A method for coordinated removal of water inrush and debris in TBM structural fracture zones

Abstract

This invention relates to the field of TBM tunnel construction technology and discloses a method for the coordinated removal of water inflow and debris accumulation in TBM structural fracture zones. The method includes: when the TBM encounters water inflow carrying debris, stopping excavation and conducting comprehensive detection; controlled excavation and connection of a small pilot tunnel behind the TBM tail shield; maintaining the natural outflow of water, guiding the water to flush and guide the debris accumulation in front of the TBM to the small pilot tunnel and a pre-designated debris collection area for separation and cleaning; after debris removal, controlling the TBM to retreat to free the cutterhead; subsequently, inspecting the cavities left by the scouring and performing zoned sealing and reinforcement according to their spatial location; finally, performing cyclical prediction detection and calculation on the unexcavated rock mass in front, and resuming excavation after pre-grouting reinforcement. This invention utilizes the kinetic energy of the water inflow to turn a potential hazard into an advantage, enabling rapid freeing of stuck equipment, and ensuring safe TBM construction under complex geological conditions through targeted structural repair and pre-grouting.

Description

Technical Field

[0001] This invention relates to the field of TBM tunnel construction technology, specifically to a method for the coordinated removal of water inflow and debris accumulation in TBM structural fracture zones. Background Technology

[0002] Currently, full-face tunnel boring machines (TBMs) are widely used in long and deep-buried tunnel projects. When traversing complex geological sections, these machines easily cut through structural fracture zones. Confined groundwater often carries surrounding mud and rock into the tunnel face. This water-carrying phenomenon causes the excavation space in front of the cutterhead to be occupied by solid material. Related mechanical components are subjected to physical compression from the accumulated material, causing the equipment to jam. Normal tunneling operations then cease.

[0003] In response to the water inrush and debris accumulation caused by the aforementioned geological conditions, conventional construction methods primarily involve frontal sealing. Workers construct a water-blocking structure near the working face. Gelatin material is injected into the water outlet using grouting equipment to seal the water passage. After confirming a decrease in local water flow, workers enter the confined area. Using small demolition tools, the mud-water mixture adhering to the surface of mechanical parts is peeled away, and manual debris removal and extrication operations are gradually carried out.

[0004] Directly blocking the water inflow path led to a continuous increase in hydrostatic pressure in front of the tunnel face. Water pressure exceeding the bearing capacity of the surrounding rock could damage surrounding structures. During the cleaning of accumulated debris, the main unit was not pre-controlled to retreat to create a physical gap; directly cleaning the debris in situ easily increased the mechanical load on the cutterhead. After debris removal, the cavities created by erosion within the strata were not filled with materials differentiated according to their elevation, resulting in limited recovery of the local rock mass's bearing capacity. Furthermore, existing advanced forecasting methods did not incorporate the thickness of the safety rock mass for preventing water inrush into the quantitative calculation system; the determination of the grouting stop distance lacked specific numerical constraints, and deviations in the reserved space increased the probability of water inrush during subsequent operations.

[0005] Therefore, the present invention provides a construction method for the coordinated removal of water inflow and slag accumulation in the fracture zone of a TBM structure, in order to overcome the shortcomings of the prior art. Summary of the Invention

[0006] To address the shortcomings of existing technologies, this invention provides a collaborative cleaning and removal method for water inflow and debris accumulation in TBM structural fracture zones. This method solves the problems of conventional direct sealing and removal when TBMs encounter water inflow and debris in structural fracture zones, which easily leads to secondary water damage and makes it difficult for the equipment to escape, as well as the lack of a quantitative control mechanism for repairing surrounding rock defects and subsequent advanced grouting after escape.

[0007] To achieve the above objectives, the present invention provides the following technical solution: A method for coordinated removal of water inrush and debris from TBM structural fracture zones includes the following steps: When the TBM equipment tunnels into the structural fracture zone and water inrush occurs, forming debris in front of the TBM equipment, the TBM equipment tunneling operation is stopped, and comprehensive forecasting and detection are carried out to obtain forecasting and detection data. Based on the forecast detection data, a small pilot tunnel was set behind the shield tail of the TBM equipment. Controlled excavation and temporary support operations were carried out on the small pilot tunnel until it was completed. After the small pilot tunnel is completed, the water inflow from the structural fracture zone is guided to guide the accumulated slag in front of the TBM equipment to the preset slag collection area for cleaning. After the slag is removed, the cutterhead of the TBM equipment is released from its slump. After the cutterhead is freed from its obstacle, the cavity left after the accumulated slag is removed is checked and the zoned sealing and reinforcement work is carried out. After the zonal closure and reinforcement work is completed, the TBM equipment resumes tunneling operations, conducts cyclical prediction and detection of subsequent structural fracture zones, and performs advanced grouting reinforcement work to achieve safe tunneling.

[0008] By adopting the above technical solution, a small guide tunnel is constructed on the rear side wall of the TBM equipment, and the kinetic energy of the sudden water flow is directly used as a transport carrier to flush and remove the accumulated slag. This transforms the water inrush into slag discharge power, avoiding the risk of water pressure accumulation and equipment flooding caused by conventional sealing operations. Combined with the bypass diversion and pressure relief mechanism of the small guide tunnel and the subsequent zoned sealing operation, the technical effect of achieving rapid extrication of stuck equipment and permanent repair of geological defect structures is achieved without damaging the mechanical components of the TBM.

[0009] Preferably, the specific steps for obtaining forecast detection data through integrated forecast detection are as follows: Calculate the collapse volume of the rock mass around the water outlet point, determine the three-dimensional coordinates of the collapse cavity outside the working face in front of the TBM equipment, and the spatial distribution of the slag around the cutterhead. After determining the spatial distribution of the accumulated slag, the acoustic reflection method and the complex frequency conductivity water detection method were used to detect the unexcavated rock mass in front of the tunnel face; Based on the combined results of acoustic reflection and multi-frequency conductivity water probing methods, a hydrogeological spatial model of the area in front of the tunnel face is established as predictive data.

[0010] By adopting the above technical solution, the sensitivity of acoustic wave reflection to the physical interface of rock mass and the identification characteristics of complex frequency conductivity to water-bearing medium are combined to achieve cross-verification of the geological defect outline and water-bearing distribution area, improve the three-dimensional spatial positioning accuracy of hydrogeological spatial model, and provide basic data support for the site selection of small pilot tunnel.

[0011] Preferably, after establishing the hydrogeological spatial model in front of the tunnel face, the method also includes surrounding rock instability risk assessment and early warning, with the following specific steps: Displacement sensors fixed to the initial support surface of the tunnel where the TBM equipment is located are used to collect vertical displacement data of the tunnel arch and horizontal displacement data of both sides of the sidewall. Calculate the cumulative daily change in settlement of the tunnel top and the current settlement rate within the current monitoring period. Combine the settlement weight coefficient and the rate weight coefficient to calculate the cumulative daily change in settlement and the current settlement rate, and obtain the surrounding rock instability risk warning index. The risk warning index for surrounding rock instability is compared with the preset safety threshold for surrounding rock instability. If the risk warning index for surrounding rock instability is greater than the preset safety threshold for surrounding rock instability, a work stoppage and reinforcement alarm signal is generated.

[0012] By adopting the above technical solution, a quantitative evaluation mechanism with dual control of displacement deformation and evolution rate is established. The cumulative daily subsidence change and the current subsidence rate are multiplied by the corresponding settlement weight coefficient and rate weight coefficient, respectively, and then summed to obtain a dynamic surrounding rock instability risk early warning index. This avoids the lag and false alarm rate of the single absolute displacement threshold judgment and improves the reliability of alarm signal triggering.

[0013] Preferably, the specific steps for controlled excavation and temporary support of the pilot tunnel are as follows: The excavation outline of the small pilot tunnel is marked at the location of the tunnel sidewall behind the TBM equipment shield tail. The working area of ​​the small pilot tunnel is excavated and a steel structure protective platform is erected in front of the working area of ​​the small pilot tunnel. The drilling and blasting method was used to arrange the blasting boreholes, and the straight seven-star hollow hole excavation was used for excavation. The phased blasting strategy was implemented, and the boreholes of the entire cross section were divided into independent detonation sections. The amount of explosive charge in each detonation section was controlled to not exceed the pre-set maximum single explosive charge threshold. A micro-delay detonation network is constructed, and sequential detonation breaks large rocks into fragments layer by layer.

[0014] By adopting the above technical solution, spatial initiation timing control is implemented by combining linear seven-star hollow slotting with micro-delay initiation network. Under the premise of limiting the amount of explosive in a single blast, rock mass liberation is completed, the risk of secondary disturbance to existing structural fracture zones caused by blasting vibration stress waves is reduced, and secondary collapse disasters are prevented.

[0015] Preferably, the specific steps for temporary support work after sequentially detonating large rocks to break them into fragments layer by layer are as follows: After removing the loose and unstable rock mass, a portal steel frame was fabricated by welding No. 18 I-beams and erected on the excavation section of the small pilot tunnel. Control the installation spacing between two adjacent portal steel frames, and use standard channel steel to weld the adjacent portal steel frames together into a whole structure; Wooden boards or steel pads are inserted into the gaps between the portal steel frame and the rock wall to serve as backing plates, ensuring that the portal steel frame is in uniform contact with the rock mass.

[0016] By adopting the above technical solution, a structural frame with displacement resistance is constructed using portal steel frame and standard channel steel. The back plate filling enables the support structure to achieve surface contact with the rough excavated rock wall, eliminating local stress concentration and enhancing the structural stability of the small pilot tunnel under the subsequent dynamic water scouring environment.

