, including grouting pressure, grouting volume, and grouting angle; S3, the control unit sending a first control command to a directional grouting unit, the first control command indicating the grouting control parameters to drive the directional grouting unit to inject sealing material into the core leakage area; S4, the control unit determining whether the leakage data has fallen below a preset safety threshold, and controlling the directional grouting unit to stop operation when the leakage data falls below the preset safety threshold.

[0011] The specific steps in step S2 for identifying the location information of the core leakage area include: the control unit acquiring strain data from multiple sampling points collected by the distributed fiber optic sensor; converting the strain data into leakage flow rate values ​​corresponding to each sampling point; and determining the boundary coordinates of the core leakage area based on the interval of continuous sampling points where the leakage flow rate value exceeds a preset flow rate threshold.

[0012] Step S2, specifically, involves calculating the grouting control parameters as follows: the control unit obtains the leakage flow rate value corresponding to the core leakage area; the pre-stored flow rate-grouting pressure matching model is called, and the leakage water flow rate value, the coefficient value corresponding to the surrounding rock type, and the grouting flow foundation pressure are used as inputs to calculate the grouting pressure value; and the corresponding grouting volume value is generated based on the foundation grouting volume value and the preset flow compensation coefficient-flow mapping relationship table.

[0013] Step S3 also includes the step of synchronously activating the anti-clogging drainage unit, specifically including: the control unit calculating drainage control parameters based on leakage data; sending a second control command to the anti-clogging drainage unit, the second control command carrying the drainage control parameters, to drive the anti-clogging drainage unit to pump out residual seepage water from the working face. The drainage control parameters include drainage power values.

[0014] The procedure following step S4 includes: S5, the control unit continuously monitors the leakage data after grouting; S6, if it is determined that the leakage data rebounds and exceeds the safety threshold, then steps S2 to S4 are repeated until the leakage data is stably lower than the safety threshold.

[0015] Compared with the prior art, the beneficial effects of the present invention are as follows: 1. This application provides a precise system and method for treating water seepage at the tunnel face of a shield tunnel. Distributed fiber optic sensors are deployed in a ring along the tunnel face to collect strain data in real time and convert it into seepage flow rate values. Combined with a preset flow rate threshold, the system automatically identifies the boundary coordinates of the core seepage area, completely changing the traditional crude method that relies on manual observation or simple detection. Based on precise positioning information, the control unit drives an angle adjustment mechanism to align the nozzle with the core seepage area and calculates the grouting pressure, grouting volume, and grouting angle values, achieving "point-to-point" directional grouting. This avoids excessive grouting that could disturb the stability of the surrounding rock and significantly shortens the grouting operation time.

[0016] 2. The control unit of this invention incorporates a flow-grouting volume matching model. Based on the comprehensive leakage flow rate of the core leakage area, it automatically calculates the basic grouting volume and generates the target grouting volume by combining it with a geological porosity correction coefficient. Then, it generates the corresponding grouting pressure value based on the grouting pressure-flow rate mapping relationship. This algorithm model changes the traditional method of relying on manual experience to adjust grouting parameters, enabling precise matching of grouting volume and pressure with real-time leakage conditions. This avoids under- or over-grouting caused by improper parameter settings, significantly improving the reliability and stability of grouting operations. Simultaneously, the control unit calculates the water volume based on real-time water depth data and dynamically calculates the minimum drainage power required by the submersible pump based on a preset drainage efficiency model, enabling on-demand drainage.

[0017] 3. The control unit of this invention continuously monitors leakage data after grouting. If it determines that the leakage data has rebounded and exceeded the safety threshold, it automatically repeats the positioning, calculation, grouting, and drainage steps until the leakage data stabilizes below the safety threshold. This closed-loop feedback mechanism ensures adaptive handling of recurring leakage problems under complex geological conditions, requiring no manual intervention throughout the process and significantly improving the system's intelligence level. Attached Figure Description

[0018] Figure 1 This is a structural schematic diagram of a precise water leakage treatment system for a shield tunnel face provided in an embodiment of this application; Figure 2 This is a flowchart of a method for precise treatment of water leakage at the working face of a shield tunnel, provided in an embodiment of this application. Detailed Implementation

[0019] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention.

