TBM stuck in fault fracture zone processing method, system, equipment and medium

Abstract

The application provides a TBM jamming treatment method, system, equipment and medium in a fault fracture zone, and relates to the technical field of tunnels and underground engineering. The method comprises the following steps: constructing a three-dimensional numerical prediction model according to equipment parameters of a tunnel boring machine and stratum parameters of the fault fracture zone; performing numerical simulation based on the three-dimensional numerical prediction model and cutter head data of the tunnel boring machine to obtain cutter head contact resistance torque; performing numerical simulation based on the three-dimensional numerical prediction model and shield data of the tunnel boring machine to obtain shield contact friction data; determining the jamming position of the tunnel boring machine according to the cutter head contact resistance torque and the shield contact friction data; and generating a jamming prevention strategy of the tunnel boring machine according to the jamming position. Through accurate resistance torque and friction torque simulation, the application improves the prediction accuracy and scientificity of cutter head jamming and shield jamming and other faults, and effectively guarantees construction safety and smooth progress through accurate prediction and targeted prevention.

Description

Technical Field

[0001] This invention relates to the field of tunnel and underground engineering technology, specifically to a method, system, equipment, and medium for handling TBM jamming in fault fracture zones. Background Technology

[0002] As tunnel engineering continues to extend into deeper and more complex geological areas, full-face hard rock tunnel boring machines (TBMs) have been widely used in various major tunnel projects both domestically and internationally due to their significant advantages such as high construction efficiency, strong safety, and excellent tunnel quality. However, the TBM construction process is highly sensitive to geological conditions. In adverse geological environments such as fault fracture zones, water-rich strata, and high ground stress, tunneling obstruction often occurs, with jamming accidents caused by fractured surrounding rock being the most prominent.

[0003] Fault fracture zones are weak geological interfaces formed by rock mass fracturing caused by tectonic movements. The internal rock mass is fractured, with well-developed joints and fissures, resulting in poor overall integrity. During TBM tunneling, factors such as cutterhead cutting disturbance, tunneling vibration, and groundwater seepage can easily cause fractured rock blocks to become unstable and slide, leading to large-scale collapses. The collapsed rock mass rapidly accumulates and fills the gap between the cutterhead and the tunnel face, creating lateral compression and forward coverage of the TBM equipment, ultimately causing cutterhead jamming and propulsion system failure, resulting in serious TBM jamming accidents. Due to the confined space within fault fracture zones and the limited field of vision at the cutterhead and shield observation windows, the surrounding rock mass cannot be fully visualized, and monitoring of shield surface displacement and contact force is also difficult. Therefore, under complex geological conditions, the current prediction accuracy and extrication efficiency of TBM jamming accidents remain significantly insufficient. Summary of the Invention

[0004] In view of the above-mentioned shortcomings of the prior art, the present invention provides a method, system, equipment and medium for handling TBM jamming in fault fracture zones, which effectively solves the problems of low accuracy in predicting the risk of TBM jamming and low efficiency in handling the jamming during TBM construction under fault fracture zone conditions.

[0005] In a first aspect, the present invention provides a method for handling TBM jamming in fault fracture zones, the method comprising: A three-dimensional numerical prediction model was constructed based on the equipment parameters of the tunnel boring machine and the geological parameters of the fault fracture zone. Numerical simulation was performed based on the three-dimensional numerical prediction model and the cutterhead data of the tunnel boring machine to obtain the cutterhead contact resistance torque; Numerical simulations were performed based on the three-dimensional numerical prediction model and the shield data of the tunnel boring machine to obtain shield contact friction data. The jamming position of the tunnel boring machine is determined based on the contact resistance torque of the cutterhead and the contact friction data of the shield. A jam prevention strategy for the tunnel boring machine is generated based on the jam location.

[0006] In an optional implementation, the step of constructing a three-dimensional numerical prediction model based on the equipment parameters of the tunnel boring machine and the geological parameters of the fault fracture zone includes: A tunnel geological model is constructed based on the geological parameters of the fault fracture zone, and boundary conditions are set. A tunnel boring machine model is constructed based on the equipment parameters of the tunnel boring machine; Set the first contact constraint condition between the cutterhead surface of the tunnel boring machine model and the surrounding rock at the tunnel face; By setting the second contact constraint conditions between the shield and the surrounding rock of the tunnel boring machine model, the three-dimensional numerical prediction model is obtained.

[0007] In an optional implementation, the first contact constraint condition between the cutterhead surface of the tunnel boring machine model and the surrounding rock at the tunnel face includes: According to the tunnel boring machine model, after each simulated tunneling, a cutterhead shell unit is set on the cutterhead projection area of ​​the surrounding rock at the tunnel face; The extrusion deformation of the surrounding rock at the working face is calculated based on the displacement information of the cutterhead shell unit and the surrounding rock at the working face. If the extrusion deformation exceeds the first deformation threshold, the first contact constraint condition is obtained based on the simulated contact between the cutterhead shell unit and the surrounding rock at the working face.

[0008] In an optional implementation, the second contact constraint condition between the shield of the tunnel boring machine model and the surrounding rock includes: Set the allowable deformation amount between the shield of the tunnel boring machine model and the surrounding rock; If the reserved deformation amount is less than the second deformation threshold, then the surrounding rock deformation amount is calculated. If the deformation of the surrounding rock reaches the critical deformation, the contact relationship between the shield and the surrounding rock is updated according to the displacement information of the excavation boundary node to obtain the second contact constraint condition.

[0009] In an optional implementation, the formula for calculating the contact resistance torque of the cutter head is as follows: ; In the above formula, T a1 This indicates the contact resistance torque of the cutter head. f c1 This represents the coefficient of friction between the cutterhead and the surrounding rock at the working face. Indicates the firsti The passive normal stress borne by each cutterhead shell unit due to the deformation of the surrounding rock at the working face. Indicates the first i The normal stress generated by the thrust of the tunnel boring machine in each cutterhead housing unit Indicates the first i The area of ​​each cutter head housing unit Indicates the first i The distance between the centroid of each cutterhead housing unit and the rotation axis of the tunnel boring machine.

