A device and method for loading simulation test of water-rich fault fracture zone in a tunnel

Abstract

The present invention relates to the field of rock mass testing technology, and specifically to a device and method for loading simulation testing of a water-rich fault fracture zone area in a tunnel, wherein the device for loading simulation testing of a water-rich fault fracture zone area in a tunnel comprises a test box, wherein a partition is provided in the test box, wherein the partition divides the test box into a first area and a second area, wherein the second area is filled with rock and soil samples; a lateral loading structure; a vertical loading structure; a simulated fault test structure, comprising a mounting frame fixedly connected to the partition, a driving structure and a simulated fault unit, wherein one end of the driving structure is hinged to the mounting frame, and the other end of the driving structure is connected to the simulated fault unit; the simulated fault unit is hinged to the mounting frame, and is used to simulate an adjustable fault, so as to solve the technical problem that the existing test device cannot dynamically adjust the width and inclination of the fault crack according to the load action and cannot simulate the real-time coupling of the hydrological seepage field.

Description

Technical Field

[0001] The present invention relates to the technical field of rock mass testing, and in particular to a device and method for loading simulation testing of a water-rich fault fracture zone area in a tunnel. Background Art

[0002] In tunnel construction, water-rich fault fracture zones are extremely complex and dangerous geological areas. The rock mass in such areas is broken, the structure is loose, and it is rich in groundwater. During tunnel excavation, it is very easy to cause disasters such as sudden water and mud, and collapse, which seriously threatens construction safety and project quality. Current model test research on such problems mostly relies on simplified geological conditions. The existing fault model tunnel simulation experiments are too simple in terms of fault crack width, fault dip and hydrology, and cannot truly simulate the coupled dynamically changing surrounding rock stress field during tunnel excavation. As a result, the fault crack expansion pattern has a significant deviation from the actual engineering situation, and it is difficult to flexibly adapt to the changing actual geological conditions of the engineering. At the same time, the test models mostly use a preset fixed dip fault structure, and the dip and crack width cannot change according to the load, ignoring the adaptive adjustment of the fault fracture zone under the action of the load. It is difficult to reveal the differentiated damage mechanism of the change of fault dip and the displacement of fault fissure width; moreover, the dynamic change of fault dip and fissure width will significantly affect the migration path and seepage pressure of groundwater, leading to the reconstruction of underground spatial relationship and the formation of a more permeable dominant seepage channel, which in turn triggers water inrush disasters; although some experimental models also have hydrological simulation links, the hydrological simulation adopts constant pressure water injection or fixed seepage path design, and fails to establish a real-time coupling mechanism between the change of fissure width and the evolution of hydrological seepage field, resulting in inaccurate evaluation of the water inrush channel formation process and the grouting water blocking effect.

[0003] Therefore, in view of this, the inventors proposed a loading simulation test device and method for the water-rich fault fracture zone area of a tunnel to solve the above technical problems. Summary of the Invention

[0004] One of the purposes of the present invention is to provide a loading simulation test device for the water-rich fault fracture zone area of a tunnel to solve the technical problem that the existing test device cannot dynamically adjust the fault crack width and inclination according to the load action and perform real-time coupling simulation of the hydrological seepage field; the second purpose is to provide a method.

[0005] In order to achieve the above object, the technical solution adopted by the present invention is as follows:

[0006] A device for simulating loading tests in a water-rich fault fracture zone of a tunnel comprises a test box, wherein a partition is provided in the test box, the partition dividing the test box into a first area and a second area, wherein the second area is filled with a rock and soil sample;

[0007] a lateral loading structure configured to apply a lateral load to the geotechnical specimen within the second region;

[0008] a vertical loading structure configured to apply a vertical load to the geotechnical sample in the second area;

[0009] A simulated fault test structure includes a mounting frame fixedly connected to the partition, a drive structure, and a simulated fault unit, wherein one end of the drive structure is hinged to the mounting frame, and the other end of the drive structure is connected to the simulated fault unit; the simulated fault unit is hinged to the mounting frame for simulating an adjustable fault;

[0010] A data acquisition system, which is distributed around the tunnel and is used to monitor in real time the impact of geotechnical samples on the tunnel during the simulation process and to collect data information generated during the test;

[0011] The lateral loading structure is connected to the driving structure so that when the lateral loading structure applies a lateral load, it drives the driving structure to move, thereby driving the simulated fault unit to move relative to the mounting frame to dynamically change the inclination and width of the simulated fault unit in the geotechnical sample.