[0020] This application provides a precise system for treating water seepage at the face of a shield tunnel, exemplified by, for example... Figure 1 As shown. The precise water leakage treatment system for the tunnel face includes: a leakage monitoring unit 1, a directional grouting unit 2, an anti-blocking and drainage unit 3, and a control unit 4; the leakage monitoring unit 1 includes a distributed fiber optic sensor 11, which is arranged in a ring along the tunnel face to collect leakage data in real time; the directional grouting unit 2 includes a grouting pump 21, a directional grouting pipe 22, and an angle adjustment mechanism 23, which drives the nozzle of the directional grouting pipe 22 to change the grouting angle; the anti-blocking and drainage unit 3 includes a drainage hose 31 and a submersible pump 32 to pump out accumulated water from the tunnel face; the control unit 4... It is electrically connected to the leakage monitoring unit 1, the directional grouting unit 2, and the anti-blocking and drainage unit 3 respectively. It is configured to receive leakage data collected by the leakage monitoring unit 1, identify and output the location information of the core leakage area based on the leakage data, calculate the grouting control parameters based on the leakage data, and send a first control command to the directional grouting unit 2. The first control command indicates the grouting control parameters to control the start and stop and operation parameters of the grouting pump 21, and drive the angle adjustment mechanism 23 to align the nozzle with the core leakage area and inject the sealing material into the core leakage area. The grouting control parameters include the grouting pressure value, the grouting volume value, and the grouting angle value.

[0021] The leakage monitoring unit 1 collects leakage data from the working face in real time, providing a basis for decision-making in subsequent grouting and drainage operations. The leakage monitoring unit 1 includes distributed fiber optic sensors 11 arranged in a ring along the working face. For example, they can be installed at equal intervals around the contour of the working face and are tightly attached to the surrounding rock surface by coupling agent or mechanical fixing device to ensure the sensitivity and accuracy of strain transmission.

[0022] As one possible implementation, the distributed fiber optic sensor 11 operates based on Brillouin optical time-domain reflectometry or fiber optic grating sensing principles. When the surrounding rock at the working face experiences strain or temperature changes due to seepage water, the wavelength or phase of the light transmitted within the fiber optic cable will shift accordingly. The distributed fiber optic sensor 11 collects these physical changes in real time and transmits them as raw seepage data to the control unit 4. Through multi-point deployment and high-frequency sampling, the distributed fiber optic sensor 11 can capture the micro-strain distribution characteristics across the entire working face, providing high-resolution data support for the precise location of the core seepage area.

[0023] The directional grouting unit 2 can respond to the first control command issued by the control unit 4 and perform precise grouting operations in the core leakage area. As one possible implementation, the grouting pump 21 is a hydraulically driven or electric grouting pump, with its inlet connected to the sealing material storage tank and its outlet connected to the directional grouting pipe 22. The grouting pump 21 has a frequency conversion adjustment function, which can adjust the pumping frequency and output power in real time according to the grouting pressure and grouting volume values ​​issued by the control unit 4, achieving dynamic and precise control of the grouting parameters.

[0024] As one possible implementation, one end of the directional grouting pipe 22 is connected to the outlet of the grouting pump 21, and the other end is equipped with a nozzle. The nozzle is made of wear-resistant alloy material, and its outlet diameter can be adapted according to the particle size of the grouting material, for example, set to 5mm-10mm. A one-way valve structure can be installed inside the nozzle to prevent backflow of grout and blockage of the pipeline after grouting stops.