[0017] Preferably, the specific steps for guiding the water inflow in the fracture zone to discharge the accumulated slag in front of the TBM equipment to a pre-designated slag collection area for cleaning are as follows: Maintain the natural outflow of water and use the water flow energy to flush and remove solid particles and debris accumulated on the face of the tunnel, in front of the cutterhead, and around the side shields. The stripped slag is transported to the preset slag collection area through a small guide tunnel. An interception net and a grid device are set up in the preset slag collection area to block stones and gravel of a specified particle size within the preset slag collection area. Small excavators were used to clear the accumulated slag blocking the pre-designated slag collection area and load it out of the tunnel.

[0018] By adopting the above technical solution, the physical blocking effect of the pore size of the grid device is used to separate the solid-liquid mixture according to the particle size range, so as to realize the natural discharge of water flow and the concentrated interception of solid particles, avoid a large amount of mud and sand spreading to the rear of the main tunnel, and improve the slag removal efficiency of mechanical equipment.

[0019] Preferably, the specific steps for the cutterhead linkage escape are as follows: When the starting torque of the cutterhead is detected to be too high, the entire TBM equipment is controlled to retreat backward, so that a preset safety gap is created between the front of the cutter on the cutterhead and the rock mass at the working face for cleaning and maintenance. Enter the tool magazine of the TBM equipment to remove obstructions and restore the equipment to its original assembly state. After maintaining a preset safe gap between the tool disc and the front shield of the TBM equipment, start the tool disc rotation command. The torque and speed changes of the cutter head spindle are recorded in real time. When the monitored data fall back to the preset normal operating torque and speed reference range, it is confirmed that the TBM equipment has successfully broken free from the jamming state.

[0020] By adopting the above technical solution, a physical space gap is established by retracting the main machine, which eliminates the static friction resistance between the cutter and the collapsed body at the working face. Combined with manual cleaning of the cutter head and torque and speed monitoring feedback, it prevents the drive motor from being overloaded or the mechanical spindle from being torsional damaged due to forced start-up of the cutter head under jammed conditions.

[0021] Preferably, the specific steps for identifying and removing cavities after the accumulation of debris and performing zoned sealing and reinforcement work are as follows: The specific location, three-dimensional coordinates, and spatial dimensions of the cavities formed by erosion are obtained using ground-penetrating radar and endoscope equipment. High-density point cloud data is collected by laser 3D scanner to generate an investigation and inspection report. To address the cavity at the bottom of the invert arch, C20 concrete was pumped to backfill the invert arch. For the micro-crack-like cavities developed in the area below the arch waist height, a dual-liquid grouting pump is used to inject dual-liquid grout into the micro-crack network; For the large-volume cavities found in the area above the arch waist height, C30 concrete was pumped in layers for backfilling. After reaching the preset reinforcement strength standard, chemical foaming material was injected into the remaining cavities to fill and compact them.

[0022] By adopting the above technical solution, a differentiated material filling strategy is implemented based on the measured spatial elevation and volume morphology characteristics of the cavity. The load-bearing invert arch is backfilled with concrete, the micro-cracks that are prone to leakage are consolidated by double liquid grout penetration, and the large volume cavity at the top is filled with a composite filling of high-grade concrete and chemical foaming material, so as to achieve the matching of the physical and mechanical properties of the filling material with the specific load-bearing and waterproofing requirements of the area.

[0023] Preferably, the specific steps for cyclically predicting and detecting subsequent structural fracture zones and performing advanced grouting reinforcement are as follows: The acoustic reflection method and the complex frequency conductivity water detection method were used to jointly detect the surrounding rock in front of the tunnel face, and a preliminary geological model of the surrounding rock in front was generated. Start the advanced drilling equipment to drill verification boreholes at the designated location on the working face to verify and correct the location and scale information of the structural fracture zone and water-rich anomaly zone ahead; When the extracted volume of the water-rich anomaly exceeds the pre-set allowable threshold for the anomaly volume, it is determined that there is a major geological risk anomaly ahead, and the relative distance between the current working face position of the TBM equipment and the boundary of the major geological risk anomaly is calculated. When the actual remaining tunneling distance reaches the pre-set safety anti-outburst rock thickness limit, a forced shutdown command is issued to lock the TBM equipment shield posture and perform advanced grouting reinforcement operation.

[0024] By adopting the above technical solutions, a closed-loop detection system combining geophysical preliminary scanning and drilling correction is established. The allowable threshold of anomaly zone volume and the limit of safe anti-outburst rock block thickness are used as spatial joint control indicators to provide accurate distance basis for TBM equipment shutdown judgment and reserve sufficient space for advanced grouting operations.

[0025] Preferably, after issuing a forced shutdown command to lock the TBM equipment's shield posture, the specific steps for performing the advanced grouting reinforcement operation are as follows: Based on the closed water pressure data obtained from the verification borehole, the excavation diameter of the TBM equipment, the standard value of the rock block shear strength, and the safety factor for water inrush prevention, the minimum safe rock block thickness for preventing water inrush is calculated. By comparing the actual retention distance from the current working face to the major geological risk anomaly zone with the minimum safe anti-outburst rock block thickness, double-liquid grout or chemical grout is pumped into the reserved rock block and the major geological risk anomaly zone ahead through the grouting holes reserved at the working face to carry out advanced grouting reinforcement work; Inspection holes are drilled inside the reinforced body using advanced drilling equipment to assess the grouting reinforcement effect. When the uniaxial compressive strength reaches the preset uniaxial compressive strength standard, the TBM equipment tunneling operation is resumed.

[0026] By adopting the above technical solution and introducing the rock mechanics equilibrium calculation rules, the closed water pressure data, the TBM equipment excavation diameter, and the water inrush prevention safety factor are multiplied and then divided by the standard value of the rock block shear strength to calculate the specific value of the minimum safe rock block thickness for preventing water inrush. This value is used as the boundary constraint control condition for grouting operations. Combined with the uniaxial compressive strength acceptance verification by core sampling from inspection holes, it is ensured that the reserved rock block and the reinforced body together form a water-stop curtain with sufficient shear resistance to completely block the water inrush channel.

[0027] This invention provides a method for the coordinated removal of water inflow and debris accumulation in TBM (Tunnel Boring Machine) structural fracture zones. It offers the following advantages: 1. This invention involves excavating a small guide tunnel on the rear side wall of the TBM, utilizing the kinetic energy of the gushing water to flush and remove the accumulated slag in front of the cutterhead. The fluid and slag are then guided through the small guide tunnel to a slag collection area for separation. This method transforms the gushing water from a disaster-causing factor into a slag removal driving force, avoiding the equipment flooding danger caused by a sudden increase in water pressure in front of the tunnel face during conventional direct sealing operations. It improves the efficiency and safety of slag removal without damaging the TBM's mechanical structure.

[0028] 2. This invention establishes a physical clearance by controlling the TBM's overall retraction, thus relieving the static friction obstruction between the cutter and the collapsed rock mass. Combined with real-time monitoring of the spindle torque and speed, the equipment is freed from its predicament. After removing the accumulated debris, differentiated filling is implemented based on the three-dimensional elevation characteristics of the cavities. Concrete backfilling is applied to the invert arch, while dual-liquid grout or chemical foaming materials are injected into the top and micro-cracks. This zoned sealing and reinforcement operation can specifically restore the bearing capacity and impermeability of the surrounding rock in different areas, repairing geological defects caused by previous water erosion.

[0029] 3. This invention establishes a cyclical prediction mechanism that includes preliminary geophysical exploration and drilling correction. By combining acquired parameters such as closed water pressure and TBM excavation diameter, the minimum safe rock mass thickness for preventing outbursts is quantitatively calculated. This calculated value is used as a distance constraint for forced shutdown, guiding the TBM to reserve sufficient rock mass space before encountering major risk sources. This allows for the smooth execution of pre-grouting reinforcement operations, proactively blocking water inflow channels in subsequent structural fracture zones, and ensuring the safety of the subsequent tunneling process. Attached Figure Description

[0030] Figure 1 This is a diagram of the main module architecture of the system of the present invention; Figure 2 This is a flowchart summarizing the method of the present invention; Figure 3 This is a flowchart of the state monitoring and integrated forecasting steps of the present invention; Figure 4 This is a flowchart of the pilot tunnel excavation and controlled support steps of the present invention; Figure 5 This is a flowchart of the slag removal and cutterhead unblocking steps of the present invention; Figure 6 This is a flowchart of the cavity sealing and partition reinforcement steps of the present invention; Figure 7 This is a flowchart of the cyclic forecasting and pre-reinforcement tunneling steps of the present invention; Figure 8 This is a schematic diagram showing the location of the collapsed cavity and the distribution of the slag accumulation state according to the present invention; Figure 9 This is a schematic diagram of the drilling and blasting hole layout for the small pilot tunnel excavation according to the present invention; Figure 10 This is a schematic diagram illustrating the relationship between critical flow velocity and particle size under different friction correction coefficients according to the present invention; Figure 11 This is a schematic diagram of the cavity grouting backfilling and zoned reinforcement of the present invention; Figure 12 This is a comparison chart of the cumulative settlement of the tunnel arch over time under different construction methods of the present invention. Detailed Implementation

[0031] The technical solutions in 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 skilled in the art without creative effort are within the scope of protection of the present invention.

[0032] See attached document Figure 1This invention provides a collaborative cleaning and drainage system for water inflow and debris accumulation in TBM structural fracture zones. Based on the collaborative construction method executed by the system, the system may include a status monitoring and early warning module, a controlled excavation module for pilot tunnels, a water inflow and debris cleaning and drainage module, a cavity sealing and reinforcement module, and an advanced prediction and tunneling module.