[0012] According to the above technical solution, when the tunnel water-rich fault fracture zone area loading simulation test device is working, the lateral loading structure is started to apply a lateral load to the geotechnical sample filled in the second area of the test box. Since the lateral loading structure is connected to the driving structure, the driving structure will be synchronously driven to move during the process of applying the lateral load. One end of the driving structure is hinged to the mounting frame and the other end is connected to the simulated fault unit. Its movement will drive the simulated fault unit connected to it to move relative to the mounting frame fixedly connected to the partition, and the simulated fault unit itself is hinged to the mounting frame to simulate an adjustable fault. Through this series of actions, the inclination and width of the simulated fault unit in the geotechnical sample can be dynamically changed. At the same time, the data acquisition systems distributed around the tunnel monitor the impact of the geotechnical sample on the tunnel in real time during the simulation process, and collect data information generated during the test, so as to realize the simulation test of the loading condition of the tunnel water-rich fault fracture zone area.

[0013] Furthermore, the simulated fault unit includes a plurality of simulated fault pieces connected end to end;

[0014] The simulated fault component includes two parallel and symmetrically arranged cross frames and two parallel and symmetrically arranged hydrological telescopic components, and the two cross frames are symmetrically arranged on both sides of the two hydrological telescopic components; the cross frame includes a first connecting rod and a second connecting rod that are cross-hinged with each other, one of the first connecting rods is hinged to the mounting frame, and one of the second connecting rods is hinged to a third connecting rod, and the third connecting rod is hinged to the mounting frame.

[0015] Furthermore, the hydrological telescopic component includes a first telescopic plate and a second telescopic plate. A water injection cavity is defined in the first telescopic plate. The second telescopic plate is sealingly and slidably disposed in the water injection cavity. The end of the second telescopic plate extends out of the water injection cavity and is hingedly connected to the first telescopic plate of the adjacent simulated fault component. The first telescopic plate is hingedly connected to the second telescopic plate of the adjacent simulated fault component.

[0016] Furthermore, the first telescopic plate is provided with a plurality of nozzles and a water inlet connected to the water injection cavity, the water inlet is connected to a water inlet pipe, and a one-way valve is provided in the water inlet pipe;

[0017] A pressure water spraying structure is installed in the nozzle, and the pressure water spraying structure includes a nozzle seat fixedly installed at the nozzle, a conical flow channel connected to the water injection chamber is opened in the nozzle seat, and a spring and a rubber ball are arranged in the flow channel, and the spring has a tendency to cause the rubber ball to block the conical flow channel;

[0018] When the second telescopic plate compresses the water injection cavity, causing the internal pressure thereof to increase and overcome the elastic force of the spring, the rubber ball is pushed to move, so that the liquid in the water injection cavity can be ejected through the tapered flow channel.

[0019] According to the above technical solution, when the hydrological expansion element in the simulated fault unit is in operation, liquid enters through the water inlet connected to the water injection chamber of the first expansion plate. A one-way valve in the water inlet pipe prevents backflow of the liquid, ensuring unidirectional liquid injection into the water injection chamber. As the simulated fault unit deforms due to external forces and the second expansion plate compresses the water injection chamber, the pressure within the water injection chamber gradually increases. At this point, the pressure-dispensing mechanism within the nozzle takes effect. A spring in the tapered flow channel within the nozzle holder forces a rubber ball to block the conical flow channel, thus providing a seal. When the pressure within the water injection chamber increases sufficiently to overcome the spring force, the rubber ball is pushed and displaced, freeing it from the conical flow channel, allowing the liquid in the water injection chamber to be ejected through the conical flow channel. This process links changes in the water injection chamber pressure with the liquid ejection, simulating the changes in hydrological seepage caused by changes in fault morphology in the water-rich fault fracture zone. This provides a more realistic simulation of the hydrological response for the experiment, facilitating a more accurate study of the characteristics and variations of the tunnel's water-rich fault fracture zone under different operating conditions.

[0020] Furthermore, the simulated fault unit has a first state and a second state, the drive structure includes a drive housing hinged on the mounting frame, a piston is sealably and movably connected in the drive housing, the piston divides the drive housing into a first chamber and a second chamber, and the second chamber is connected to a first pipe;

[0021] A push rod is fixedly connected to the piston, the push rod is sealingly and slidingly connected to the drive housing, and the push rod extends out of the second chamber and is hinged to the second connecting rod.

[0022] Furthermore, the side loading structure includes a fixed seat, a cylinder, a sliding seat and a plurality of guide rods, each of the guide rods is fixed to one side of the fixed seat, the sliding seat is slidably connected to the guide rod, and a first push rod and a second push rod hinged to each other are symmetrically arranged between the sliding seat and the fixed seat, the free end of the first push rod is hinged to the fixed seat, and the free end of the second push rod is hinged to the sliding seat;

[0023] A push column is fixed on one side of the sliding seat away from the fixed seat, and the push column passes through the test box and is connected to a side plate.