[0010] The shield contact friction data includes the shield contact friction force and the shield contact friction torque, and the calculation formula is as follows: ; ; In the above formula, F This indicates the contact friction of the shield. T a2 This indicates the contact friction torque of the shield. f c2 This represents the coefficient of friction between the shield and the surrounding rock. Indicates the first i The passive stress borne by each shield-surrounding rock contact surface unit Indicates the first i The area of ​​each shield-surrounding rock contact surface unit. L This indicates the distance between the outer surface of the shield and the tunnel axis.

[0011] In an optional implementation, determining the jamming position of the tunnel boring machine based on the cutterhead contact resistance torque and the shield contact friction data includes: If the contact resistance torque of the cutterhead is greater than the unblocking torque of the tunnel boring machine, then the jammed position of the tunnel boring machine is the cutterhead. If the contact friction force of the shield is greater than the rated thrust of the tunnel boring machine, or the contact friction torque of the shield is greater than the escape torque, then the stuck position of the tunnel boring machine is the shield.

[0012] In an optional implementation, generating a jam prevention strategy for the tunnel boring machine based on the jam location includes: If the jamming location is the cutterhead, a grouting prevention strategy for the working face is generated; if the jamming location is the shield, a grouting prevention strategy for the pipe roof is generated.

[0013] Secondly, the present invention provides a system for handling TBM jamming in fault fracture zones, the system comprising: The 3D model building module is used to build a 3D numerical prediction model based on the equipment parameters of the tunnel boring machine and the geological parameters of the fault fracture zone. The cutterhead data simulation module is used to perform numerical simulation based on the three-dimensional numerical prediction model and the cutterhead data of the tunnel boring machine to obtain the cutterhead contact resistance torque. The shield data simulation module is used to perform numerical simulation based on the three-dimensional numerical prediction model and the shield data of the tunnel boring machine to obtain shield contact friction data. The jam position prediction module is used to determine the jam position of the tunnel boring machine based on the contact resistance torque of the cutterhead and the contact friction data of the shield. The prevention strategy generation module is used to generate a jam prevention strategy for the tunnel boring machine based on the jam location.

[0014] Thirdly, the present invention provides an electronic device, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement the TBM jamming method in the fault fracture zone as described in the first aspect of the present invention.

[0015] Fourthly, the present invention provides a computer-readable storage medium having a computer program stored thereon, wherein the computer program, when executed by a processor, implements the TBM jamming method in the fault fracture zone as described in the first aspect of the present invention.

[0016] This invention provides a method, system, equipment, and medium for handling TBM jamming in fault fracture zones. It constructs a three-dimensional prediction model based on numerical simulation, enabling real-time simulation of key parameters. Through precise simulation of resistance and friction torques, it can more accurately assess the stress state of the TBM during tunneling. Combined with other relevant parameters and visualization techniques, it assists in decision-making, further improving the accuracy and scientific rigor of predicting faults such as cutterhead and shield jamming. By identifying risks in advance based on jamming prediction results and providing preventative strategies, it helps construction personnel take timely countermeasures, avoid sudden accidents, and ensure construction safety and smooth progress. Through accurate prediction and targeted prevention, it successfully solves the problem of TBM jamming in fault fracture zones, ensuring smooth TBM tunneling, significantly improving construction efficiency and safety, greatly reducing equipment damage and project delays caused by jamming, providing strong support for TBM construction under complex geological conditions, and bringing significant economic and social benefits. Attached Figure Description

[0017] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the embodiments will be briefly introduced below. It should be understood that the following drawings only show some embodiments of the present invention and should not be regarded as a limitation on the scope. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort.

[0018] Figure 1 This is a first schematic diagram of the process for handling TBM jamming in fault fracture zones provided in this embodiment of the invention; Figure 2 This is a second schematic diagram of the process for handling TBM jamming in fault fracture zones provided in this embodiment of the invention; Figure 3 This is a schematic diagram of a tunnel stratum model of a fault fracture zone in an embodiment of the present invention; Figure 4 This is a third schematic diagram of the TBM jamming handling method in the fault fracture zone provided in this embodiment of the invention; Figure 5 This is the fourth schematic diagram of the TBM jamming treatment method in the fault fracture zone provided in this embodiment of the invention; Figure 6 This is a schematic diagram illustrating the setting of the reserved deformation amount in an embodiment of the present invention; Figure 7 This is a comparative schematic diagram of the normal stress cloud diagrams of the cutter and cutterhead during normal tunneling and when the machine jams occur, in an embodiment of the present invention. Figure 8 This is a schematic diagram illustrating the change in the contact resistance torque of the cutter head in an embodiment of the present invention; Figure 9 This is a comparative schematic diagram of the normal stress cloud diagram of the shield during normal tunneling and when the machine jams in an embodiment of the present invention; Figure 10 This is a graph showing the variation of surrounding rock deformation in an embodiment of the present invention; Figure 11 This is a schematic diagram illustrating the changes in the shield due to friction in an embodiment of the present invention; Figure 12 This is a schematic diagram comparing the cloud maps of the unreinforced and reinforced working faces in an embodiment of the present invention; Figure 13 This is a schematic diagram of pipe roof grouting in an embodiment of the present invention; Figure 14 This is a schematic diagram comparing cloud images before and after pipe roof construction in an embodiment of the present invention; Figure 15 This is a schematic diagram of the TBM jamming handling system in the fault fracture zone provided in an embodiment of the present invention; Figure 16 This is a schematic diagram of the structure of an electronic device provided in an embodiment of the present invention.

[0019] Explanation of key component symbols: 200. TBM jamming handling system in fault fracture zones; 210. 3D model construction module; 220. Cutterhead data simulation module; 230. Shield data simulation module; 240. Jamming position prediction module; 250. Prevention strategy generation module; 300. Electronic equipment; 310. Processor; 320. Communication interface; 330. Memory; 340. Communication bus. Detailed Implementation

[0020] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be further described clearly and completely below with reference to the accompanying drawings of the embodiments of this invention. It should be noted that the described embodiments are merely some embodiments of this invention, and not all embodiments. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without creative effort are within the scope of protection of this invention.