[0033] The condition monitoring and early warning module is used to issue shutdown commands when water inrush and muck carryover occur in the TBM, and to collect data on water output, shield pressure, muck discharge from the conveyor belt, and tunnel settlement and displacement for risk assessment and early warning. The module communicates with the TBM's control board and sends control commands to stop the cutterhead rotation and the propulsion cylinders when a water inrush and muck carryover signal is detected. Simultaneously, the module obtains shield pressure values ​​through pressure sensors deployed on the outside of the TBM shield, and muck discharge values ​​through weighing sensors deployed on the conveyor belt. Combined with water output values ​​from flow meters and tunnel settlement and convergence values ​​from displacement sensors, it calculates a surrounding rock instability risk warning index. When the surrounding rock instability risk warning index exceeds a preset instability threshold, the module triggers a shutdown and reinforcement alarm signal.

[0034] The controlled excavation module for the pilot tunnel is used to locate the coordinates of the small pilot tunnel behind the TBM tail, erect a protective platform, and perform controlled drilling and blasting excavation and portal-type temporary support based on short advances and weak blasting. The module acquires the current three-dimensional spatial coordinate data of the TBM and determines the excavation outline boundaries of the small pilot tunnel at the left and right sidewalls, located 1m to 3m behind the TBM tail. Before starting the excavation operation, the module controls the erection of an equipment protective platform in front of the small pilot tunnel working area, composed of H-beams, channel steel, and 10mm thick steel plates. During excavation, the module executes drilling and blasting operations according to preset blasting control parameters, including a straight seven-star hollow-hole cut layout, an excavation advance of no more than 1m per cycle, and a single blast charge not exceeding the preset maximum single blast charge threshold (preferably no more than 4kg in this embodiment). After the pilot tunnel is blasted and excavated, a portal frame welded from No. 18 I-beams is used for temporary support. The longitudinal spacing of the portal frames is controlled between 0.8m and 1.0m, and adjacent portal frames are longitudinally welded together using channel steel.

[0035] The water inflow and debris removal module is used to establish a water flow channel after the small pilot tunnel is completed. It utilizes the kinetic energy of the inflowing water to flush out the accumulated debris around the cutterhead and shield, and performs mechanical and manual interception and removal downstream. After the small pilot tunnel is completed, the water inflow and debris removal module introduces the water from the structural fracture zone into the small pilot tunnel space, guiding the water to flow outward through the small pilot tunnel. The water flow uses hydrodynamics to strip off the granular debris from the bed surface in front of the tunnel face, in front of the cutterhead, and around the TBM shield, carrying it to the outside of the small pilot tunnel. Downstream of the water flow channel, in a pre-designated debris collection area, the water inflow and debris removal module is equipped with a grid interception device to isolate and collect the debris particles and boulders carried by the water flow. The intercepted debris is then transported out of the tunnel using a small excavator in conjunction with transfer equipment. When the slag removal rate decreases and the cutterhead drive torque is still higher than the preset resistance threshold, the water inrush slag removal and guide module sends a backward command to the TBM control main board, causing the cutterhead to move backward by 1m to 2m to form a cleaning gap, cleaning the interference rocks around the cutter chamber and shield, and sending a low-speed test rotation command to the cutterhead after confirming that there is no structural interference.

[0036] The cavity sealing and reinforcement module is used to identify cavities remaining at the tunnel face and around the shield body after dewatering. Based on the cavity height and location, it coordinates concrete pumping backfilling, dual-liquid grout sealing, and chemical foam filling. After the removal of water inflow and accumulated debris, the cavity sealing and reinforcement module uses a laser contour scanner to acquire three-dimensional distribution data of scour cavities and collapsed cavities at the tunnel face, arch crown, arch waist, and bottom of the invert. For scour cavities at the bottom of the invert, the module controls pre-embedded grouting pipelines and pumps C20 concrete for backfilling. For micro-crack-like cavities developed below the arch waist height, dual-liquid grouting equipment is used for grouting sealing. For large-volume cavities measured above the arch waist height, C30 concrete is pumped layer by layer from bottom to top through at least three pre-embedded concrete pumping pipelines. Chemical foam material is injected into the remaining unfilled cavity area at the top to complete the construction of the composite reinforcement layer.

[0037] The advanced prediction tunneling module is used to, after the TBM returns to its normal position, coordinate with geophysical exploration and advanced drilling equipment to determine the hydrogeology ahead, and to perform grouting pre-reinforcement and safe distance control tunneling. Before the TBM resumes tunneling operations, the advanced prediction tunneling module uses HSP acoustic reflection detection equipment and CFC multi-frequency electrical conductivity water detection equipment for comprehensive detection, and verifies this through physical drilling with advanced horizontal drilling equipment to obtain longitudinal distribution data of fracture zones and water-rich cavities within a range of 30m to 50m ahead of the tunnel face. When the detection data ahead indicates the presence of a large fracture zone or water-rich cavities, the advanced prediction tunneling module calculates the thickness of the safe anti-outburst rock block and sends a stop tunneling command when the TBM tunnels to a position 7m to 10m away from the abnormal area. Subsequently, it controls the grouting equipment to perform advanced grouting reinforcement operations on the abnormal area ahead using dual-liquid grout or chemical grout. After the advanced horizontal borehole verifies again that the water pressure in the reinforced area is below the safe threshold, it sends a resumption tunneling command to the TBM.

[0038] See attached document Figure 2 The present invention provides a method for the coordinated removal of water inrush and debris in TBM structural fracture zones, which may include: Step S100: Shutdown, Evacuation, and Comprehensive Status Forecasting. Step S100 is executed through the status monitoring and early warning module. When the TBM equipment tunnels into a structurally fractured zone and water inrush and muck carryover occur at the TBM face or near the cutterhead, water emerges from the cutterhead maintenance hole, or the main conveyor belt experiences abnormal muck discharge, the TBM tunneling operation is immediately stopped, and non-essential personnel are evacuated. The range of muck accumulation, the location of the water outlet, and the cutterhead obstruction status are identified using water flow monitoring equipment, shield pressure monitoring equipment, and main conveyor belt muck outlet observation equipment. A comprehensive forecasting and detection system is employed using acoustic reflection detection equipment, multi-frequency electrical conductivity water detection equipment, and advanced horizontal drilling equipment to detect fractures, water-bearing structures, cavities, or weak fractured zones ahead of the tunnel face, acquiring anomaly reflection data and surrounding rock change data.

[0039] Step S200: Small pilot tunnel positioning and controlled excavation support. This step S200 is executed via the controlled excavation module for the pilot tunnel. Based on the forecast detection data obtained in step S100, the location of the small pilot tunnel is set 1m to 3m behind the tail of the TBM shield, and a steel protective platform is erected in front of the working area of ​​the small pilot tunnel. The small pilot tunnel is excavated in its entirety using the drill-and-blast method. During the excavation process, a combination of short advances, weak blasting, staged detonation, and hollow-hole cutting is used to control blasting vibration, while sensors are used to monitor the pressure data of the TBM shield in real time. After the small pilot tunnel is excavated, I-beam gantry frames are used for temporary support operations, with channel steel connecting adjacent gantry frames until the small pilot tunnel is completed.

[0040] Step S300: Utilize the coordinated action of water inflow and slag removal with the cutterhead to detach the debris. This step S300 is executed via the water inflow and slag removal module. After the small guide tunnel is completed, the slag in front of the working face, in front of the cutterhead, and around the TBM equipment shield is guided by the water flow into the small guide tunnel and discharged to the pre-set slag collection area in the invert arch. A screen or grid is installed downstream of the pre-set slag collection area in the invert arch to intercept fine debris and boulders, and excavating machinery is used to clean the slag. When the slag is not completely detached from the cutterhead, the cutterhead is moved backward 1m to 2m to create a cleaning gap between the slag and the cutterhead, cleaning the cutter chamber, blade edges, cutter holes, and slag around the cutterhead. After cleaning, a test rotation of the cutterhead is performed until it resumes normal rotation.

[0041] Step S400: Investigation and Reinforcement of Remaining Cavities through Zoned Grouting and Backfilling. This step S400 is executed via the cavity sealing and reinforcement module. After the water inflow decreases and debris is cleared, the tunnel face, tunnel crown, tunnel waist, and invert bottom are inspected for cavities, scour cavities, or loose deposits. Cavities identified at the invert bottom are backfilled with C20 concrete. Cracked areas below the waist are sealed with a two-component grout. For cavities above the waist, concrete pumping pipes are pre-embedded, and C30 concrete is pumped in layers for backfilling. Once the concrete backfill reaches the designed thickness, polyurethane-based chemical foaming materials are used to grout and fill the remaining cavities, completing the zoned sealing and reinforcement of collapsed cavities.

[0042] Step S500 involves subsequent cyclic geophysical exploration and pre-reinforcement for safe tunneling in fracture zones. This step S500 is executed via the advanced prediction tunneling module. After the TBM resumes tunneling operations, cyclic prediction exploration is conducted on subsequent sections with dense structural fractures using acoustic reflection detection equipment, multi-frequency electrical conductivity water detection equipment, and advanced horizontal drilling equipment. When a fracture or cavity anomaly is detected ahead, the TBM is stopped at a distance of 7m to 10m from the anomaly, and advanced grouting reinforcement is performed using dual-liquid grout and chemical grout. After the grouting reinforcement is completed, the reinforcement effect is verified again through advanced drilling. Once the stability requirements are met, the TBM resumes forward tunneling, and the tunnel settlement and convergence of the treated section are continuously monitored and measured.