[0024] The cylinder is fixed on the fixed seat, and an air pressure box is symmetrically arranged on the fixed seat. A push block is slidably arranged between the two air pressure boxes. The piston rod of the cylinder passes through the fixed seat and is connected to the push block. A third push rod is hinged at both ends of the push block, and the free end of the third push rod is hinged to the middle position of the first push rod.

[0025] Furthermore, a pneumatic chamber is provided in the pneumatic box, a telescopic sealing plate is provided on the pneumatic box, one end of the telescopic sealing plate is fixed on the pneumatic box, and the other end of the telescopic sealing plate is connected to the push block. An air inlet is provided on the pneumatic chamber, and a one-way valve is provided at the air inlet. The pneumatic chamber is connected to the first pipe. When the pneumatic chamber is compressed, the gas in the pneumatic chamber enters the second chamber through the first pipe.

[0026] Furthermore, the vertical loading structure includes a hydraulic press, a hydraulic plate is connected to the hydraulic press, a hydraulic rod is connected below the hydraulic plate, and the hydraulic rod is connected to a load plate.

[0027] According to the above technical solution, when the vertical loading structure is in operation, the hydraulic press activates, converting hydraulic energy into mechanical energy, pushing the hydraulic plate downward. The hydraulic plate then drives the hydraulic rod connected below it downward in a synchronous manner. The hydraulic rod, in turn, pushes the load plate downward to apply pressure, thereby applying a vertical load to the geotechnical specimens in the second zone of the test chamber, simulating the vertical pressure environment in actual engineering.

[0028] Furthermore, the data acquisition system includes:

[0029] A high-speed camera, mounted on one side of the test chamber, is used to record the tunnel of the test chamber frame by frame;

[0030] Acoustic emission sensors are distributed outside the tunnel lining to obtain acoustic signals generated by rock fractures;

[0031] Distributed fiber optic sensors are buried inside the rock and soil samples to sense the strain distribution of the rock and soil;

[0032] Pressure sensors are set in the area around the simulated fault unit to measure stress changes in the fault zone;

[0033] Deformation sensors, installed on the inner wall of the test chamber, are used to detect the displacement of the surrounding rock; and piezometers distributed along the seepage path of the rock and soil specimens are used to monitor the pore water pressure status;

[0034] A computer controller is connected to the high-speed camera, the acoustic emission sensor, the distributed optical fiber sensor, the pressure sensor, the deformation sensor and the piezometer, and the computer controller is connected to a data storage device for storing data of the computer controller.

[0035] When the data acquisition system is working, each sensor works in conjunction with the high-speed camera to collect various data in real time during the simulation test. The high-speed camera installed on one side of the test box records the tunnel inside the test box frame by frame, accurately capturing details such as the morphological changes and structural damage of the tunnel under different loading stages, providing intuitive image data for subsequent analysis; the acoustic emission sensors distributed on the outside of the tunnel lining constantly monitor the acoustic signals generated by rock fractures; when tiny fractures appear inside the rock mass, the acoustic emission sensors can quickly capture these signals and convert them into electrical signals to transmit to the computer controller, thereby determining the location, degree and development trend of the rock fracture; the distributed optical fiber sensors buried inside the rock and soil samples sense the strain of the rock and soil As loading progresses, the rock mass deforms. Distributed fiber optic sensors, sensing changes in optical signals, accurately measure strain in various parts of the rock mass, providing key data for studying its mechanical properties. Pressure sensors placed around the simulated fault units measure stress changes in the fault zone, providing real-time feedback on the stress state of the fault zone under different working conditions. Deformation sensors installed on the inner wall of the test chamber detect surrounding rock displacement and understand its deformation patterns during loading. Osmometers distributed along the seepage path of the rock sample monitor pore water pressure and understand the hydrological response of the water-rich fault fracture zone. A computer controller receives and processes data from each sensor and high-speed camera, then stores the data in a connected data storage device for subsequent in-depth analysis and research.