[0025] In some embodiments, the angle adjustment mechanism 23 is drivenly connected to the directional grouting pipe 22, for example, through a gear transmission mechanism driven by a stepper motor or a hydraulic push rod mechanism. The angle adjustment mechanism 23 is fixedly installed on the shield machine cutterhead support or a dedicated mounting base, and its driving end is hinged to the middle or tail of the directional grouting pipe 22. Upon receiving an angle adjustment command from the control unit 4, the angle adjustment mechanism 23 drives the directional grouting pipe 22 to rotate around the hinge point, thereby changing the pitch and horizontal angles of the nozzle, allowing the nozzle to be precisely aligned with the core leakage area. As one possible implementation, the nozzle angle adjustment range is set to 0° to 90° to accommodate the grouting needs of leakage points at different locations.

[0026] The anti-clogging drainage unit 3 is used to pump out residual seepage water at the working face, maintaining a low-water-accumulation working environment. In some embodiments, the drainage hose 31 is made of high-wear-resistant rubber or polyurethane material, with its inlet located at a low-lying water accumulation point at the working face, and its outlet connected to the inlet of the submersible pump 32 or extending directly to the external drainage system of the tunnel. The inner wall of the drainage hose 31 is provided with spiral guide vanes, which extend spirally along the axial direction of the hose. When water flows through, the spiral guide vanes generate centrifugal force, causing solid particles in the water to suspend and converge towards the center of the pipe, preventing particles from settling and adhering to the wall to form a sediment layer, thus achieving a self-cleaning and anti-clogging function. Furthermore, the inlet end of the drainage hose is provided with a double-layer filter assembly, for example, an outer coarse grid (intercepting large-diameter stones) and an inner fine filter screen (intercepting fine sand particles), to prevent large impurities from entering the hose and causing blockage.

[0027] As one possible implementation, the submersible pump 32 is a variable frequency submersible pump, which is installed submerged in the sump at the working face, with its inlet connected to the outlet of the drainage hose 31. The submersible pump 32 has a built-in variable frequency drive, which can adjust the motor speed in real time according to the drainage power value issued by the control unit 4, achieving on-demand drainage. When the water volume is small, the submersible pump 32 operates at low power to avoid idling and energy consumption; when leakage suddenly increases, the submersible pump 32 automatically switches to high power mode to quickly lower the water level.

[0028] The control unit 4 includes a main control chip (e.g., an STM32F407 chip based on the ARM Cortex-M series), a data acquisition module, a storage module, a communication module, and a human-machine interface module. The data acquisition module connects to the distributed fiber optic sensor 11, providing excitation signals to the sensor and receiving the returned sensor data. The storage module stores preset flow thresholds, safety thresholds, flow-grouting volume intelligent matching model parameters, flow compensation coefficient-flow mapping table, geological porosity correction coefficient, drainage efficiency model parameters, and historical monitoring data. The communication module supports 4G / 5G wireless communication, uploading real-time monitoring data, equipment status information, and alarm information to the ground monitoring platform for remote monitoring and data traceability. The human-machine interface module is a 7-inch touchscreen display, used to display real-time leakage distribution cloud maps and equipment operating parameters, and to receive manual parameter adjustment commands from operators. The main control chip incorporates multiple model algorithms, including a wavelength offset-strain-flow correspondence model, a leakage location algorithm, a flow-grouting volume intelligent matching algorithm, and drainage power calculation.

[0029] In some embodiments, the control unit 4 is further configured to: calculate drainage control parameters based on leakage data, and send a second control command to the anti-clogging drainage unit 3, the second control command indicating the drainage control parameters to drive the submersible pump 32 to operate at a drainage power value; wherein the drainage control parameters include the drainage power value.

[0030] For example, the control unit 4 identifies the location information of the core leakage area by: acquiring strain data from multiple sampling points collected by the distributed optical fiber sensor 11; converting the strain data into leakage flow rate values ​​corresponding to each sampling point; and determining the boundary coordinates of the core leakage area based on the continuous sampling point interval where the leakage flow rate value exceeds a preset flow rate threshold.