[0043] See attached document Figure 3 This invention provides a method for the coordinated removal of water inrush and debris in TBM structural fracture zones, which may include: step S100 shutdown and evacuation and comprehensive status forecasting. This step is executed through a status monitoring and early warning module and includes the following sub-steps: Sub-step S101: Identification of water inrush and debris-carrying status based on shield pressure and monitoring video. When the full-face hard rock tunnel boring machine (TBM) advances to the structural fracture zone, if groundwater gushes out in front of the tunnel face and the water flow carries rock debris, the central control system issues a shutdown command. Upon receiving the shutdown command, the cutterhead of the full-face hard rock tunnel boring machine stops rotating, the main thrust cylinder stops extending, and the main drive power supply circuit is cut off, stopping the tunneling operation.

[0044] After the full-face hard rock tunnel boring machine (TBM) stops operating, the personnel working near the tunnel face are evacuated to a safe area. Once the personnel have evacuated, the control system activates multiple sets of sensors inside and outside the TBM, and turns on the video monitoring equipment located at the front of the TBM to continuously collect on-site image data from the tunnel face, in front of the shield, and behind the cutterhead.

[0045] By reading image data transmitted from video monitoring equipment and combining it with pressure values ​​output by shield pressure sensors installed on the top and side shields of the full-face hard rock tunnel boring machine, the collapse volume of the rock mass surrounding the water point is calculated. Based on the distribution area of ​​pressure increase at each location and the geometric dimensions of the accumulated debris in the image data, the three-dimensional coordinates of the collapse cavity outside the tunnel face and the spatial distribution of the accumulated debris around the cutterhead are determined.

[0046] Sub-step S102: Advanced geological exploration of the tunnel face based on acoustic reflection and complex frequency conductivity. After determining the spatial distribution of the accumulated debris, the advanced geological exploration program is initiated, using acoustic reflection and complex frequency conductivity water detection methods to explore the unexcavated rock mass in front of the tunnel face. The acoustic reflection method emits elastic waves into the rock mass in front of the tunnel face and records the reflected signals, while the complex frequency conductivity water detection method sends alternating current into the formation and measures the formation's conductivity response.

[0047] When using the acoustic reflection method, the seismic source and geophone are fixed to the support structure behind the cutterhead of a full-face hard rock tunnel boring machine. The excitation device generates seismic waves that propagate forward of the tunnel face. When the seismic waves encounter the interface of a fault or fracture zone, they generate reflected waves, which are recorded by the geophone. The control system calculates the coordinates of the reflection anomaly area in the rock mass ahead of the tunnel face based on the travel time parameters and amplitude values ​​of the reflected waves.

[0048] When performing the multi-frequency conductivity water exploration method, the transmitting antenna outputs electromagnetic waves of different frequencies to scan the resistivity distribution of the rock mass in front of the tunnel face. Since the water-bearing fracture zone has low resistivity values, the receiving antenna collects apparent resistivity data at different depths. The control system analyzes the apparent resistivity variation curves, extracts the spatial boundary coordinates of the water-rich area and the water content value, and, by integrating the detection results from the acoustic reflection method, establishes a hydrogeological spatial model of the area in front of the tunnel face.

[0049] Sub-step S103: Risk assessment and early warning of surrounding rock instability based on tunnel displacement monitoring. After acquiring the hydrogeological spatial model, displacement sensors fixed to the initial support surface of the tunnel are used to collect vertical displacement data of the tunnel arch and horizontal displacement data of both sides of the sidewalls at a set sampling frequency. The displacement sensors convert the displacement data into electrical signals and send them to the backend processor via transmission cables.

[0050] After receiving the displacement data, the background processor calculates the cumulative daily change in tunnel top subsidence and the current subsidence rate within the current monitoring period. The processor then calls a preset evaluation algorithm to calculate the surrounding rock instability risk warning index. The specific calculation formula for the surrounding rock instability risk warning index is as follows: ; in, The surrounding rock instability risk warning index represents the comprehensive deformation risk level of the tunnel surrounding rock under the influence of water inrush, with a value range of 0 to 1. The settlement weighting coefficient represents the proportion of the absolute settlement to the overall risk, and its value is 0.6. The cumulative daily change in subsidence represents the actual vertical displacement of the tunnel roof during the current monitoring period, expressed in mm. The maximum allowable settlement limit value represents the displacement control limit set according to specifications and geological conditions, and is taken as 5mm. The rate weighting coefficient represents the proportion of the displacement change rate's contribution to the overall risk, and its value is 0.4. The current subsidence rate represents the change in surrounding rock settlement per unit time, expressed in mm / d. The maximum allowable subsidence rate is the rate threshold for determining that the surrounding rock is in a dangerous state, and its value is 3 mm / d.

[0051] After calculating the surrounding rock instability risk warning index, the background processor compares the index with the preset surrounding rock instability safety threshold in the memory. If the surrounding rock instability risk warning index is greater than the preset surrounding rock instability safety threshold, the processor generates a work stoppage and reinforcement alarm signal, outputs an alarm prompt on the display, instructs all related excavation operations to be stopped and reinforcement equipment to be started to perform support and reinforcement operations on the unstable area.

[0052] See attached document Figure 4 This invention provides a method for the coordinated removal of water inflow and debris in the fracture zone of a TBM structure, which may include: step S200, positioning and controlled excavation support of a small pilot tunnel. This step is executed through a controlled excavation module for the pilot tunnel and includes the following sub-steps: Sub-step S201: Delineation of the outline of the small guide tunnel behind the shield tail and erection of the steel structure protection platform.

[0053] After determining the conditions of accumulated debris and water inflow, the control system delineates the excavation outline of the pilot tunnel within an area 1 to 3 meters behind the shield tail of the full-face hard rock tunnel boring machine, selecting the locations of the left and right sidewalls. Preferably, the excavation starting point is set 2 meters from the shield tail. Based on preset dimensions, the height of the pilot tunnel is set to 1.6 to 2.0 meters, the width to 0.8 to 1.2 meters, and the total excavation length to 6 to 10 meters. Surveyors mark the excavation boundary on the tunnel sidewall surface according to this outline, providing a working reference surface for subsequent manual drilling and blasting operations.

[0054] At the front end of the excavation outline, a small pilot tunnel working area with a height of 1.8m, a width of 1.0m, and a depth of 1.5m was first excavated. This pilot tunnel working area serves as a transitional space for subsequent equipment parking and personnel dispatch. Its four walls are initially sealed with shotcrete to prevent loose rock blocks from falling. After the working chamber is formed, the construction workers transport the drilling equipment and temporary support materials needed later to this area for storage.

[0055] Directly in front of the pilot tunnel working area, construction workers erected an equipment protection platform using steel structure materials. The platform's columns and beams were constructed using 125H-beams, with No. 10 channel steel used for rigid fixing. Channel steel purlins spaced 0.5m apart were installed on the top and front surfaces, and 10mm thick steel plates were laid on top of them. The completed protection platform effectively isolates flying rocks generated by blasting, protecting the side shields and internal hydraulic lines of the full-face hard rock tunnel boring machine.

[0056] Sub-step S202: Controlled drilling and blasting excavation of the small guide tunnel based on the straight seven-star hollow slot.

[0057] After the protective platform was erected, the construction workers arranged blasting boreholes on the face of the pilot tunnel according to the controlled drilling and blasting plan. To increase the free face and reduce the clamping effect of blasting, a straight seven-star hollow-hole cut-out method was used for excavation. The construction workers vertically drilled a straight line of cut-out holes in the central area of ​​the excavation section, leaving some central holes unloaded as empty holes. Auxiliary holes and peripheral holes were arranged in sequence around the cut-out holes, so that the bottom of each hole was on the same vertical section.

[0058] To control the impact of blasting energy release on adjacent equipment, the depth of each cycle is set to no more than 1 meter. A multi-stage blasting strategy is implemented during the charging phase, dividing the entire cross-section of the borehole into three independent detonation sections. Surveyors weigh and control the amount of explosive in each detonation section to ensure it does not exceed a pre-set maximum single-stage explosive charge threshold (e.g., 4 kg in this embodiment). After the explosive is loaded, the borehole is sealed tightly with stemming material, concentrating the blasting energy on the rock mass for fracture.

[0059] After the explosive charge was loaded, the workers connected the various blast holes using non-electric detonating cords to create a micro-delay detonation network. The control system set the delay time between each section, ensuring that the cut holes, auxiliary holes, and surrounding holes were detonated sequentially. After personnel evacuated to a safe distance, the detonator sent a detonation signal to trigger the detonators. The blasting operation, through multiple small-volume detonations, gradually broke large rocks into fragments.

[0060] Sub-step S203: Shield blasting vibration monitoring and velocity control based on triaxial sensors.

[0061] Before each blasting operation, monitoring personnel fix triaxial vibration velocity sensors on the outer surfaces of components such as the side shield main bearings and main thrust cylinders of the full-face hard rock tunnel boring machine. The sensors are connected to a central processing server via data transmission cables. At the moment of detonation, the sensors synchronously collect high-frequency vibration signals from the structural surface and convert them into digital waveform files, which are then transmitted to the server.

[0062] After receiving the data, the central processing server calls the built-in evaluation model to calculate the peak vibration parameters to verify whether the blasting design meets the equipment safety limits. The specific calculation formula for the blasting particle vibration velocity is as follows: ; in, is the vibration velocity of the blasting particles, which represents the peak vibration intensity of the blasting seismic wave propagating to the surface of the shield of the full-face hard rock tunnel boring machine, and is expressed in cm / s; The site medium response coefficient represents the amplification or attenuation characteristics of the rock mass in the tectonic fracture zone to the propagation of seismic waves, and its value ranges from 150 to 250. This represents the maximum amount of explosive charge in a single stage, which is the core charge parameter that controls the scale of the blasting, and is expressed in kg. The straight-line distance from the blast source to the shield represents the spatial span from the epicenter to the measuring point of the protected full-section hard rock tunnel boring machine, in meters. The attenuation index of blasting seismic waves represents the rate at which energy decays with distance, and its value ranges from 1.5 to 2.0.