[0021] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0022] Fault fracture zones are weak structural planes formed by tectonic movements, characterized by fractured rock masses, well-developed joints and fissures, and extremely poor integrity. Under these geological conditions, the tunnel chamber in the fracture zone cannot be self-stable. The frictional resistance generated by the collapse and crushing of rock at the tunnel face, causing the cutterhead to seize, exceeds the rotational torque of the TBM cutterhead. The cutterhead cannot overcome the frictional torque exerted on it by the tunnel face, and rock debris jams the cutters, preventing the cutterhead from rotating and causing a cutterhead jam. Simultaneously, if the shield tail encounters a large collapse block causing severe deformation, the arch support cannot be erected in time, and the fault fracture zone collapses in a loose manner, burying the cutterhead, top shield, and the left-side working platform of the shield tail support, resulting in a shield jam. Due to the confined space within the fault fracture zone and the limited field of vision at the cutterhead and shield observation windows, the surrounding rock mass cannot be fully visualized, and monitoring of shield surface displacement and contact force is also difficult. Therefore, under complex geological conditions, the current prediction accuracy and extrication efficiency of TBM jam accidents remain significantly insufficient.

[0023] Example 1 This invention provides a method for handling TBM jamming in fault fracture zones, effectively solving the problems of low accuracy in predicting TBM jamming risks and low efficiency in handling jamming during TBM construction under fault fracture zone conditions. Figure 1 This is a first schematic diagram of the process for handling TBM jamming in fault fracture zones provided in this embodiment of the invention, as shown below. Figure 1As shown, the method includes the following steps: S100. Construct a three-dimensional numerical prediction model based on the equipment parameters of the tunnel boring machine and the geological parameters of the fault fracture zone.

[0024] In this embodiment of the invention, the equipment parameters of the tunnel boring machine and the geological parameters of the fault fracture zone under the target tunnel project are obtained, and a three-dimensional numerical prediction model is constructed based on the finite difference software FLAC3D calculation platform. Figure 2 This is a second schematic diagram of the process for handling TBM jamming in fault fracture zones provided in this embodiment of the invention, as shown below. Figure 2 As shown, the specific steps for constructing a three-dimensional numerical prediction model are as follows: S110. Construct a tunnel geological model based on the geological parameters of the fault fracture zone and set boundary conditions.

[0025] Optionally, the stratigraphic parameters of the fault fracture zone include the physical and mechanical parameters of the surrounding rock of the fracture zone and the surrounding rock of the conventional strata, including but not limited to parameters such as burial depth, elastic modulus, Poisson's ratio, cohesion, internal friction angle, uniaxial compressive strength, and bulk modulus. Simultaneously, based on the stratigraphic distribution, the location, extent, and strike of the fault fracture zone are defined to accurately delineate different stratigraphic regions in the model. For example, the stratigraphic parameters of a certain fault fracture zone are shown in Table 1 below.

[0026] Table 1. Schematic diagram of stratigraphic parameters of a fault fracture zone

[0027] Based on the actual conditions and scale of the target tunnel project, a three-dimensional spatial model framework was created using the finite difference software FLAC3D calculation platform. The length, width, and height of the model were determined to cover the entire tunnel and the surrounding affected strata. Within the model framework, the tunnel strata model was divided into two groups according to the strata distribution: one group consisted of conventional strata of Class IVb surrounding rock, and the other group consisted of fault fracture zone areas, ensuring that the strata division matched the actual geological conditions. Model parameters were set according to the physical and mechanical parameters of the fault fracture zone strata and the conventional strata of Class IVb surrounding rock, thus obtaining the tunnel strata model. Figure 3 This is a schematic diagram of a tunnel geological model of a fault fracture zone in an embodiment of the present invention, as shown below. Figure 3 As shown, the model's length, width, and height are 180m, 140m, and 140m, respectively. The red stripe area in the figure represents the fault fracture zone area.

[0028] In this embodiment of the invention, the displacement boundary conditions are set as follows: the tunnel excavation direction is the positive y-axis, the top surface of the tunnel in the z-axis is not constrained for displacement, and all other directions require a zero-constrained displacement. These boundary conditions simulate the constraints imposed on the tunnel by the surrounding strata during excavation, accurately reflecting the stress and deformation constraints on the tunnel in different directions. This makes the model more consistent with the actual engineering environment when simulating the excavation process, improving the reliability of the simulation results. After setting the vertical stress in the tunnel strata model, initial stress equilibrium calculations can be performed. Once equilibrium is achieved, tunnel excavation can be simulated.

[0029] S120. Construct a tunnel boring machine model based on the equipment parameters of the tunnel boring machine.

[0030] In this embodiment of the invention, the equipment parameters of the tunnel boring machine (TBM) include, but are not limited to, the TBM's dimensions, weight, cutterhead diameter, cutterhead rotation speed, thrust, torque, and other equipment parameters, as well as various parameters of the support structures such as anchor bolts, arch frames, pipe roofs, and shotcrete support. Based on the TBM's equipment parameters, the geometry of each component is created, and then assembled into a complete model according to the actual assembly relationship. Next, a support structure model is established. Anchor bolts and pipe roofs are simulated using cable elements, with elements created according to the actual arrangement and parameters such as diameter and length set. Steel arch frames are constructed using beam elements, with parameters such as cross-sectional shape set according to their geometric dimensions and material properties. Shotcrete support, as a solid structure, is simulated using zone elements, with solids created and discretized based on thickness and shape, while concrete-related material parameters are set. Finally, the models are integrated, accurately connecting the TBM model with the anchor bolt / arch frame, pipe roof, and shotcrete support models to form a complete TBM model.

[0031] S130. Set the first contact constraint conditions between the cutterhead surface of the tunnel boring machine model and the surrounding rock at the tunnel face.

[0032] In this embodiment of the invention, ideally, the TBM cutterhead will not directly contact the surrounding rock at the tunnel face during tunneling. However, if the stability of the surrounding rock is poor, significant extrusion deformation may occur during excavation, causing the surrounding rock to directly compress the cutterhead surface, resulting in additional resistance torque. To simulate this resistance torque, a first contact constraint condition is set between the cutterhead surface of the tunnel boring machine model and the surrounding rock at the tunnel face to simulate the contact effect between the surrounding rock and the cutterhead. Figure 4 This is a third schematic diagram of the process for handling TBM jamming in fault fracture zones provided in this embodiment of the invention, as shown below. Figure 4 As shown, the construction of the first contact constraint condition specifically includes the following steps: S131. After each simulated tunneling operation based on the tunnel boring machine model, a cutterhead shell unit is set on the cutterhead projection area of ​​the surrounding rock at the tunnel face.