[0031] When water seepage occurs in the surrounding rock at the working face, the water flow will penetrate along the cracks in the surrounding rock to the surface of the sensing optical fiber of the distributed optical fiber sensor 11. On the other hand, the water seepage causes changes in the humidity of the surrounding rock, which triggers micro-expansion of the surrounding rock (the amount of expansion is positively correlated with the flow rate of the seepage water). The two effects together cause the optical fiber to generate axial strain. Since the central reflection wavelength of the fiber grating is linearly related to the axial strain (the strain sensitivity coefficient is about 1.2 pm / με), when the optical fiber generates strain, the central reflection wavelength of the grating will shift. The greater the flow rate of the seepage water, the greater the strain, and the greater the wavelength shift.

[0032] The control unit 4 incorporates a wavelength offset-strain-flow rate correlation model, derived from laboratory simulations of leakage scenarios with different flow rates (0-50 L / min). Distributed fiber optic sensors are fixed to the simulated surrounding rock specimen according to the actual deployment process. The wavelength offset and corresponding strain values ​​of the fiber optic grating are recorded under different flow rates. The conversion formula is obtained by fitting using the least squares method: Q=k×(Δλ-Δλ0)+b; where Q is the leakage flow rate (L / min), Δλ is the measured wavelength offset (pm), Δλ0 is the initial wavelength offset (pm, preset to 0) when there is no leakage, k is the flow rate conversion coefficient (value 0.02-0.03 L / (min・pm), calibrated according to the surrounding rock type, 0.03 for sand layers and 0.02 for rock layers), and b is the correction coefficient (value 0-0.5 L / min, used to compensate for temperature effects). By using an optical signal demodulator to collect the wavelength offset of each grating in real time, and combining it with the above formula, the real-time leakage flow rate of each monitoring point is calculated, thus realizing the accurate conversion of strain signal into flow data.

[0033] Since the position of each grating in the fiber optic sensor's fiber optic grating array is pre-recorded in the storage module of the control unit 4 during deployment, when water leakage occurs in a certain area, the grating corresponding to that area will exhibit a significant wavelength shift, while the gratings in other areas will not show obvious changes. The optical signal demodulator can determine the spatial location of the leakage point by identifying the grating number that has experienced a wavelength shift and combining it with the preset coordinate information, with a positioning accuracy of ±0.8m. If multiple adjacent gratings exhibit wavelength shifts simultaneously, it is determined to be a large-scale leakage, and the center position of each grating coordinate is taken as the core leakage area.

[0034] For example, the calculation of grouting control parameters by control unit 4 specifically includes: obtaining the leakage flow rate value corresponding to the core leakage area; calling the pre-stored flow rate-grouting pressure matching model, taking the leakage water flow rate value, the coefficient value corresponding to the surrounding rock type, and the grouting flow foundation pressure as inputs, and calculating the grouting pressure value; and generating the corresponding grouting volume value according to the foundation grouting volume value and the preset flow compensation coefficient-flow mapping relationship table.

[0035] Since the grouting pressure needs to overcome the resistance of surrounding rock fissures, seepage water pressure, and grout flow resistance, and is positively correlated with the seepage water flow rate, while also being affected by the type of surrounding rock (different degrees of fissure development result in significant differences in resistance), the following calculation model (flow rate-grouting pressure matching model) is adopted for calculating the grouting pressure P: P=(k_p1×Q+k_p2×v)×k_rock+P_base Wherein, k_p1 is the flow-pressure coefficient (value 0.015-0.02 MPa・min / L), 0.02 for sandy layers (loose fractures, requiring higher pressure), and 0.015 for rocky layers (dense fractures, with greater resistance); k_p2 is the rate-pressure coefficient (value 0.05-0.08 MPa・s / L), 0.08 for v>1L / min・s (sudden water inrush), and 0.05 for v≤1L / min・s; k_rock is the surrounding rock correction coefficient (1.1 for sandy layers, 1.2 for fractured rock layers, and 0.9 for intact rock layers), automatically matched according to preset surrounding rock type parameters; P_base is the grouting flow base pressure (MPa), ensuring initial grout flow, with a value of 0.1 MPa.