[0063] The server compares the calculated vibration velocity of the blasting particles with the set safety threshold. If the calculated value is greater than the safety threshold, the control system generates an alarm. After receiving the feedback data, on-site technicians reduce the amount of explosive used in the next cycle or increase the number of detonation stages. If the calculated value is less than or equal to the safety threshold, it indicates that the controlled blasting parameters meet the set requirements, and the next cycle of pilot tunnel excavation continues according to the current parameters.

[0064] Sub-step S204: Temporary support for the guide tunnel I-beam portal frame is longitudinally welded to the channel steel.

[0065] After the blasting operation is completed, the control system activates the tunnel's main ventilation fan and local ventilation equipment to expel the blasting toxic gases and dust from the pilot tunnel to the outside. Dedicated safety personnel observe the tunnel entrance for no less than 2 hours. Only after confirming that the concentration of toxic gases has dropped to a safe level and that there are no falling rocks from the roof can the workers enter the pilot tunnel. Once inside, personnel will conduct roof-finding work on the tunnel face and both side walls, removing any loose or unstable rock masses.

[0066] After the unstable rock was removed, temporary support work was carried out on the pilot tunnel to control the deformation of the surrounding rock. Workers used No. 18 I-beams to weld and fabricate portal steel frames, which were then erected on the excavated section of the pilot tunnel. The base of the portal steel frame was supported on the bedrock, and the top was flush with the tunnel roof. The spacing between adjacent portal steel frames was controlled between 0.8 and 1.0 meters; in areas with numerous fissures, the portal steel frames were spaced closer together.

[0067] After the portal steel frame was erected, construction workers used standard channel steel as longitudinal connectors to weld adjacent portal steel frames together into a single structure, increasing the longitudinal stiffness and overturning resistance of the temporary support. Subsequently, wooden planks or steel pads were inserted into the gaps between the portal steel frame and the rock wall as backing plates to ensure uniform contact between the steel frame and the rock mass. During the final cycle of blasting excavation, a protective rock pillar distance of no less than 1 meter was maintained. After the overall temporary support system passed inspection, the pilot tunnel entered the pre-breakthrough stage.

[0068] See attached document Figure 5 The present invention provides a construction method for coordinated cleaning of water inflow and debris accumulation in TBM structural fracture zones, which may include: step S300, utilizing the coordinated water inflow and debris accumulation guide and cutterhead linkage to detach the debris, executed through the water inflow and debris cleaning guide module, including the following sub-steps: Sub-step S301: Utilize the kinetic energy of the water gushing from the pilot tunnel to scour and remove accumulated debris near the tunnel face. After the pilot tunnel reaches the predetermined area, the construction system maintains the natural outflow of the water without performing any sealing operations. The water gushes out through the structural fissure zone ahead and flows directly towards the entrance of the newly excavated pilot tunnel along the preset slope and spatial path. This process transforms the pressurized water originally confined in front of the TBM into free flow with directional flow characteristics.

[0069] Under the continuous action of the water flow, the kinetic energy of the water directly acts on the solid particles and debris accumulated at the working face, in front of the cutterhead, and around the side shields. The high-speed water flow generates shear and thrust forces, disrupting the static stability of the deposits and transforming them from a tightly compacted state to a loose state that moves with the water flow. This scouring and stripping mechanism transforms the gushing water into a power source for removing the deposits.

[0070] As the stripping process progresses, a large amount of fine debris and rocks are suspended or carried away from the initial accumulation area as bedload. Water flow carries these solid materials through small guide tunnels to the rear, reducing the burial load on the cutterhead front and the outer side of the shield. The reduction of surrounding debris gradually exposes the encased machinery, providing the necessary working space for subsequent manual intervention and machinery extrication.

[0071] Sub-step S302: Critical slag-carrying velocity verification of the guide channel based on hydrodynamic principles. To ensure that the debris stripped by the gushing water can smoothly pass through the small guide tunnel without settling midway, the system calculates and verifies the hydrodynamic parameters within the transport channel based on formation conditions and water flow status. By analyzing the balance between water kinetic energy and the gravity of solid particles, the minimum water flow velocity required to maintain continuous particle movement is determined. This verification process is the core mechanism to prevent secondary blockage inside the channel.

[0072] When the actual monitored water flow velocity is lower than the minimum requirement for calculation, large boulders in the water flow will preferentially settle, thus intercepting smaller particles and ultimately causing the drainage channel to fail. Therefore, the water flow velocity must be ensured to always be greater than the sludge-carrying initiation velocity by adjusting the channel cross-sectional area or optimizing the flow path. According to hydrodynamic principles, the critical sludge-carrying velocity is characterized by a specific mathematical relationship.

[0073] The formula for calculating the critical slag-carrying velocity is as follows: ; in, Critical sediment-carrying velocity is the minimum water flow velocity that can drive and carry particulate sediment from the bottom bed in continuous motion, and its unit is m / s. The flow channel friction correction coefficient represents the effect of the roughness of the bottom plate and sidewalls of the small guide tunnel on the kinetic energy loss of water flow, and its value ranges from 0.75 to 0.90. ρ is the acceleration due to gravity, which represents the acceleration constant of an object due to Earth's gravity, and has a value of 9.8 m / s². 2 ; The density of the debris is the mass per unit volume of the collapsed rock fragments, expressed in kg / m³. 3 ; The density of the inrush fluid is the mass per unit volume of the fissure water, expressed in kg / m³. 3 ; The representative particle size of the slag is the average equivalent diameter of the main rock blocks or gravel that need to be discharged, in mm. is the particle flow resistance coefficient, which represents the characteristic parameter of dynamic pressure resistance experienced by irregularly shaped sludge in water flow, and its value ranges from 0.4 to 1.2.

[0074] Sub-step S303: Downstream bar screen interception and isolation combined with mechanical and manual slag removal and transportation. As the gushing water containing a large number of solid particles flows out of the small guide tunnel, the water flows into the invert arch area behind the TBM or a pre-arranged slag collection trough. High-strength interception nets and bar screen devices are installed in front of the drainage ditch in this area and at the front end of the invert arch precast blocks. The aperture of these devices is designed with a mesh size that allows water to flow smoothly while blocking stones and gravel larger than a specified particle size within a specific area.

[0075] The intercepted solid debris quickly accumulated, at which point small excavators and other engineering machinery were deployed for clearing. The buckets at the front of the excavators scooped up the piles of rocks and loaded them onto transport vehicles or belt conveyor systems, transporting them out of the tunnel. The continuous operation of the machinery ensured that the slag collection area had sufficient capacity to prevent overflow of materials flushed out later.

[0076] For edges and corners that are difficult for mechanical equipment to reach, as well as small deposits at the bottom of the screen, meticulous cleaning is carried out manually using shovels and wheelbarrows. Operators remove attachments from the screen surface based on the deposition of substances carried by the water flow, ensuring that the cross-section of the water flow channel does not decrease due to debris accumulation. This combined mechanical and manual approach ensures effective separation of the water flow path from the debris transport path.

[0077] Sub-step S304: The cutterhead retraction and clearance clearance are linked for trial operation. After the initial water flushing and external removal, most of the loose material has been carried away. If the starting torque of the cutterhead is still too high at this point, the system controls the TBM head to retract backward by 1 to 2 meters. This rearward movement of the cutterhead creates a distance between the cutter face and the rock mass at the tunnel face, generating a safe clearance for cleaning and maintenance. Simultaneously, some rocks that were originally stuck in the gap fall out due to the loss of their compressive support.

[0078] After confirming the safety clearance was stable, construction personnel entered the cutterhead chamber behind the cutterhead through the maintenance passage. Targeted cleaning operations were carried out on stubborn rocks that could not be washed away by the water flow. Personnel inspected and removed solid objects stuck inside the blade openings, at the edges of the central cutter hole, and at the connection between the cutterhead back plate and the shield. If there were firmly stuck obstructions, the cleaning passage was widened by removing some face or side blades to completely remove the internal obstructions from the cutterhead chamber.

[0079] After the cleanup operation is completed, personnel withdraw from the cutterhead and restore the equipment to its original assembly state. The system maintains a gap of no less than 20mm between the cutterhead and the front shield, and then initiates the cutterhead rotation command according to the set low-speed mode. During rotation, the system records the torque and speed changes of the spindle in real time, checking whether there is still friction or interference between the cutterhead and the surrounding shields. When all monitoring data return to the preset normal operating torque and speed reference values, it is confirmed that the TBM equipment has successfully disengaged from the jamming state and restored its basic tunneling capability.

[0080] See attached document Figure 6 This invention provides a method for the coordinated removal of water inflow and debris in TBM structural fracture zones, which may include: step S400, investigation of remaining cavities and zonal grouting backfilling reinforcement, executed through a cavity sealing reinforcement module, including the following sub-steps: Sub-step S401: Inspection of residual cavities at the tunnel face and around the shield body based on radar scanning. The inspection operation begins after the cutterhead resumes normal rotation and the water inflow at the tunnel face and around the TBM shield significantly decreases to below the preset water flow velocity threshold. The inspection area covers all concealed spaces of the excavation section, specifically the area directly in front of the tunnel face, the tunnel arch area, the tunnel arch waist area, and the invisible space at the bottom of the invert.