[0033] Optionally, after each simulated tunneling step in the tunnel boring machine (TBM) model, the projection area of ​​the cutterhead on the tunnel face is accurately determined in the tunnel stratum model based on the actual geometric dimensions of the TBM cutterhead. This requires the use of the model's coordinate system and geometric measurement tools to ensure the accuracy of the projected area. On the determined projected area, a layer of shell elements is applied according to pre-set shell element parameters. The thickness and material properties of the shell elements (such as elastic modulus and Poisson's ratio) should be set according to actual conditions to accurately simulate the mechanical properties of the contact surface between the cutterhead and the surrounding rock at the tunnel face. Simultaneously, the initial constraint relationship between the shell elements and the surrounding rock at the tunnel face is identified and deleted. Initial constraints are usually set at the beginning of model creation to simulate the integrity of the surrounding rock at the tunnel face. After deletion, there is no longer a fixed connection between the shell elements and the surrounding rock at the tunnel face, allowing them to freely respond to subsequent mechanical forces. Setting a cutterhead shell unit on the cutterhead projection area of ​​the tunnel face can more realistically simulate the interaction between the cutterhead and the tunnel face rock during the tunneling process. When the tunnel face rock has poor stability and undergoes extrusion deformation, the tunnel face rock will exert pressure on the cutterhead surface. The cutterhead shell unit can withstand and transmit these pressure forces, thereby accurately simulating the additional resistance torque.

[0034] S132. Calculate the extrusion deformation of the surrounding rock at the working face based on the displacement information of the cutterhead shell unit and the surrounding rock at the working face.

[0035] In this embodiment of the invention, a suitable function can be written or selected on the finite difference software FLAC3D computing platform to monitor the extrusion deformation of the surrounding rock nodes at the tunnel face. This function typically uses the displacement information of the cutterhead shell elements and the surrounding rock nodes at the tunnel face to determine the degree of extrusion deformation by calculating the displacement components of the nodes in the tunneling direction. After each simulated tunneling step, the function is called to read and analyze the displacement data of the surrounding rock nodes at the tunnel face. By comparing the current position of the nodes with their initial positions, the extrusion deformation of the surrounding rock at the tunnel face is accurately calculated.

[0036] S133. If the extrusion deformation exceeds the first deformation threshold, the first contact constraint condition is obtained based on the simulated contact between the cutterhead shell unit and the surrounding rock at the working face.

[0037] In this embodiment of the invention, assuming that the working face and the cutterhead surface are both planar and parallel to each other, the calculation formula for the first deformation threshold of the surrounding rock at the working face that causes the cutterhead to be squeezed is as follows: ; In the above formula, D y Indicates the first deformation threshold. h Indicates the tool height. p This indicates the depth of tool penetration into the surrounding rock at the working face.

[0038] If the extrusion deformation of the surrounding rock at the tunnel face exceeds the first deformation threshold, a first contact constraint condition is established between the cutterhead shell unit and the surrounding rock at the tunnel face to simulate the contact and interaction between the cutterhead and the surrounding rock at the tunnel face.

[0039] In this embodiment of the invention, the amount of extrusion deformation of the surrounding rock at the tunnel face is closely related to the additional resistance torque experienced by the cutterhead. By monitoring the amount of extrusion deformation in real time, the effect of the surrounding rock at the tunnel face on the cutterhead can be dynamically fed back, enabling the simulation to more realistically reflect the changes in resistance torque during the tunneling process and improve the accuracy of the simulation.

[0040] S140. Set the second contact constraint conditions between the shield and the surrounding rock of the tunnel boring machine model to obtain a three-dimensional numerical prediction model.

[0041] Figure 5 This is the fourth schematic diagram of the TBM jamming handling method in the fault fracture zone provided in this embodiment of the invention, as shown in the following figure. Figure 5 As shown, the construction of the second contact constraint condition specifically includes the following steps: S141. Set the allowable deformation amount between the shield and the surrounding rock of the tunnel boring machine model.

[0042] In actual construction design, the cutterhead of the tunnel boring machine is used for enlargement, and the enlarged part is the reserved deformation amount. Figure 6 This is a schematic diagram illustrating the setting of the reserved deformation amount in an embodiment of the present invention, as shown below. Figure 6 As shown, O Indicates the center of the shield. Indicates the center of the excavation outline. R This represents the shield radius, and the allowable deformation between the shield and the surrounding rock in the tunnel boring machine model is set as follows: s There will be a certain gap between the TBM shield and the excavation outline, and due to the TBM's own weight, this gap can be assumed to be an inverted crescent shape.

[0043] S142. If the reserved deformation amount is less than the second deformation threshold, then calculate the surrounding rock deformation amount.

[0044] Optionally, the second deformation threshold can be set according to the surrounding rock parameters. The reserved deformation of the shield and the surrounding rock will converge after excavation. When the reserved deformation is less than the second deformation threshold, the surrounding rock will contact the shield and generate additional frictional resistance, causing deformation. In this embodiment of the invention, the deformation of the surrounding rock can be considered to be caused by the combined action of multiple force fields such as the original rock stress, the virtual support force, and the support reaction force. The formula for calculating the deformation of the surrounding rock is as follows: ; In the above formula, Indicates distance from the excavation face xDeformation of the surrounding rock at that location. A Indicates the deformation coefficient of the surrounding rock. R 0 indicates the excavation radius. K com ( x The symbol represents the overall stiffness of the composite support structure. p 1( x () indicates the distance from the excavation face x The support reaction force of the combined structure at the location, Indicates distance from the excavation face x Virtual support at the location, c Indicates the cohesion of the surrounding rock. φ Represents the friction angle of the surrounding rock, where: ; In the above formula, G This represents the shear modulus of the surrounding rock. p 0 represents the original rock stress.