[0036] Since the grouting volume needs to not only fill the fissures in the surrounding rock but also offset the erosion caused by seepage water, this application uses a method combining the basic grouting volume value with dynamic compensation to calculate the corresponding grouting volume value. The calculation model is as follows: W = Q_base × (1 + k_q × Q / Q_max) × t W represents the grouting volume; Q_base represents the base grouting volume (L / min), estimated based on the leakage point area, with 0.5L / min for single-point leakage and 0.8L / min for multi-point leakage; k_q represents the flow compensation coefficient (value 0.03-0.05min / L), the larger Q is, the greater the compensation, determined by the flow compensation coefficient-flow mapping table; Q_max represents the maximum design leakage flow rate (50L / min), which is the calculation benchmark value; t represents the grouting duration (min), dynamically determined by the flow-grouting volume intelligent matching algorithm based on the flow rate drop (initially set to 5min, extended if the flow rate does not meet the standard).

[0037] To address the core shortcomings of existing technologies where grouting parameters rely on manual experience for adjustment and cannot be adaptively optimized based on dynamic changes in leakage, and considering the diverse leakage types (stable leakage, sudden water inrush, multi-point leakage) and complex geological conditions (water-rich sand layers, fractured rock layers, etc.) in shield tunnel construction scenarios, this application designs a dedicated flow-grouting volume intelligent matching algorithm in the control unit 4 to achieve precise and automated decision-making on grouting parameters.

[0038] The core parameters set for the flow rate-grouting volume intelligent matching algorithm include the real-time leakage water flow rate (Q), flow rate change rate (v), and leakage location (L) collected by the leakage monitoring unit, which directly reflect the leakage intensity, development trend, and spatial distribution. The auxiliary parameters set for the intelligent matching algorithm include preset surrounding rock geological type parameters (such as sand layer, rock layer, water content, etc.). By pre-calibrating algorithm thresholds to adapt to different geological conditions, the algorithm's adaptability is improved.

[0039] The specific process is as follows: First, by comparing the real-time flow rate Q with the preset start-up threshold Q0 (5L / min), it is determined whether grouting needs to be initiated (initiate when Q > Q0, standby or maintain the current state when Q ≤ Q0), avoiding ineffective grouting. Second, based on the flow rate change rate v and the preset rate threshold v0 (1L / min·s), it distinguishes between sudden water inrush (v > v0, leakage flow increases rapidly) and stable / gradual leakage (v ≤ v0); simultaneously, combined with the leakage location data L, it identifies single-point leakage and multi-point leakage, achieving accurate classification of leakage scenarios. Third, it outputs differentiated grouting parameters for different scenarios: For single-point stable leakage, three grouting levels are divided according to the flow range (general grouting, reinforced grouting, and key sealing), corresponding to different grouting pressures and volumes. For sudden water inrush, the highest level grouting strategy (ultra-high pressure, large grouting volume) is prioritized to quickly suppress leakage and reduce safety risks. For multi-point leakage, a flow priority ranking strategy is adopted, and grouting resources are allocated in sequence according to the flow rate of each leakage point. High flow leakage points are treated first, followed by low flow leakage points, to ensure treatment efficiency and effectiveness.