[0036] On the other hand, the present application also proposes a method for simulating a loading test on a water-rich fault fracture zone in a tunnel, using the aforementioned device for simulating a loading test on a water-rich fault fracture zone in a tunnel, comprising the following steps:

[0037] Test configuration: Fill the test chamber with rock and soil samples and bury the tunnel model, install the simulated fault unit in the initial state, and lay out the sensor array;

[0038] Linked loading and fault adjustment: vertical and lateral loads are applied simultaneously, and the simulated fault units are driven by air pressure transmission to dynamically adjust the fault dip and crack width;

[0039] Hydrological response and data acquisition: In response to fault unit deformation, liquid ejection is triggered to simulate seepage effects, and data on fracture propagation, rock mass failure, geotechnical strain, stress, and pore water pressure are simultaneously collected;

[0040] Analysis termination: Reduce the load and establish a mechanical coupling model of fault dip angle-crack width-surrounding rock stress and a seepage coupling model of crack width-seepage path.

[0041] Beneficial effects of the present invention:

[0042] The present invention uses the cylinder of the lateral loading structure to drive the push block to compress the gas generated in the air pressure chamber, and transports the gas to the second chamber of the driving structure through the first pipeline to push the piston and the push rod; the push rod acts on the second connecting rod of the simulated fault unit, forcing the cross frame and the hydrological telescopic component to deform in coordination, thereby changing the fault inclination and the crack width in real time; at the same time, the fault unit deforms and squeezes the second telescopic plate of the hydrological telescopic component, thereby increasing the liquid pressure in the water injection chamber and triggering the pressure water spraying structure, thereby realizing the mechanical real-time coupling of lateral load, dynamic adjustment of fault morphology and hydrological response.

[0043] Other advantages, objectives and features of the present application will be described to some extent in the subsequent description, and to some extent, will be obvious to those skilled in the art based on the following examination and study, or can be taught from the practice of the present application. The objectives and other advantages of the present application can be achieved and obtained through the following specific embodiments. BRIEF DESCRIPTION OF THE DRAWINGS

[0044] Figure 1 This is a schematic diagram of the overall structure of the tunnel water-rich fault fracture zone area loading simulation test device of the present invention;

[0045] Figure 2 This is a schematic cross-sectional view of the first state of the tunnel water-rich fault fracture zone area loading simulation test device of the present invention;

[0046] Figure 3 This is a schematic cross-sectional view of the second state of the tunnel water-rich fault fracture zone area loading simulation test device of the present invention;

[0047] Figure 4 The simulated fault test structure (see Figure 2) in the tunnel water-rich fault fracture zone loading simulation test device of the present invention is Figure 1 ) structural diagram;

[0048] Figure 5 The present invention is a tunnel water-rich fault fracture zone area loading simulation test device Figure 3 Schematic diagram of the local structure;

[0049] Figure 6 The simulated fault test structure (see Figure 2) in the tunnel water-rich fault fracture zone loading simulation test device of the present invention is Figure 2 ) structural diagram;

[0050] Figure 7 It is a cross-sectional schematic diagram of a simulated fault test structure in a loading simulation test device for a water-rich fault fracture zone region of a tunnel according to the present invention;

[0051] Figure 8 This is a structural schematic diagram of the first state of the simulated fault test structure in the tunnel water-rich fault fracture zone area loading simulation test device of the present invention;

[0052] Figure 9 This is a schematic structural diagram of the second state of the simulated fault test structure in the tunnel water-rich fault fracture zone area loading simulation test device of the present invention;

[0053] Figure 10 This is a schematic diagram of the partial structure of the lateral loading structure in the tunnel water-rich fault fracture zone area loading simulation test device of the present invention;

[0054] Figure 11 It is a partial cross-sectional schematic diagram of the lateral loading structure in the tunnel water-rich fault fracture zone area loading simulation test device of the present invention;

[0055] Figure 12 The present invention is a tunnel water-rich fault fracture zone area loading simulation test device Figure 7 Schematic diagram of the structure of part A;

[0056] Figure 13 The present invention is a tunnel water-rich fault fracture zone area loading simulation test device Figure 12 Schematic diagram of part B.

[0057] Among them, the test box 1, the partition 11, the first area 12, the second area 13, the geotechnical sample 14, the tunnel 15, the lateral loading structure 2, the fixed seat 21, the cylinder 22, the sliding seat 23, the guide rod 24, the push column 25, the side plate 26, the air pressure box 27, the air pressure chamber 271, the telescopic sealing plate 272, the air inlet 273, the push block 28, the first push rod 281, the second push rod 282, the third push rod 283, the vertical loading structure 3, the hydraulic press 31, the hydraulic plate 32, the hydraulic rod 33, the load plate 34, and the simulated fault test structure 4. Mounting frame 41, drive structure 42, drive housing 421, piston 422, second chamber 423, first pipe 424, push rod 425, simulated fault unit 43, cross frame 431, first connecting rod 4311, second connecting rod 4312, third connecting rod 4313, hydrological telescopic member 432, first telescopic plate 4321, second telescopic plate 4322, water injection chamber 4323, water inlet pipe 4324, pressure water spraying structure 433, nozzle seat 4331, tapered flow channel 4332, spring 4333, rubber ball 4334. DETAILED DESCRIPTION

[0058] The following describes the embodiments of the present invention with reference to the accompanying drawings and preferred embodiments. Those skilled in the art will readily appreciate the other advantages and benefits of the present invention from the disclosure herein. The present invention may also be implemented or applied through various other specific embodiments, and the various details in this specification may be modified or altered based on different viewpoints and applications without departing from the spirit of the present invention. It should be understood that the preferred embodiments are intended only to illustrate the present invention and are not intended to limit the scope of protection of the present invention.