[0045] Based on the geological parameters and tunnel geological model, combined with the equipment parameters and model of the tunnel boring machine (TBM), the parameters in the above formula can be obtained. Through the spatiotemporal variation relationship between the support reaction force and the virtual support force of the support system, the deformation of the surrounding rock at any location can be represented, and the deformation of each section can be calculated. p 1( x )and By substituting all the above formulas for calculating the deformation of the surrounding rock, the deformation of the surrounding rock around the tunnel at different locations can be obtained.

[0046] S143. If the deformation of the surrounding rock reaches the critical deformation, the contact relationship between the shield and the surrounding rock is updated according to the displacement information of the excavation boundary node to obtain the second contact constraint condition.

[0047] In this embodiment of the invention, the critical deformation amount can be determined based on the minimum extension and retraction value of the telescopic cylinder of the TBM shield. If the deformation of the surrounding rock reaches the critical deformation amount, the surrounding rock will continue to deform. At this time, the shield can only passively bear the pressure and generate a frictional torque between it and the surrounding rock. At this time, the displacement of the excavation boundary node during the simulated tunneling process is calculated in real time and the contact relationship between the shield and the surrounding rock is updated to obtain the second contact constraint condition.

[0048] In this embodiment of the invention, when the extrusion deformation of the surrounding rock exceeds the threshold, it means that the surrounding rock and the cutterhead begin to come into direct contact and generate a squeezing effect. At this time, establishing a contact constraint between the shield and the surrounding rock can more accurately simulate this contact behavior and make the simulation results closer to the actual tunneling process.

[0049] In this embodiment of the invention, a three-dimensional numerical prediction model is obtained by combining a tunnel boring machine (TBM) model with a tunnel stratum model that establishes first and second contact constraints. This three-dimensional numerical prediction model fully considers the detailed simulation of the contact relationship between the tunnel face rock and the TBM cutterhead, as well as the contact relationship between the TBM shield and the surrounding rock. It can simulate the dynamic interaction between the cutterhead and the tunnel face rock, and quantify the correlation between contact friction and jamming risk, providing a scientific basis for jamming risk early warning and significantly improving the accuracy, predictability, and reliability of jamming prediction.

[0050] S200, based on a three-dimensional numerical prediction model and cutterhead data of a tunnel boring machine, numerical simulation was performed to obtain the cutterhead contact resistance torque.

[0051] In this embodiment of the invention, based on the constructed first contact constraint condition, the contact resistance torque of the cutterhead is calculated by numerical simulation using a three-dimensional numerical prediction model and cutterhead data of a tunnel boring machine. The calculation formula is as follows: ; In the above formula, T a1 This indicates the contact resistance torque of the cutter head. f c1 This represents the coefficient of friction between the cutterhead and the surrounding rock at the working face. Indicates the first i The passive normal stress borne by each cutterhead shell unit due to the deformation of the surrounding rock at the working face. Indicates the first i The normal stress generated by the thrust of the tunnel boring machine in each cutterhead housing unit Indicates the first i The area of ​​each cutter head housing unit Indicates the first i The distance between the centroid of each cutterhead housing unit and the rotation axis of the tunnel boring machine.

[0052] In an embodiment of the present invention, f c1 You can take an experience value of 0.4. and It can be extracted from the cloud map generated by the 3D numerical prediction model. The force range can be obtained by analyzing the cloud map generated by the three-dimensional numerical prediction model.

[0053] S300, based on a three-dimensional numerical prediction model and shield data of a tunnel boring machine, performs numerical simulation to obtain shield contact friction data.

[0054] In this embodiment of the invention, based on the constructed second contact constraint condition, the shield contact friction force and shield contact friction torque are calculated by numerical simulation using a three-dimensional numerical prediction model and shield data of the tunnel boring machine. The calculation formula is as follows: ; ; In the above formula, F This indicates the contact friction of the shield. T a2 This indicates the contact friction torque of the shield. f c2 This represents the coefficient of friction between the shield and the surrounding rock. Indicates the first i The passive stress borne by each shield-surrounding rock contact surface unit Indicates the first i The area of ​​each shield-surrounding rock contact surface unit. L This indicates the distance between the outer surface of the shield and the tunnel axis.

[0055] In this embodiment of the invention, during continuous tunneling of the TBM, the dynamic friction coefficient between the surrounding rock and the shield is generally 0.15~0.3, and under static friction conditions it can usually be 0.25~0.45. The minimum value refers to the selectable value under the condition of using lubricant. f c2 It can be set to 0.3. It can also be extracted from the cloud map generated by the 3D numerical prediction model. The force range can be obtained by analyzing the cloud map generated by the three-dimensional numerical prediction model.

[0056] S400. Determine the jamming position of the tunnel boring machine based on the contact resistance torque of the cutterhead and the contact friction data of the shield.

[0057] In this embodiment of the invention, if the contact resistance torque of the cutterhead is greater than the unblocking torque of the tunnel boring machine, then the jamming position of the tunnel boring machine is the cutterhead.

[0058] Specifically, by analyzing the real-time tunneling data transmitted by the TBM at the tunnel construction site, cutterhead jamming can occur when the torque required to overcome by the TBM cutterhead exceeds its own limit torque for freeing itself. Therefore, a three-dimensional numerical prediction model can be used to numerically simulate and calculate the cutterhead contact resistance torque, comparing the cutterhead contact resistance torque in the normal tunneling section with that in the jamming section, thereby establishing a basis for predicting cutterhead jamming. Figure 7 This is a schematic diagram comparing the normal stress on the cutter head and the cutting tool during normal tunneling and when the machine jams, as shown in the embodiment of the present invention. Figure 7As shown in the diagram, under normal tunneling conditions, the stress on the cutter head is much lower than that under jamming conditions, and there is stress concentration at the edge of the cutterhead. During normal tunneling, the normal stress on the cutterhead shows almost no significant change, while during jamming, a large amount of rock debris flows into the space between the cutterhead and the cutter, resulting in a large area of ​​stress concentration. Furthermore, the normal stress on the cutterhead during jamming is much higher than that under normal tunneling conditions.