[0040] As one possible implementation, during grouting, the real-time flow rate (Q') fed back by the leakage monitoring unit is received once per second to dynamically track the leakage control effect. The control effect is judged based on the difference between Q' and the initial flow rate Q: If Q' ≤ safety threshold Qs (5L / min), grouting is automatically terminated after 3 minutes of continuous monitoring to confirm flow stability. If Q' does not meet the standard, and the flow rate change difference (Q'-Q) ≤ correction threshold ΔQ (15% of real-time flow rate), the control is deemed effective but not up to standard, and the grouting parameters (pressure / grouting volume ±10%) are fine-tuned to avoid disturbance to the surrounding rock caused by sudden parameter changes. If Q' does not meet the standard, and the flow rate change difference (Q'-Q) > correction threshold ΔQ, the control effect is deemed poor, and the grouting parameters (pressure / grouting volume ±20%) are significantly corrected to quickly adjust the control strategy.

[0041] The grouting angle θ needs to ensure that the grout is accurately injected into the core leakage area. In this embodiment, a polar coordinate system is established with the center of the working face as the origin. The radial distance (r) and circumferential angle (α) of the leakage location L are calculated according to the following model: θ=α×k_θr+(r / R_tunnel)×k_θα Wherein, α is the circumferential angle (°) of the leakage point, which is obtained by the leakage monitoring unit 1 (e.g., the distributed optical fiber sensors 11 arranged in a ring around the working face are numbered 0-360°); r is the radial distance (m) of the leakage point, which is the distance from the leakage point to the center of the working face; R_tunnel is the tunnel radius (m); k_θr is the circumferential angle coefficient (value 0.9-1.0), which ensures that the angle is accurately aligned with the leakage point; k_θα is the radial distance coefficient (value 10-15°), which is used to fine-tune the angle according to the depth of the leakage point to improve the grout penetration effect.

[0042] After the control unit 4 calculates the grouting pressure, grouting volume, and grouting angle, the grouting pressure controls the speed of the variable frequency motor of the grouting pump 21 through a PWM signal, the grouting volume controls the working time of the grouting pump 21 through a timing relay, and the grouting angle is adjusted to the target angle by a stepper motor driving the angle adjustment mechanism 23 to rotate.

[0043] For example, the control unit 4 calculates the drainage control parameters by: acquiring the seepage flow rate data collected by the leakage monitoring unit 1, and determining the basic drainage power based on the seepage flow rate data; and correcting the basic drainage power based on the pressure at the inlet and outlet of the drainage hose to obtain the drainage power value required by the submersible pump 32.

[0044] More specifically, the formula for determining the foundation drainage power using infiltration water flow data is: E=k1×Q×H; Where E is the basic drainage power; k1 is the flow-to-power conversion coefficient, ranging from 0.015 to 0.02 kW·min / (L·m), calibrated by the hose's inner diameter, length, and fluid resistance characteristics. Further correction is made based on the pressure difference ΔP of the filter assembly, with a correction coefficient k2 = 1 + 0.05 × (ΔP / ΔP0) (where ΔP0 is the initial pressure difference without clogging, preset to 5 kPa; as ΔP increases, k2 increases synchronously to compensate for drainage resistance caused by filter clogging); the final drainage power P = E × k2, while setting an upper power limit Pmax (preset to 1.5 kW) and a lower limit Pmin (preset to 0.5 kW) to avoid motor overload or inefficient operation. ΔP is collected by pressure sensors installed at the inlet and outlet of the drainage hose.

[0045] This application also provides a method for precise treatment of water leakage at the tunnel face, applied to the aforementioned precise treatment system for water leakage at the tunnel face. For example, as shown in the embodiment... Figure 2As shown. The method includes: S1, collecting leakage data of the working face in real time through the leakage monitoring unit; S2, the control unit identifies and outputs the location information of the core leakage area based on the leakage data, and calculates the grouting control parameters based on the leakage data, including the grouting pressure value, grouting volume value, and grouting angle value; S3, the control unit sends a first control command to the directional grouting unit, the first control command instructing the grouting control parameters to drive the directional grouting unit to inject sealing material into the core leakage area; S4, the control unit determines whether the leakage data has fallen below the preset safety threshold, and controls the directional grouting unit to stop operation when the leakage data falls below the preset safety threshold.