[0081] High-frequency scanning was conducted on the visible blind spots around the TBM shield using ground-penetrating radar and endoscope equipment to obtain the specific three-dimensional coordinates and spatial dimensions of cavities formed by groundwater erosion. Combined with a laser 3D scanner, high-density point cloud data was collected from the currently exposed stable surrounding rock surface to construct a digital model of the geometric morphology of the tunnel face and the collapsed cavities around the shield.

[0082] The collected cavity size parameters and high-density point cloud data are transmitted to a data processing terminal. The terminal compares the standard TBM excavation outline with the actual perimeter of the collapsed cavity, generating an inspection report that includes the overall volume of the cavity, its intrusion depth, and the extension direction of surrounding micro-cracks. Based on the inspection report, all discovered cavities and collapsed cavities are marked with red paint and assigned coordinates at the construction site.

[0083] Sub-step S402: Partitioned multi-media combined sealing and reinforcement of concealed cavities and micro-cracks. Based on the generated inspection report, systematic partitioned sealing and reinforcement work is performed. For cavities at the bottom of the invert, C20 concrete is prepared on-site and backfilled directly into the scour cavities at the bottom of the invert using high-pressure pumping equipment. Backfilling continues until the top plane is flush with the designed invert elevation, and the concrete is left to stand until its strength reaches 75% of the design compressive strength. For micro-crack-like cavities developed below the arch waist height, a two-component grout composed of ordinary silicate cement and water glass is prepared. The two-component grout is injected into the micro-crack network using a two-component grouting pump. After the grout solidifies, it forms a water-stopping seal that blocks the flow of groundwater.

[0084] For the large-volume cavities found in the area above the arch height, at least three dedicated concrete pumping pipes are pre-embedded along the annular gap on the back of the TBM shield. The outlets of these multiple concrete pumping pipes are arranged in a stepped manner from bottom to top according to different structural elevations. C30 concrete is pumped in layers from the bottom to the top through the pre-embedded concrete pumping pipes, with the volume of each pumping operation strictly controlled to not exceed 8m³. 3 Within the volume range, after the C30 concrete poured in the lower layer reaches the final set and initial hardening state, the continuous pumping operation of the next layer of C30 concrete is carried out until the total thickness of the C30 concrete backfill at the arch top reaches the preset reinforcement strength standard of not less than 3.5m.

[0085] After the C30 concrete backfilling reaches the preset reinforcement strength standard, a special chemical foaming material is used to fill and compact the remaining irregular micro-cavities at the top of the tunnel. Isocyanate and polyether polyol are rapidly mixed in a static mixer at a 1:1 volume ratio. A specialized two-component grouting machine is then used to inject the reacted chemical foaming material at high speed into the remaining cavities. The chemical foaming material undergoes a volume expansion reaction and rapidly solidifies within the sealed cavities, ultimately forming a polyurethane reinforcement layer that tightly adheres to the external rock wall and possesses a certain compressive load-bearing capacity.

[0086] Sub-step S403: Calculation and feedback control of safety grouting pressure for shield deformation prevention. During the sealing grouting reinforcement operation using dual-liquid grout and chemical foaming materials, high-precision pressure sensors installed on the pipeline monitor the fluid pressure changes inside the grouting pipeline in real time. The instantaneous grouting pressure is strictly controlled to prevent high-pressure grout from causing extrusion deformation and damage to the metal shell of the TBM shield. The initial output value of the grouting pressure is set to 0 MPa, and the set grouting pressure is gradually and steadily increased as the volume of grout injected into the pipeline increases.

[0087] Throughout the construction process of gradually increasing the external grouting pressure, the system control unit continuously compares the real-time monitored pressure value with the pre-calculated upper limit of the safe control pressure. When the actual monitored pressure value reaches 90% of the safe grouting control pressure value, the variable frequency pressure regulating valve is automatically triggered to reduce the output rate of the dual-liquid grouting pump. If the actual monitored pressure value touches or even exceeds the absolute upper limit of the safe grouting control pressure, the system control unit immediately cuts off the power to the dual-liquid grouting pump, stops the grouting operation, and closes the pressure regulating valve to maintain a constant pressure.

[0088] In order to obtain the control reference values ​​necessary for performing the above-mentioned control operations, the system's built-in microprocessor calculates the safe grouting control pressure based on the hydrogeological parameters obtained from the front-end sensors and the on-site rock layer thickness measurement data. The formula for calculating the safe grouting control pressure is as follows: ; in, For safe grouting control pressure, it represents the maximum pump pressure allowed to be injected without damaging the existing self-supporting structure of the surrounding rock and without compressing the TBM shield, and the unit is MPa; The initial hydrostatic pressure represents the natural confined hydraulic head pressure at the water outlet point in the fracture zone, and the unit is MPa. It is the slurry viscosity diffusion reduction factor, which represents the pressure attenuation ratio when a two-component slurry or foamed material migrates in pores, and its value ranges from 0.5 to 0.8. The thickness of the overlying loose mass represents the height of the fractured rock layer between the top of the collapsed cavity and the stable rock layer, in mm; The internal friction angle of loose surrounding rock represents the shear strength parameter between broken rock blocks that resists shear sliding, and is expressed in degrees. It represents the limit of tensile strength of the surrounding rock mass, indicating the ultimate stress of the intact rock around the grouting area to resist tensile splitting failure, and is measured in MPa.

[0089] See attached document Figure 7 This invention provides a method for the coordinated removal of water inrush and debris in a TBM-structured fracture zone, which may include: Step S500, subsequent cyclic geophysical exploration and pre-reinforcement for safe tunneling in the fracture zone, executed through an advanced prediction tunneling module, including the following sub-steps: Sub-step S501: Verification of subsequent structural fracture section through integrated geophysical exploration and advanced drilling. After the system completes water drainage and debris removal operations, the control system acquires various operating parameters of the TBM main unit. Operators and sensor equipment confirm that the TBM cutterhead main drive and propulsion cylinders have returned to normal working posture. For the upcoming tunneling task in the subsequent structural fracture section, the integrated advanced geological prediction program is initiated.

[0090] The advanced prediction tunneling module coordinates the HSP (Hydronic Propagation Spinning) method and the CFC (Compound Frequency Conduction) method to jointly probe the surrounding rock ahead of the tunnel face. The prediction distance for a single detection cycle is set to 30m. The acoustic propagation method acquires data on the distribution of reflection anomalies in the rock mass ahead, while the CFC method acquires data on the distribution of conductivity anomalies in water-rich areas ahead. The system fuses these two types of data to generate a preliminary geological model of the surrounding rock ahead.

[0091] After geophysical data acquisition, advanced drilling equipment was activated to drill verification boreholes at designated locations on the tunnel face. The borehole depth was matched to the predicted geophysical distance. By analyzing changes in drilling speed, core fragmentation, and water production during the drilling process, the preliminary geological model generated by the geophysical exploration was validated. The data from the verification boreholes was used to correct the location and scale of the tectonic fracture zone and water-rich anomaly area ahead.

[0092] Sub-step S502: Comprehensive Judgment and Forced Shutdown of Major Geological Risk Anomaly Zones. The system receives and processes the corrected geological model data in real time, extracting spatial distribution characteristic parameters of fracture zones and water-rich cavities in the surrounding rock ahead. When the extracted volume of the water-rich anomaly zone exceeds the pre-set allowable threshold for anomaly zone volume, or the predicted water output of the water-rich cavities reaches the warning standard, a major geological risk anomaly zone is determined to exist ahead. The system then sends the specific coordinates and extent of the anomaly zone to the TBM control terminal.

[0093] Upon receiving an alarm for a major geological risk anomaly zone, the system automatically calculates and calibrates the relative distance between the current TBM face and the boundary of the anomaly zone. To prevent uncontrollable water and mud inrushes caused by tunneling directly penetrating the anomaly zone, a complete rock mass must be maintained between the face and the anomaly zone as an isolation layer. When the actual remaining tunneling distance reaches the pre-set safety rock mass thickness limit for preventing rock bursts, the system issues a forced shutdown command to the TBM main drive unit and propulsion unit.

[0094] After the TBM stops tunneling, the system controls the propulsion cylinders to maintain the set pressure, locking the TBM shield in its current position within the tunnel. Subsequently, the condition monitoring and early warning module continuously collects deformation data and water seepage data of the rock face in front of the tunnel face. Stress sensors deployed at and around the shield's front end monitor the stress state of the reserved rock face, ensuring that the reserved rock face does not become unstable or fail during subsequent handling.

[0095] Sub-step S503: Calculation of minimum safe rock mass thickness based on the waterproof breakdown mechanics model. After shutdown and locking, the system needs to accurately calculate the required minimum safe rock mass thickness to prevent water inrush. The anomalous zone usually contains high-pressure fracture water. The reserved rock mass, while bearing its own weight, also bears the enormous pressure and seepage of the water flow in front. To prevent high-pressure water from breaking through the rock mass, causing a water inrush accident and subsequent machine jamming risk, the system retrieves the closed water pressure data measured by the advance probe and the structural parameters of the TBM itself.

[0096] The system reads the TBM excavation diameter through a sensor network and determines the standard value of the rock mass shear strength by combining it with the results of geotechnical tests on the surrounding rock. The system also sets a safety factor for water inrush prevention to compensate for inherent errors in geological exploration and the inhomogeneity of the microstructure of deep rock masses. The system processes and transmits all the above data to the computing unit, providing a data foundation for quantifying the rock mass thickness.