[0059] It should be noted that the illustrations provided in the following embodiments are merely schematic illustrations of the basic concept of the present invention. Therefore, the illustrations only show components related to the present invention and are not drawn according to the number, shape, and size of components in actual implementation. In actual implementation, the type, quantity, and proportion of each component may be changed arbitrarily, and the component layout may also be more complex.

[0060] This embodiment proposes a tunnel water-rich fault fracture zone area loading simulation test device, such as Figures 1 to 13 As shown, the device includes a test box 1, a lateral loading structure 2, a vertical loading structure 3, a simulated fault test structure 4 and a data acquisition system. A partition 11 is set in the test box 1 to divide the test box 1 into a first area 12 and a second area 13. The second area 13 is filled with a rock and soil sample 14. The test box 1 is a transparent structure for easy observation and research.

[0061] It should be noted that the fault dip and crack width are studied simultaneously when simulating faults in this embodiment because the two are interrelated in real fault zones and jointly affect their characteristics. Changes in the fault dip will reshape the stress distribution and deformation pattern of the fault zone, thereby affecting the development and width of the cracks. For example, shear stress concentration at steep dips may cause crack expansion and increase in width. Changes in crack width will also react on the fault dip, changing its stress stability. Existing technologies all study a single object and do not test the coupling effect of the fault dip and crack width, and cannot provide an accurate basis for stability research of underground projects such as Tunnel 15.

[0062] The purpose of setting up the simulated fault test structure 4 in this embodiment is to simulate the fault zone in the water-rich fault fracture zone area of the simulation tunnel 15. By dynamically and simultaneously changing the inclination angle and crack width of the simulated fault test structure 4, the fault morphology under the conditions of the simulated fault fracture zone is achieved, which is used to study the mechanical response of the fault under the action of the fault inclination angle and crack width, and clarify the influence mechanism of the fault on the stability of the tunnel 15.

[0063] The lateral loading structure 2 is configured to apply lateral loads to the geotechnical specimen 14, while the vertical loading structure 3 applies vertical loads. The simulated fault test structure 4 includes a mounting frame 41, a drive structure 42, and a simulated fault unit 43. The drive structure 42 is hinged to the mounting frame 41 at one end and connected to the simulated fault unit 43 at the other end. A data acquisition system is distributed around the tunnel 15 and is used to monitor the impact of the geotechnical specimen 14 on the tunnel 15 in real time and collect test data. The lateral loading structure 2 is connected to the drive structure 42, so that when the lateral loading structure 2 applies lateral loads, it drives the drive structure 42, thereby driving the simulated fault unit 43 to move relative to the mounting frame 41, dynamically changing the inclination and width of the simulated fault unit 43 in the geotechnical specimen 14. When the lateral loading structure 2 applies a load, its power is transmitted to the driving structure 42, and the hinge point of the driving structure 42 is displaced, driving the simulated fault unit 43 to produce a composite motion of rotation and translation relative to the mounting frame 41. This motion changes the spatial orientation of the fault unit in the geotechnical sample 14, achieving synchronous adjustment of the inclination angle and the crack width.

[0064] In this embodiment, when the device for simulating loading in the water-rich fault fracture zone of tunnel 15 is in operation, the lateral loading structure 2 is activated to apply a lateral load to the geotechnical sample 14 filled in the second region 13 of the test chamber 1. Since the lateral loading structure 2 is connected to the drive structure 42, the drive structure 42 is synchronously driven to operate during the lateral load application process. One end of the drive structure 42 is hinged to the mounting frame 41, and the other end is connected to the simulated fault unit 43. This movement causes the connected simulated fault unit 43 to move relative to the mounting frame 41 fixedly connected to the partition 11. The simulated fault unit 43 itself is hinged to the mounting frame 41 to simulate an adjustable fault. Through this series of movements, the inclination and width of the simulated fault unit 43 in the geotechnical sample 14 can be dynamically changed. At the same time, data acquisition systems distributed around the tunnel 15 monitor the impact of the geotechnical sample 14 on the tunnel 15 in real time during the simulation process and collect data information generated during the test, thereby achieving a simulation test of the loading conditions in the water-rich fault fracture zone of tunnel 15. Compared to existing technologies, existing testing devices can only preset fixed fault parameters and cannot reflect the effects of fault dip and crack width shifts caused by changes in surrounding rock stress. This solution, through the linkage design of the loading system and drive structure 42, achieves dynamic adjustment of fault dip and crack width, more realistically simulating the interaction between stress fields and fault morphology in engineering projects. Furthermore, the joint data acquisition system can capture the impact of changes in fault parameters on seepage paths, overcoming the disconnect between hydrological simulation and mechanical response in traditional models.