[0046] The specific steps in step S2 for identifying the location information of the core leakage area include: the control unit acquiring strain data from multiple sampling points collected by the distributed fiber optic sensor; converting the strain data into leakage flow rate values ​​corresponding to each sampling point; and determining the boundary coordinates of the core leakage area based on the interval of continuous sampling points where the leakage flow rate value exceeds a preset flow rate threshold.

[0047] Step S2, calculating the grouting control parameters, specifically includes: the control unit acquiring the leakage flow rate value corresponding to the core leakage area; calling a pre-stored flow rate-grouting pressure matching model, using the leakage water flow rate value, the coefficient value corresponding to the surrounding rock type, and the grouting flow foundation pressure as inputs, to calculate the grouting pressure value; and generating the corresponding grouting volume value based on the foundation grouting volume value and the preset flow compensation coefficient-flow mapping relationship table. The drainage control parameters include the drainage power value.

[0048] Step S3 also includes the step of synchronously activating the anti-clogging drainage unit, specifically including: the control unit calculates drainage control parameters based on leakage data; and sends a second control command to the anti-clogging drainage unit, the second control command carrying drainage control parameters, to drive the anti-clogging drainage unit to pump out residual seepage water from the working face.

[0049] The procedure following step S4 includes: S5, the control unit continuously monitors the leakage data after grouting; S6, if it is determined that the leakage data rebounds and exceeds the safety threshold, then steps S2 to S4 are repeated until the leakage data is stably lower than the safety threshold.

[0050] The process of precisely treating water leakage at the face of a shield tunnel has been described in detail above and will not be repeated here.

[0051] In the description of this specification, specific features, structures, materials, or characteristics may be combined in any suitable manner in one or more embodiments or examples.

[0052] The above are merely specific embodiments of the present invention, but the scope of protection of the present invention is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present invention should be included within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the scope of the claims.

Claims

1. A precise water leakage treatment system for shield tunnel face, characterized in that, include: The system comprises a leakage monitoring unit, a directional grouting unit, an anti-clogging drainage unit, and a control unit. The leakage monitoring unit includes distributed fiber optic sensors arranged in a ring along the working face to collect leakage data in real time. The directional grouting unit includes a grouting pump, a directional grouting pipe, and an angle adjustment mechanism. The angle adjustment mechanism drives the nozzle of the directional grouting pipe to change the grouting angle. The anti-clogging drainage unit includes a drainage hose and a submersible pump for pumping out accumulated water from the working face. The drainage hose has spiral guide vanes on its inner wall, extending spirally along the axial direction of the hose. A filter assembly with a double-layer structure, consisting of an outer grid structure and an inner filter screen structure, is installed at the outlet of the drainage hose. The aperture of the filter screen is larger than that of the filter structure. The control unit is electrically connected to the leakage monitoring unit, the directional grouting unit, and the anti-clogging drainage unit, and is configured to receive the leakage data collected by the leakage monitoring unit, identify and output the location information of the core leakage area based on the leakage data, calculate the grouting control parameters based on the leakage data, and send a first control command to the directional grouting unit. The first control command indicates the grouting control parameters to control the start-up and shutdown and operating parameters of the grouting pump, and drives the angle adjustment mechanism to align the nozzle with the core leakage area and inject the sealing material into the core leakage area. The grouting control parameters include the grouting pressure value, the grouting volume value, and the grouting angle value.

2. The precise water leakage treatment system for shield tunnel face according to claim 1, characterized in that, The control unit is further configured to: calculate drainage control parameters based on the leakage data, and send a second control command to the anti-clogging drainage unit, wherein the second control command instructs the drainage control parameters to drive the submersible pump to operate at the drainage power value; wherein the drainage control parameters include the drainage power value.