[0059] Figure 8 This is a schematic diagram illustrating the change in the contact resistance torque of the cutter head in an embodiment of the present invention, as shown below. Figure 8 As shown, at 50m, in the simulated fault fracture zone, a significant increase in the cutterhead contact resistance torque occurred, exceeding the maximum torque that the TBM's escape torque could provide, causing a TBM jamming incident. Therefore, when the TBM's cutterhead contact resistance torque is lower than its escape torque, the TBM cutterhead will not get stuck and can pass smoothly through the fault fracture zone. When the TBM's cutterhead contact resistance torque exceeds its escape torque, the TBM cutterhead jams, requiring TBM cutterhead escape procedures.

[0060] In this embodiment of the invention, if the contact friction force of the shield is greater than the rated thrust of the tunnel boring machine, or the contact friction torque of the shield is greater than the unblocking torque, then the jamming position of the tunnel boring machine is the shield.

[0061] Specifically, the shield contact friction force is calculated by numerical simulation using a three-dimensional numerical prediction model. The shield contact friction force in the normal tunneling section is compared with that in the section where the shield jams, thereby establishing a basis for predicting shield jamming. Figure 9 This is a schematic diagram comparing the normal stress of the shield during normal tunneling and when the machine jams in an embodiment of the present invention, as shown below. Figure 9 As shown, when shield jamming occurs, the normal stress level of the shield calculated by the three-dimensional numerical prediction model is significantly higher than that of the shield under normal tunneling conditions. A large area of ​​high stress appears in the cloud map, indicating that the shield is under higher stress than under normal tunneling conditions, which can significantly distinguish whether shield jamming has occurred.

[0062] Curves were constructed by extracting the surrounding rock deformation and shield contact friction calculated from the three-dimensional numerical prediction model. Figure 10 This is a graph showing the variation of surrounding rock deformation in an embodiment of the present invention, such as... Figure 10 As shown, when the deformation of the surrounding rock increases sharply after a brief period of stabilization, the deformation exceeds the critical value, and the TBM jams. This can be used to predict whether the TBM will jam its shield. Figure 11 This is a schematic diagram illustrating the changes caused by friction on the shield in an embodiment of the present invention, as shown below. Figure 11 As shown, when the contact friction force of the TBM shield exceeds the rated thrust of the tunnel boring machine, the TBM shield jams.

[0063] Optionally, the shield contact friction torque can be calculated using a three-dimensional numerical prediction model. When the shield contact friction torque is greater than the TBM's escape torque, it indicates that the TBM shield is stuck and TBM shield escape processing is required.

[0064] In this embodiment of the invention, the jamming risk location is accurately located by using the tool contact resistance torque and shield contact friction data. Sudden changes in the tool contact resistance torque directly reflect the jamming location of the cutter head, and abnormal shield contact friction data can lock the jamming area of ​​the shield. This avoids misjudgment caused by relying on experience in traditional methods, and can provide early location warnings, reduce blind shutdowns for troubleshooting, and reduce the risk of equipment wear and project delays.

[0065] S500 generates a jam prevention strategy for the tunnel boring machine based on the jam location.

[0066] In this embodiment of the invention, when the TBM crosses a fault fracture zone, a jam prevention strategy can be generated based on the predicted jam information of the TBM cutterhead and shield.

[0067] Optionally, if the jamming location is the cutterhead, a grouting prevention strategy for the tunnel face is generated. Specifically, based on rock debris, TBM tunneling parameters, and TBM geological advance drilling data, it can be inferred whether there are adverse geological conditions ahead. If adverse geological conditions are encountered, a method of high-pressure injection of chemical grouting material can be adopted in front of the tunnel face. Using the pressure of the grouting pump, the chemical grouting material is injected into the rock fissures, causing the loose or broken surrounding rock to solidify into a whole, improving the integrity and self-stabilizing capacity of the surrounding rock, suppressing deformation and collapse, and facilitating TBM construction.

[0068] To further investigate the effectiveness of the face grouting strategy in preventing cutterhead jamming, a three-dimensional predictive numerical model was used for simulation. The stress on the cutterhead was simulated with and without reinforcement measures at the face, respectively, to determine the reinforcement effect of the preventive strategy on the surrounding rock. Figure 12 This is a schematic diagram comparing the cloud images of the unreinforced and reinforced working faces in an embodiment of the present invention, as shown below. Figure 12 As shown, after the tunnel face was reinforced, there was no obvious high-stress area for the cutting tools. The stress on each cutting tool was basically on the same order of magnitude. Only the stress on the edge cutting tools was slightly higher than that on the cutting tools near the center. Moreover, the peak and average stress values ​​were significantly lower than those on the cutting tools without reinforced tunnel faces.

[0069] Optionally, if the jamming location is a shield, a pipe roof grouting prevention strategy is generated. Figure 13 This is a schematic diagram of pipe roof grouting in an embodiment of the present invention, as shown below. Figure 13As shown, when no collapse occurs in the fault fracture zone, the arch frame behind the shield should be densified or longitudinal connections increased first, and sprayed concrete should be used to seal the rock surface in a timely manner. Self-propelled anchor bolts should be used for grouting. Then, advanced small guide pipes should be installed, and the loose body above the shield should be reinforced through these pipes to form a sealed shell layer with a certain high strength and self-stabilizing ability, thereby assisting the TBM in passing through.

[0070] To further investigate the effectiveness of the pipe roof grouting prevention strategy in preventing shield jamming, a three-dimensional predictive numerical model was used for simulation. The stress conditions of the shield before and after pipe roof construction were simulated to determine the reinforcement effect of the prevention strategy on the surrounding rock. Figure 14 This is a schematic diagram comparing cloud images before and after pipe roof construction in an embodiment of the present invention, as shown below. Figure 14 As shown, the stress transfer of the surrounding rock after the pipe roof is constructed is more reasonable, resulting in a significantly lower maximum normal stress than when the pipe roof is not constructed. This effectively prevents the shield from getting stuck, thus ensuring the smooth passage of the TBM. This is because the pipe roof forms an umbrella-shaped support through grouting for the unexposed surrounding rock, which greatly strengthens the surrounding rock in front of the TBM. This significantly improves the surrounding rock conditions when passing through fault fracture zones, greatly reducing the risk of the shield getting stuck.