[0065] As a preferred embodiment, Figure 4 As shown, the simulated fault unit 43 includes several simulated fault components connected end to end; the simulated fault components include two parallel and symmetrical cross frames 431 and two parallel and symmetrical hydrographic telescopic components 432, with the two cross frames 431 symmetrically arranged on either side of the two hydrographic telescopic components 432; the cross frames 431 include a first connecting rod 4311 and a second connecting rod 4312 that are mutually cross-hinged, wherein the first connecting rod 4311 located on the far left is hinged to the mounting frame 41, and the second connecting rod 4312 located on the far left is hinged to a third connecting rod 4313, and the third connecting rod 4313 is hinged to the mounting frame 41. The hydrographic telescopic component 432 includes a first telescopic plate 4321 and a second telescopic plate 4322, wherein the first telescopic plate 4321 is hinged to the mounting frame 41, and the second telescopic plate 4322 is hinged to the first telescopic plate 4321 on the adjacent simulated fault component; as shown Figure 12 As shown, a water injection cavity 4323 is defined in the first telescopic plate 4321 , and the left end of the second telescopic plate 4322 is sealed and slidably disposed in the water injection cavity 4323 . The right end of the second telescopic plate 4322 extends out of the water injection cavity 4323 and is hingedly connected to the first telescopic plate 4321 of the adjacent simulated fault component.

[0066] According to the above technical solution, when the simulated fault unit 43 is working, multiple simulated fault components are connected end to end and work together. In the simulated fault component, the cross frame 431 cooperates with the hydrological telescopic component 432, and the two cross frames 431 are symmetrically distributed on both sides of the two hydrological telescopic components 432. The first connecting rod 4311 and the second connecting rod 4312 are cross-hinged with each other in the cross frame 431. One first connecting rod 4311 is hinged to the installation frame 41, and the second connecting rod 4312 is hinged to the third connecting rod 4313 connected to the installation frame 41. This structure provides a stable support and flexible deformation basis for the simulated fault unit 43. When the simulated fault unit 43 is moved by external force (such as the side loading structure 2 and the driving structure 42), the hinged structure of the cross frame 431 causes the angles and positions between the connecting rods to change, thereby affecting the overall shape of the simulated fault unit 43 and realizing dynamic adjustment of the inclination angle and width.

[0067] In this embodiment, the distance between the two parallel hydrological expansion elements 432 is used to simulate the crack width, and the angle between the simulated fault unit 43 and the vertical direction is the fault dip angle. Figure 8 As shown in Figure 2, in the initial state, the crack width is d1 and the fault dip is a.

[0068] When lateral and vertical loads are applied, the hinged structure of the cross-bracing 431 causes the angles and positions of the connecting rods to change, causing relative movement between the first and second telescopic plates 4321, 4322 of the hydrological telescopic element 432. The second telescopic plate 4322 slides sealed within the water injection chamber 4323 of the first telescopic plate 4321. As the simulated fault unit 43 deforms, the second telescopic plate 4322 expands and contracts within the water injection chamber 4323, changing the volume of the water injection chamber 4323. Because the end of the second telescopic plate 4322 is hingedly connected to the first telescopic plate 4321 of the adjacent simulated fault element, and the first telescopic plate 4321 is hingedly connected to the second telescopic plate 4322 of the adjacent simulated fault element, this hinged connection ensures the connection and coordinated deformation of the simulated fault elements. It also squeezes or releases the liquid within the water injection chamber 4323, simulating the hydrological response caused by fault changes in the water-rich fault fracture zone, providing a more realistic simulation environment for testing.