3. The precise water leakage treatment system at the face of a shield tunnel according to claim 1, characterized in that, The control unit identifies the location information of the core leakage area by: acquiring strain data from multiple sampling points collected by the distributed optical fiber sensor; converting the strain data into leakage flow rate values ​​corresponding to each sampling point; and determining the boundary coordinates of the core leakage area based on the interval of continuous sampling points where the leakage flow rate values ​​exceed a preset flow rate threshold.

4. The precise water leakage treatment system at the face of a shield tunnel according to claim 1, characterized in that, The control unit calculates the grouting control parameters by: obtaining the leakage flow rate value corresponding to the core leakage area; calling the pre-stored flow rate-grouting pressure matching model, taking the leakage water flow rate value, the coefficient value corresponding to the surrounding rock type, and the grouting flow foundation pressure as inputs, and calculating the grouting pressure value; and generating the corresponding grouting volume value according to the foundation grouting volume value and the preset flow compensation coefficient-flow mapping relationship table.

5. The precise water leakage treatment system at the face of a shield tunnel according to claim 2, characterized in that, The control unit calculates the drainage control parameters by: acquiring the seepage flow rate data collected by the leakage monitoring unit and determining the basic drainage power based on the seepage flow rate data; and correcting the basic drainage power based on the pressure at the inlet and outlet of the drainage hose to obtain the drainage power value required by the submersible pump.

6. A method for precisely treating water leakage at the face of a shield tunnel, applied to the precise water leakage treatment system at the face of a shield tunnel as described in any one of claims 1 to 5, characterized in that, include: S1. Real-time leakage data of the working face is collected through the leakage monitoring unit; S2. The control unit identifies and outputs the location information of the core leakage area based on the leakage data, and calculates the grouting control parameters based on the leakage data. The grouting control parameters include the grouting pressure value, the grouting volume value, and the grouting angle value. S3. The control unit sends a first control command to the directional grouting unit. The first control command indicates the grouting control parameters to drive the directional grouting unit to inject the sealing material into the core leakage area. S4. The control unit determines whether the leakage data has fallen below a preset safety threshold. When the leakage data falls below the preset safety threshold, the control unit stops the directional grouting unit from operating.

7. The method for precise treatment of water leakage at the face of a shield tunnel according to claim 6, characterized in that, The specific steps in step S2 for identifying the location information of the core leakage area include: the control unit acquiring strain data from multiple sampling points collected by the distributed optical fiber sensor; converting the strain data into leakage flow rate values ​​corresponding to each sampling point; and determining the boundary coordinates of the core leakage area based on the interval of continuous sampling points where the leakage flow rate values ​​exceed a preset flow rate threshold.

8. The method for precise treatment of water seepage at the face of a shield tunnel according to claim 6, characterized in that, Step S2, specifically, involves calculating the grouting control parameters as follows: the control unit obtains the leakage flow rate value corresponding to the core leakage area; it calls the pre-stored flow rate-grouting pressure matching model, taking the leakage water flow rate value, the coefficient value corresponding to the surrounding rock type, and the grouting flow foundation pressure as inputs, and calculates the grouting pressure value; and it generates the corresponding grouting volume value based on the foundation grouting volume value and the preset flow compensation coefficient-flow mapping relationship table.

9. A method for precise treatment of water leakage at the face of a shield tunnel according to claim 6, characterized in that, Step S3 also includes the step of synchronously activating the anti-clogging drainage unit, specifically including: the control unit calculates drainage control parameters based on the leakage data; sends a second control command to the anti-clogging drainage unit, the second control command carrying the drainage control parameters, to drive the anti-clogging drainage unit to pump out residual seepage water from the working face; wherein, the drainage control parameters include drainage power values.

10. A method for precise treatment of water leakage at the face of a shield tunnel according to claim 6, characterized in that, The procedure following step S4 includes: S5, the control unit continuously monitors the leakage data after grouting; S6, if it is determined that the leakage data rebounds and exceeds the safety threshold, then steps S2 to S4 are repeated until the leakage data is stably lower than the safety threshold.

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