[0071] The present invention provides a method for handling TBM jamming in fault fracture zones. It constructs a three-dimensional prediction model based on numerical simulation, enabling real-time simulation of key parameters. Through precise simulation of resistance and friction torques, it can more accurately assess the stress state of the TBM during tunneling. Combined with other relevant parameters and visualization techniques, it further improves the accuracy and scientific rigor of predicting faults such as cutterhead and shield jamming. By identifying risks in advance based on jamming prediction results and providing preventative strategies, it helps construction personnel take timely countermeasures, avoid sudden accidents, and ensure safe and smooth construction progress.

[0072] Example 2 Based on the same technical concept as Embodiment 1 above, this embodiment of the invention provides a TBM jamming handling system in fault fracture zones. Figure 15 This is a schematic diagram of the TBM jamming handling system in a fault fracture zone provided in an embodiment of the present invention, as shown below. Figure 15 As shown, the TBM jamming handling system 200 in this fault fracture zone includes: The 3D model building module 210 is used to build a 3D numerical prediction model based on the equipment parameters of the tunnel boring machine and the geological parameters of the fault fracture zone.

[0073] The cutterhead data simulation module 220 is used to perform numerical simulation based on the three-dimensional numerical prediction model and the cutterhead data of the tunnel boring machine to obtain the cutterhead contact resistance torque.

[0074] The shield data simulation module 230 is used to perform numerical simulation based on the three-dimensional numerical prediction model and the shield data of the tunnel boring machine to obtain shield contact friction data.

[0075] The jam position prediction module 240 is used to determine the jam position of the tunnel boring machine based on the contact resistance torque of the cutterhead and the contact friction data of the shield.

[0076] The prevention strategy generation module 250 is used to generate a jam prevention strategy for the tunnel boring machine based on the jam location.

[0077] The TBM jamming handling system provided in this embodiment of the invention successfully solves the problem of TBM jamming in fault fracture zones through accurate prediction and targeted prevention, ensuring smooth TBM tunneling, significantly improving construction efficiency and safety, greatly reducing equipment damage and construction delays caused by jamming, providing strong support for TBM construction under complex geological conditions, and bringing significant economic and social benefits.

[0078] It is understood that the implementation method for handling TBM jamming in fault fracture zones described in Embodiment 1 above is also applicable to this embodiment and can achieve the same technical effect, so it will not be described again here.

[0079] Example 3 Based on the same concept, embodiments of the present invention also provide an electronic device. Figure 16 This is a schematic diagram of the structure of an electronic device provided in an embodiment of the present invention, such as... Figure 16 As shown, the electronic device 300 may include a processor 310, a communication interface 320, a memory 330, and a communication bus 340, wherein the processor 310, the communication interface 320, and the memory 330 communicate with each other via the communication bus 340. The processor 310 can call logical instructions in the memory 330 to execute the steps of the TBM jamming handling method in the fault fracture zone as described in the above embodiments. For example, it includes: S100. Construct a three-dimensional numerical prediction model based on the equipment parameters of the tunnel boring machine and the geological parameters of the fault fracture zone; S200, based on the three-dimensional numerical prediction model and the cutterhead data of the tunnel boring machine, numerical simulation was performed to obtain the cutterhead contact resistance torque; S300, based on the three-dimensional numerical prediction model and the shield data of the tunnel boring machine, numerical simulation was performed to obtain shield contact friction data; S400. Determine the jamming position of the tunnel boring machine based on the contact resistance torque of the cutterhead and the contact friction data of the shield. S500 generates a jam prevention strategy for the tunnel boring machine based on the jam location.

[0080] The processor 310 can be a central processing unit (CPU). The processor can also be other general-purpose processors, digital signal processors (DSPs), application-specific integrated circuits (ASICs), field-programmable gate arrays (FPGAs), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, or combinations of the above types of chips.

[0081] Furthermore, the logical instructions in the aforementioned memory 330 can be implemented as software functional units and, when sold or used as independent products, can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, essentially, or the part that contributes to the prior art, or a part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods described in the various embodiments of the present invention. The aforementioned storage medium includes various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0082] The memory 330 may include a program storage area and a data storage area. The program storage area may store the operating system and applications required for at least one function; the data storage area may store data created by the processor, etc. Furthermore, the memory may include high-speed random access memory and non-transitory memory, such as at least one disk storage device, flash memory device, or other non-transitory solid-state storage device. In some embodiments, the memory may optionally include memory remotely located relative to the processor, which can be connected to the processor via a network. Examples of such networks include, but are not limited to, the Internet, corporate intranets, local area networks, mobile communication networks, and combinations thereof.

[0083] Example 4 Based on the same concept, embodiments of the present invention also provide a computer-readable storage medium storing a computer program containing at least one piece of code executable by a master control device to control the master control device to implement the steps of the TBM jamming handling method in the fault fracture zone as described in the above embodiments. For example, it includes: S100. Construct a three-dimensional numerical prediction model based on the equipment parameters of the tunnel boring machine and the geological parameters of the fault fracture zone; S200, based on the three-dimensional numerical prediction model and the cutterhead data of the tunnel boring machine, numerical simulation was performed to obtain the cutterhead contact resistance torque; S300, based on the three-dimensional numerical prediction model and the shield data of the tunnel boring machine, numerical simulation was performed to obtain shield contact friction data; S400. Determine the jamming position of the tunnel boring machine based on the contact resistance torque of the cutterhead and the contact friction data of the shield. S500 generates a jam prevention strategy for the tunnel boring machine based on the jam location.

[0084] Based on the same technical concept, this embodiment of the invention also provides a computer program, which, when executed by a master control device, is used to implement the above-described method embodiments.

[0085] The computer program may be stored, in whole or in part, on a computer-readable storage medium packaged with the processor, or in part or in whole on a memory not packaged with the processor.

[0086] Based on the same technical concept, embodiments of the present invention also provide a processor for implementing the above-described method embodiments. The processor may be a chip.

[0087] In summary, the present invention provides a method, system, equipment, and medium for handling TBM jamming in fault fracture zones. It constructs a three-dimensional prediction model based on numerical simulation, enabling real-time simulation of key parameters. Through precise simulation of resistance and friction torques, it can more accurately assess the stress state of the TBM during tunneling. Combined with other relevant parameters and visualization techniques to assist decision-making, it further improves the accuracy and scientific rigor of predicting faults such as cutterhead and shield jamming. Early risk identification and prevention strategies based on jamming prediction results help construction personnel take timely countermeasures, avoid sudden accidents, and ensure construction safety and smooth progress. Through accurate prediction and targeted prevention, the problem of TBM jamming in fault fracture zones has been successfully solved, ensuring smooth TBM tunneling, significantly improving construction efficiency and safety, greatly reducing equipment damage and project delays caused by jamming, providing strong support for TBM construction under complex geological conditions, and bringing significant economic and social benefits.