[0069] As a preferred embodiment, Figure 7 、 Figure 12 and Figure 13As shown, the first telescopic plate 4321 is provided with a plurality of nozzles and water inlets connected to the water injection chamber 4323, and the water inlet is connected to the water inlet pipe 4324, and a one-way valve is provided in the water inlet pipe 4324; a pressure water spraying structure 433 is installed in the nozzle, and the pressure water spraying structure 433 includes a nozzle seat 4331 fixedly installed at the nozzle, and a conical flow channel 4332 connected to the water injection chamber 4323 is provided in the nozzle seat 4331, and a spring 4333 and a rubber ball 4334 are provided in the flow channel, and the spring 4333 has a tendency to cause the rubber ball 4334 to block the conical flow channel 4332; when the second telescopic plate 4322 compresses the water injection chamber 4323, causing its internal pressure to increase and overcome the elastic force of the spring 4333, the rubber ball 4334 is pushed to move, so that the liquid in the water injection chamber 4323 can be sprayed out through the conical flow channel 4332.

[0070] It should be noted that in the underground fracture zone environment, changes in the fault dip and width will directly change the openness and connectivity of the water channel. As the fault width increases, the density of the filling medium inside the fault decreases, and the more likely water surges will occur. The increase in fault width will change the connectivity of the water channel, making it easier for groundwater to flow. Secondly, at the mechanical level, when loads are applied, the redistribution of surrounding rock stress will squeeze or expand the seepage path, drive the redistribution of groundwater, and cause hydrological surges.

[0071] In this embodiment, when the hydrographic expansion element 432 in the simulated fault unit 43 is in operation, liquid enters through the water inlet pipe 4324, which is connected to the water injection chamber 4323 of the first expansion plate 4321. A one-way valve within the water inlet pipe 4324 prevents backflow of the liquid, ensuring unidirectional liquid injection into the water injection chamber 4323. As the simulated fault unit 43 deforms due to external forces and the second expansion plate 4322 compresses the water injection chamber 4323, the pressure within the water injection chamber 4323 gradually increases. At this point, the pressure-dispensing mechanism 433 within the nozzle activates, and the spring 4333 in the tapered flow channel 4332 within the nozzle holder 4331 forces the rubber ball 4334 to block the tapered flow channel 4332, thus providing a seal. When the second telescopic plate 4322 moves within the water injection chamber 4323 and the pressure in the water injection chamber 4323 increases enough to overcome the elastic force of the spring 4333, the rubber ball 4334 is pushed outward, no longer blocking the conical flow channel 4332. The liquid in the water injection chamber 4323 can then be ejected outward through the conical flow channel 4332, simulating the changes in hydrological seepage in the water-rich fault fracture zone caused by changes in fault morphology. This process achieves a linkage between the pressure change in the water injection chamber 4323 and the ejection of liquid, providing a more realistic hydrological response simulation for the test and facilitating a more accurate study of the characteristics and variations of the water-rich fault fracture zone in Tunnel 15 under different operating conditions. Compared with existing technologies, traditional test devices use a fixed-angle fault structure with an unadjustable crack width, which cannot reflect the dynamic response of the fault under load. This solution achieves adaptive adjustment of the inclination angle by simulating the articulated frame of the fault component, and synchronously controls the crack width with the telescopic components. At the same time, the hydrological conditions and structural deformation are integrated into the same unit, which is more in line with the actual situation of the underground fault zone. In the existing technology, the hydrological system is independent of the fault structure, while the hydrological telescopic component 432 of this solution directly changes the geometric shape of the seepage channel during the expansion and contraction process, realizing the coordinated changes of the fault inclination angle, crack width and hydrology during the loading process, so that the change of crack width directly drives the reconstruction of the seepage channel, solving the problem of disconnection between hydrological conditions and the dynamic response of the fault.

[0072] As a preferred embodiment, the simulated fault unit 43 has a first state (corresponding to Figure 8 ) and the second state (corresponding to Figure 9 ), when conducting simulation tests, this embodiment aims to study the process of the simulated fault unit 43 being transformed from the first state to the second state; Figure 7 As shown, the driving structure 42 includes a driving shell 421 hinged on the mounting frame 41, and a piston 422 is sealed and movably connected inside the driving shell 421. The piston 422 divides the driving shell 421 into a first chamber and a second chamber 423. The second chamber 423 is connected to a first pipe 424; a push rod 425 is fixedly connected to the piston 422, and the push rod 425 is sealed and slidably connected to the driving shell 421. The push rod 425 extends out of the second chamber 423 and is hinged to the second connecting rod 4312.