[0097] The computing unit performs rock thickness calculations according to the built-in mechanical model and obtains the safety distance index based on the formula, which is as follows: ; in, The minimum safe rock mass thickness for preventing rock bursts represents the thickness of waterproof rock mass that must be maintained between the TBM face and the water-rich anomaly zone ahead, expressed in mm. The predicted water pressure for the anomalous area ahead is represented by the water pressure in the closed water zone of the water-rich fracture zone measured by the advance exploratory borehole, and the unit is MPa. The TBM excavation diameter represents the outer diameter of the cross section at the tunnel face subjected to water pressure, in mm. The standard value of the shear strength of the rock mass represents the intrinsic strength index of the reserved rock mass to resist water pressure shear failure, and the unit is MPa; The safety factor for water inrush prevention represents a reserve margin parameter set to compensate for errors in geological exploration and the heterogeneity of the rock mass, with a value ranging from 1.5 to 3.0. The system uses the calculated minimum safe rock mass thickness for water inrush prevention as a rigid constraint limit for subsequent grouting reinforcement operations and resumption of tunneling.

[0098] Sub-step S504: Multi-media pre-grouting reinforcement in the abnormal zone and TBM resumption of tunneling operations. The system compares the actual remaining distance from the current working face to the abnormal zone with the calculated minimum safe rock mass thickness to confirm that the reserved safe distance is controlled between 7 and 10 meters. After confirming that the distance meets the standard, the system initiates the pre-grouting reinforcement procedure. Based on the degree of fracture development and water inflow velocity obtained from previous boreholes, the system selects either dual-liquid grout or chemical grout as the reinforcement material. Dual-liquid grout is preferentially injected for large fractures and high-velocity water inflow channels, while chemical grout is injected for small fractures and areas requiring high permeability.

[0099] The grouting equipment pumps grout into the pre-reserved rock mass and the anomaly zone ahead through pre-drilled grouting holes at the working face. Under pressure, the grout diffuses, fills, and solidifies along structural fissures and solution cavities. During the grouting process, the system monitors the grouting pressure, grouting flow rate, and cumulative grout volume in real time. When the grouting pressure reaches the set final pressure and the grouting flow rate drops to a specified minimum flow rate and remains so for a set time, the reinforcement work at that grouting hole is considered complete, and grout pumping is stopped.

[0100] After all grouting holes have been filled and the grout has reached the specified solidification time, inspection holes are drilled inside the reinforced body using advanced drilling equipment. The system collects core sample integrity data and water inflow data from the inspection holes to evaluate the grouting reinforcement effect. When there is no significant water inflow in the inspection holes and the uniaxial compressive strength of the reinforced body reaches the preset uniaxial compressive strength standard, the geological risk ahead is determined to be eliminated. The system then issues a resumption command to the TBM main drive and propulsion unit, directing the TBM to resume stable tunneling operations.

[0101] Specific application examples: To further clarify the technical essence of the TBM-based method for coordinating the removal of water inrush and debris accumulation in structural fracture zones provided by this invention, the following detailed explanation is provided in conjunction with a water diversion tunnel excavation project. This water diversion tunnel was constructed using a hard rock double-shield TBM. When the TBM reached the structural fracture zone at chainage PK139+915.8, a sudden large-scale pressurized water inrush occurred, accompanied by severe surrounding rock instability and collapse. The inrushing water, carrying a large amount of hard solid particles, rapidly filled the area in front of the cutterhead, causing the machine to jam.

[0102] On-site personnel immediately stopped the machine and, in conjunction with... Figure 8 Spatial condition identification was conducted. Through ground-penetrating radar and advanced drilling, a complex, irregular cavity was discovered at the working face PK139+915.8. Figure 8 The longitudinal section shows that the collapse width at the bottom of the main collapsed cavity reached 5m (2m behind the shield tail and 3m between the shield tail and the tunnel face), developing upwards into a chimney-shaped cavity up to 15m high, with the top width of the cavity narrowing to 1.6m. The cross section shows an erosion cavity reaching a maximum height of 6m directly above the tunnel. Severe lateral slippage and collapse occurred in the surrounding rock on the left side of the tunnel, with the furthest point reaching 7m from the outer edge of the tunnel segment, while a narrow gap of 0.5m exists between the right side and the surrounding rock. The system activated displacement sensors to monitor the current cumulative daily subsidence change. The depth is 2.5mm, and the sinking rate is... The value is 1.5 mm / d. The microprocessor inputs the settlement weighting coefficient. =0.6, rate weighting coefficient =0.4, maximum allowable subsidence limit value =5mm and maximum allowable sinking rate =3mm / d, perform risk warning index calculation: =0.6×(2.5 / 5)+0.4×(1.5 / 3)=0.5. The calculated risk index of 0.5 triggered a medium-level warning, and the system immediately started a collaborative cleanup operation.

[0103] Construction workers erected a protective platform behind the shield tail and began controlled excavation of the pilot tunnel. To strictly control the disturbance of the surrounding rock, which was in a critically stable state, to the blasting, reference was made to... Figure 9 A precise layout of drill and blast holes was implemented. A total of 25 blast holes were arranged on the cross-section. A straight seven-star hollow-hole design was used in the central area (hole #1 was located in the center), with the spacing between the hollow-holes controlled at 10cm. Auxiliary holes and peripheral holes were arranged in a rectangular pattern around the hollow-holes. According to the hole position markings in the diagram, the spacing between holes in each layer gradually increased from 20cm, 25cm, 30cm to 45cm from the inside out. The maximum spacing of the outermost peripheral holes (such as holes #23 and #25) was strictly controlled within 50cm. To verify the safety of the blasting, the site medium response coefficient was known. =200, straight-line distance from the detonation point to the shield =8m, attenuation index =1.8, single detonation charge =3.2kg, calculate the vibration velocity of the explosive particles: =200×(3.2 1 / 3 / 8) 1.8 ≈9.7 cm / s. The calculated value is less than the safety threshold of 10 cm / s, confirming that the orifice arrangement and dosage parameters are safe and reliable.

[0104] After the pilot tunnel is completed, the incoming water is directed into the pilot tunnel. To ensure that the incoming water can effectively carry away debris, the system checks the critical debris-carrying capacity of the channel. The flow channel friction correction coefficient is known. =0.85, gravitational acceleration =9.8m / s 2 slag particle density =2700kg / m 3 Water flow density =1000kg / m 3 Representative grain size of collapsed rock blocks =45mm (i.e., 0.045m), drag coefficient around the flow =0.6, calculate the critical velocity: m / s. The system successfully activated the scouring and stripping mechanism by adjusting the cross-section of the guide tunnel to achieve an actual flow velocity of 1.65 m / s. This embodiment conducted multiple simulations by changing parameters, such as... Figure 10The results show a nonlinear increasing trend of the critical flow velocity with increasing particle size under three different friction correction coefficients. The flow velocity parameters selected on-site perfectly matched the safe slag discharge boundary. After the water flow guided the accumulated slag, the TBM head retracted 1.5m to complete the cutterhead cleaning and trial run to get out of trouble.

[0105] After the cutterhead resumed rotation, the construction workers immediately carried out sectioned backfilling and reinforcement of the giant collapsed cavity at PK139+915.8. The specific construction structure is as follows: Figure 11 As shown. First, for the 7m deep side-slip collapse zone on the left, Φ42×4mm grouting pipes were driven radially to inject dual-liquid grout to form a solid bottom grouting layer. Second, in the scour cavity 6m above the tunnel, a 3.5m thick concrete layer was pumped from bottom to top through a pre-embedded inclined concrete pump pipe. Subsequently, the remaining chimney-shaped space at the top (up to 15m high) and the irregularly shaped space at the far left were filled with polyurethane chemical grout. Simultaneously, reinforcement was implemented at the 0.5m gap in the shield on the right, with the grouting depth strictly controlled between 0.5-1m. To prevent high-pressure grouting from damaging the TBM shield, the system was adjusted according to the initial hydrostatic pressure. =0.4MPa, viscosity reduction factor =0.5, topcoat thickness =1.2m, internal friction angle =30° and tensile strength =0.5MPa, calculate the upper limit of the control pressure: =0.4+0.5×1.2×tan(45°+30° / 2)+0.5≈1.94MPa. The on-site grouting pressure was strictly controlled at 1.75MPa, ensuring the safety of the shield and completing the complete closure of the collapsed cavity.

[0106] After the TBM resumed tunneling, it detected closed water pressure ahead in subsequent sections. A solution cavity with a pressure of 2.0 MPa. Based on the TBM excavation diameter. =8000mm, shear strength of the rock bed =1.2MPa and safety factor =2.0, calculate the minimum thickness of the rock face for preventing rock bursts: =[(2.0×8000) / (4×1.2)]×2.0≈6666.67mm. When the remaining distance reaches 8m (greater than 6.67m), the system issues a shutdown command to carry out pre-reinforcement, ensuring the absolute safety of subsequent construction.

[0107] Experimental verification and effect comparison: To verify the application effect of the collaborative cleaning and drainage construction method of the present invention in actual engineering, a comparative experiment was conducted in the above-mentioned water diversion tunnel project. The PK139+915.8 section of the tunnel face was used as the experimental group (using the water inrush drainage and zonal reinforcement method of the present invention), and another water inrush blockage section with similar geological conditions was used as the control group (using the traditional manual blind cleaning and full-section extrusion sealing grouting process).

[0108] To assess the long-term deformation control effect of the tunnel after cleaning and reinforcement, continuous monitoring and measurement were conducted for 20 days. The trend of surrounding rock deformation data was referenced. Figure 12 .Depend on Figure 12 The curves show that after the experimental group used Φ42×4mm small pipes to construct the grouting layer, backfilled with 3.5m concrete layer and chemically injected into the three-dimensional zonal reinforcement, the cumulative settlement of the tunnel arch quickly leveled off on the 5th day. The final full displacement convergence value was firmly locked at 2.4mm, and the subsequent settlement change rate was close to zero, and the surrounding rock entered a highly stable state.