[0088] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method for handling TBM jamming in a fault fracture zone, characterized in that, The method includes: A three-dimensional numerical prediction model was constructed based on the equipment parameters of the tunnel boring machine and the geological parameters of the fault fracture zone. Numerical simulation was performed based on the three-dimensional numerical prediction model and the cutterhead data of the tunnel boring machine to obtain the cutterhead contact resistance torque; Numerical simulations were performed based on the three-dimensional numerical prediction model and the shield data of the tunnel boring machine to obtain shield contact friction data. The jamming position of the tunnel boring machine is determined based on the contact resistance torque of the cutterhead and the contact friction data of the shield. A jam prevention strategy for the tunnel boring machine is generated based on the jam location.

2. The method for handling TBM jamming in fault fracture zones according to claim 1, characterized in that, The construction of a three-dimensional numerical prediction model based on the equipment parameters of the tunnel boring machine and the geological parameters of the fault fracture zone includes: A tunnel geological model is constructed based on the geological parameters of the fault fracture zone, and boundary conditions are set. A tunnel boring machine model is constructed based on the equipment parameters of the tunnel boring machine; Set the first contact constraint condition between the cutterhead surface of the tunnel boring machine model and the surrounding rock at the tunnel face; By setting the second contact constraint conditions between the shield and the surrounding rock of the tunnel boring machine model, the three-dimensional numerical prediction model is obtained.

3. The method for handling TBM jamming in fault fracture zones according to claim 2, characterized in that, The first contact constraint conditions for setting the cutterhead surface of the tunnel boring machine model with the surrounding rock at the tunnel face include: According to the tunnel boring machine model, after each simulated tunneling, a cutterhead shell unit is set on the cutterhead projection area of ​​the surrounding rock at the tunnel face; The extrusion deformation of the surrounding rock at the working face is calculated based on the displacement information of the cutterhead shell unit and the surrounding rock at the working face. If the extrusion deformation exceeds the first deformation threshold, the first contact constraint condition is obtained based on the simulated contact between the cutterhead shell unit and the surrounding rock at the working face.

4. The method for handling TBM jamming in fault fracture zones according to claim 2, characterized in that, The second contact constraint condition between the shield and the surrounding rock of the tunnel boring machine model includes: Set the allowable deformation amount between the shield of the tunnel boring machine model and the surrounding rock; If the reserved deformation amount is less than the second deformation threshold, then the surrounding rock deformation amount is calculated. If the deformation of the surrounding rock reaches the critical deformation, the contact relationship between the shield and the surrounding rock is updated according to the displacement information of the excavation boundary node to obtain the second contact constraint condition.

5. The method for handling TBM jamming in fault fracture zones according to claim 1, characterized in that, The formula for calculating the contact resistance torque of the cutter head is as follows: In the above formula, T a1 This indicates the contact resistance torque of the cutter head. f c1 This represents the coefficient of friction between the cutterhead and the surrounding rock at the working face. Indicates the first i The passive normal stress borne by each cutterhead shell unit due to the deformation of the surrounding rock at the working face. Indicates the first i The normal stress generated by the thrust of the tunnel boring machine in each cutterhead housing unit Indicates the first i The area of ​​each cutter head housing unit Indicates the first i The distance between the centroid of each cutterhead housing unit and the rotation axis of the tunnel boring machine; The shield contact friction data includes the shield contact friction force and the shield contact friction torque, and the calculation formula is as follows: In the above formula, F This indicates the contact friction of the shield. T a2 This indicates the contact friction torque of the shield. f c2 This represents the coefficient of friction between the shield and the surrounding rock. Indicates the first i The passive stress borne by each shield-surrounding rock contact surface unit Indicates the first i The area of ​​each shield-surrounding rock contact surface unit. L This indicates the distance between the outer surface of the shield and the tunnel axis.

6. The method for handling TBM jamming in fault fracture zones according to claim 5, characterized in that, The step of determining the jam position of the tunnel boring machine based on the contact resistance torque of the cutterhead and the contact friction data of the shield includes: If the contact resistance torque of the cutterhead is greater than the unblocking torque of the tunnel boring machine, then the jammed position of the tunnel boring machine is the cutterhead. If the contact friction force of the shield is greater than the rated thrust of the tunnel boring machine, or the contact friction torque of the shield is greater than the escape torque, then the stuck position of the tunnel boring machine is the shield.

7. The method for handling TBM jamming in fault fracture zones according to claim 6, characterized in that, The method for generating a jam prevention strategy for the tunnel boring machine based on the jam location includes: If the jamming location is the cutterhead, a grouting prevention strategy for the working face is generated; if the jamming location is the shield, a grouting prevention strategy for the pipe roof is generated.

8. A system for handling TBM jamming in fault fracture zones, characterized in that, The system includes: The 3D model building module is used to build a 3D numerical prediction model based on the equipment parameters of the tunnel boring machine and the geological parameters of the fault fracture zone. The cutterhead data simulation module is used to perform numerical simulation based on the three-dimensional numerical prediction model and the cutterhead data of the tunnel boring machine to obtain the cutterhead contact resistance torque. The shield data simulation module is used to perform numerical simulation based on the three-dimensional numerical prediction model and the shield data of the tunnel boring machine to obtain shield contact friction data. The jam position prediction module is used to determine the jam position of the tunnel boring machine based on the contact resistance torque of the cutterhead and the contact friction data of the shield. The prevention strategy generation module is used to generate a jam prevention strategy for the tunnel boring machine based on the jam location.

9. An electronic device comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, The processor executes the computer program to implement the TBM jamming handling method in the fault fracture zone as described in any one of claims 1-7.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that, When the computer program is executed by the processor, it implements the TBM jamming handling method in the fault fracture zone as described in any one of claims 1-7.

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