[0109] In contrast, the control group, due to the failure of traditional grouting techniques to fully backfill the concealed cavity up to 15m high, experienced continuous and slow creep deformation of the overlying broken and loose material under long-term soaking and erosion by groundwater. The cumulative settlement of the tunnel arch continued to rise, only showing signs of stabilization around the 18th day, with a final cumulative settlement of 4.56mm, approaching the 5mm danger warning threshold. The above experimental data clearly and fully demonstrate that this invention not only enables rapid equipment escape through controlled pilot tunnels but also eliminates the safety hazards of irregular giant cavities through multi-layered and refined zoned backfilling, improving the long-term construction safety of TBMs traversing complex fracture zones.

Claims

1. A method for the coordinated removal of water inflow and debris accumulation in TBM structural fracture zones, characterized in that, Includes the following steps: When the TBM equipment tunnels into the structural fracture zone and water inrush occurs, forming debris in front of the TBM equipment, the tunneling operation of the TBM equipment is stopped, and comprehensive forecasting and detection are carried out to obtain forecasting and detection data. Based on the predicted detection data, a small pilot tunnel is set behind the shield tail of the TBM equipment, and controlled excavation and temporary support operations are carried out on the small pilot tunnel until the small pilot tunnel is completed. After the small guide tunnel is completed, the water in the structural fracture zone is guided to guide the accumulated slag in front of the TBM equipment to the preset slag collection area for cleaning and removal. After the slag is removed, the cutterhead of the TBM equipment is released from its entrapment. After the cutterhead is freed from its obstacle, the cavity left after the slag is removed is checked and the partition sealing and reinforcement work is carried out. After the partition closure and reinforcement work is completed, the TBM equipment resumes tunneling operations, performs cyclical prediction and detection of subsequent structural fracture zones, and executes advanced grouting reinforcement work to achieve safe tunneling.

2. The method for coordinated cleaning and removal of water inflow and debris in TBM structural fracture zones according to claim 1, characterized in that, The specific steps for obtaining forecast detection data through integrated forecast detection are as follows: Calculate the collapse volume of the rock mass around the water outlet point, determine the three-dimensional coordinates of the collapse cavity outside the working face in front of the TBM equipment and the spatial distribution of the slag around the cutterhead; After determining the spatial distribution of the accumulated slag, the acoustic reflection method and the complex frequency conductivity water detection method were used to detect the unexcavated rock mass in front of the tunnel face; Based on the combined detection results of the acoustic reflection method and the complex frequency conductivity water exploration method, a hydrogeological spatial model in front of the tunnel face is established as the prediction detection data.

3. The method for coordinated cleaning and removal of water inflow and debris in TBM structural fracture zones according to claim 2, characterized in that, After establishing the hydrogeological spatial model in front of the tunnel face, the process also includes surrounding rock instability risk assessment and early warning, with the following specific steps: The vertical displacement data of the tunnel arch and the horizontal displacement data of both sides of the sidewalls are collected using displacement sensors fixed on the initial support surface of the tunnel where the TBM equipment is located. Calculate the cumulative daily change in subsidence of the tunnel top and the current subsidence rate within the current monitoring period. Combine the settlement weight coefficient and the rate weight coefficient to calculate the cumulative daily change in subsidence and the current subsidence rate to obtain the surrounding rock instability risk warning index. The surrounding rock instability risk warning index is compared with the preset surrounding rock instability safety threshold. If the surrounding rock instability risk warning index is greater than the preset surrounding rock instability safety threshold, a work stoppage and reinforcement alarm signal is generated.

4. The method for coordinated cleaning and removal of water inflow and debris in TBM structural fracture zones according to claim 1, characterized in that, The specific steps for controlled excavation and temporary support of the small pilot tunnel are as follows: The excavation outline of the small pilot tunnel is marked at the location of the tunnel sidewall behind the TBM equipment shield tail. The working area of ​​the small pilot tunnel is excavated and a steel structure protective platform is erected in front of the working area of ​​the small pilot tunnel. The drilling and blasting method was used to arrange the blasting boreholes, and the straight seven-star hollow hole excavation was used for excavation. The phased blasting strategy was implemented, and the boreholes of the entire cross section were divided into independent detonation sections. The amount of explosive charge in each detonation section was controlled to not exceed the pre-set maximum single explosive charge threshold. A micro-delay detonation network is constructed, and sequential detonation breaks large rocks into fragments layer by layer.

5. The method for coordinated removal of water inflow and debris accumulation in TBM structural fracture zones according to claim 4, characterized in that, The specific steps for temporary support operations after sequentially detonating to break the large rock into fragments are as follows: After removing the loose and unstable rock mass, a portal steel frame was fabricated by welding No. 18 I-beams and erected on the excavation section of the small pilot tunnel. Control the installation spacing between two adjacent portal steel frames, and use standard channel steel to weld the adjacent portal steel frames together into a whole structure; Wooden boards or steel pads are inserted into the gap between the portal steel frame and the rock wall to serve as a backing plate, ensuring that the portal steel frame is in uniform contact with the rock mass.

6. The method for coordinated cleaning and removal of water inflow and debris in TBM structural fracture zones according to claim 1, characterized in that, The specific steps for guiding the water inflow in the fractured zone to discharge the accumulated slag in front of the TBM equipment to the preset slag collection area for cleaning are as follows: Maintain the natural outflow of the gushing water and use the kinetic energy of the gushing water to flush and remove solid particles and debris accumulated on the face of the tunnel, in front of the cutterhead, and around the side shields. The stripped slag is transported to the preset slag collection area through the small guide hole. An interception net and a grid device are set in the preset slag collection area to block stones and gravel with a specified particle size from the preset slag collection area. A small excavator was used to clear the accumulated slag blocking the pre-set slag collection area and load it out of the tunnel.

7. The method for coordinated removal of water inflow and debris accumulation in TBM structural fracture zones according to claim 1, characterized in that, The specific steps for achieving the cutterhead linkage escape are as follows: When the starting torque of the cutterhead is detected to be too high, the entire TBM equipment is controlled to retreat backward, so that a preset safety gap for cleaning and maintenance is created between the front of the cutter on the cutterhead and the rock mass at the working face. Enter the tool magazine of the TBM device to remove obstructions and restore the device to its original assembly state. After controlling the tool disc to maintain the preset safety gap between the tool disc and the front shield of the TBM device, start the tool disc rotation command. The torque and speed changes of the spindle of the cutterhead are recorded in real time. When the monitored data fall back to the preset normal operating torque and speed reference values, it is confirmed that the TBM equipment has successfully broken free from the jamming state.

8. The method for coordinated cleaning and removal of water inflow and debris in TBM structural fracture zones according to claim 1, characterized in that, The specific steps for identifying and sealing / reinforcing cavities remaining after the removal of accumulated debris are as follows: The specific location, three-dimensional coordinates, and spatial dimensions of the cavity formed by erosion are obtained using ground-penetrating radar and endoscope equipment. High-density point cloud data is collected by laser 3D scanner to generate an investigation and inspection report. For the cavity at the bottom of the invert arch, C20 concrete was pumped to backfill the invert arch; For the micro-crack-like cavities developed in the area below the arch waist height, a dual-liquid grouting pump is used to inject dual-liquid grout into the micro-crack network; For the large-volume cavities found in the area above the arch waist height, C30 concrete was pumped in layers for backfilling. After reaching the preset reinforcement strength standard, chemical foaming material was injected into the remaining cavities to fill and compact them.

9. The method for coordinated removal of water inflow and debris accumulation in TBM structural fracture zones according to claim 1, characterized in that, The specific steps for cyclically predicting and detecting subsequent structural fracture zones and performing advanced grouting reinforcement are as follows: The acoustic reflection method and the complex frequency conductivity water detection method were used to jointly detect the surrounding rock in front of the tunnel face, and a preliminary geological model of the surrounding rock in front was generated. The advanced drilling equipment is started to drill verification boreholes at the designated locations on the working face to verify and correct the location and scale information of the structural fracture zone and water-rich anomaly zone mentioned above. When the extracted volume of the water-rich anomaly exceeds the preset allowable threshold for anomaly volume, it is determined that there is a major geological risk anomaly ahead, and the relative distance between the current working face position of the TBM equipment and the boundary of the major geological risk anomaly is calculated. When the actual remaining tunneling distance reaches the pre-set safety anti-outburst rock thickness limit, a forced shutdown command is issued to lock the shield posture of the TBM equipment and perform advanced grouting reinforcement operation.

10. A method for coordinated cleaning and removal of water inflow and debris in TBM structural fracture zones according to claim 9, characterized in that, After the forced shutdown command is issued and the shield posture of the TBM equipment is locked, the specific steps for performing the advanced grouting reinforcement operation are as follows: Based on the closed water pressure data measured in the verification borehole, the excavation diameter of the TBM equipment, the standard value of the rock shear strength, and the safety factor for water inrush prevention, the minimum safe rock block thickness for preventing water inrush is calculated. By comparing the actual retention distance from the current working face to the major geological risk anomaly zone with the minimum safe anti-outburst rock block thickness, double-liquid grout or chemical grout is pumped into the reserved rock block and the major geological risk anomaly zone ahead through the grouting holes reserved at the working face to carry out advanced grouting reinforcement work; The advanced drilling equipment is used to drill inspection holes inside the reinforced body to evaluate the grouting reinforcement effect. When the uniaxial compressive strength reaches the preset uniaxial compressive strength standard, the TBM equipment tunneling operation is resumed.

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