[0073] In this embodiment, in an initial first state, the drive structure 42 is relatively stationary. The piston 422 divides the drive housing 421 into a first chamber and a second chamber 423. At this time, the second chamber 423 receives no or only a small amount of pressurized gas through the first conduit 424, sufficient to maintain the current state. When the side loading structure 2 operates and generates a corresponding force, it transmits power to the drive structure 42 through the connection relationship, causing gas to enter the second chamber 423 through the first conduit 424. As the gas pressure in the second chamber 423 increases, the piston 422 is pushed to slide sealed within the drive housing 421. The piston 422 moves leftward, pulling the push rod 425 fixedly connected thereto. While the push rod 425 slides sealed within the drive housing 421, it extends out of the second chamber 423 and hinges with the second connecting rod 4312, pulling the second connecting rod 4312. The movement of the second connecting rod 4312 drives the deformation of components such as the cross frame 431, causing the simulated fault unit 43 to gradually change from the first state to the second state, dynamically changing the inclination angle and width of the simulated fault unit 43 in the geotechnical sample 14, and realizing the lateral load converted into the morphological change of the simulated fault unit 43 through the driving structure 42, the inclination angle is converted from angle a to angle b, and the crack width is converted from d1 to d2.

[0074] As a preferred embodiment, Figure 2 、 Figure 3 、 Figure 5 、 Figure 10 and Figure 11 As shown, the side loading structure 2 includes a fixed seat 21, a cylinder 22, a sliding seat 23 and a plurality of guide rods 24. Each guide rod 24 is fixed to the left side of the fixed seat 21. The sliding seat 23 is slidably connected to the guide rod 24. A first push rod and a second push rod that are hinged to each other are symmetrically arranged between the sliding seat 23 and the fixed seat 21. The free end of the first push rod (i.e. Figure 5 The right end of the first push rod) is hinged to the fixed seat 21, and the free end of the second push rod (i.e. Figure 5 The left end of the second push rod in the middle) is hinged to the sliding seat 23; the sliding seat 23 is away from the side of the fixed seat 21 (ie Figure 4 A push post 25 is fixed on the left side of the middle sliding seat 23 , and the push post 25 passes through the test box 1 and is connected to a side plate 26 .

[0075] The cylinder 22 is fixed on the fixing seat 21, as shown in FIG. Figure 5 and Figure 10 As shown, two air pressure boxes 27 are symmetrically arranged on the fixed seat 21, and a push block 28 is slidably arranged between the two air pressure boxes 27. The piston 422 rod of the cylinder 22 passes through the fixed seat 21 and is connected to the push block 28. A third push rod is hinged at both ends of the push block 28, and the free ends of the third push rod are respectively hinged to the middle positions of the two first push rods.

[0076] In this embodiment, when the side loading mechanism 2 is in operation, the cylinder 22 is activated, and its piston 422 pushes the push block 28 to slide between the two air pressure boxes 27. Because the push block 28 is hingedly connected to a third push rod at both ends, and the free end of the third push rod is hingedly connected to the middle of the first push rod, when the push block 28 moves, it drives the third push rod to move, which in turn applies a force to the first push rod. The free end of the first push rod is hingedly connected to the fixed seat 21. Under this force, the first push rod rotates angularly, and simultaneously drives the second push rod hingedly connected to it to move. The free end of the second push rod is hinged to the sliding seat 23, and the sliding seat 23 is slidably connected to the guide rod 24 fixed to one side of the fixed seat 21. Under the coordinated action of the first push rod and the second push rod, the sliding seat 23 slides to the left along the guide rod 24; the push column 25 fixed on the side of the sliding seat 23 away from the fixed seat 21 moves accordingly, and the push column 25 passes through the test box 1 and connects to the side plate 26, thereby pushing the side plate 26 to apply lateral load to the geotechnical sample 14 in the second area 13 in the test box 1.

[0077] like Figure 10 and Figure 11 As shown, an air pressure chamber 271 is provided in the air pressure box 27, and a telescopic sealing plate 272 is provided on the air pressure box 27. One end of the telescopic sealing plate 272 is fixed on the air pressure box 27, and the other end of the telescopic sealing plate 272 is connected to the push block 28. It should be noted that the telescopic sealing plate 272 is a common component in the prior art. The purpose of the telescopic sealing plate 272 is to seal the air pressure chamber 271, so that the air pressure chamber 271 is an independent sealed chamber to prevent the air pressure chamber 271 from communicating with the outside world. An air inlet 273 is provided on the air pressure chamber 271, and a one-way valve is provided at the air inlet 273. Gas can only enter from the air inlet 273 in one direction. The air pressure chamber 271 is connected to the first pipe 424. When the cylinder 22 pushes the push block 28 to move, it not only pushes the side plate 26 to apply a lateral load to the geotechnical sample 14 in the second area 13 in the test box 1, but the push block 28 also compresses the air pressure chamber 271. The gas in the air pressure chamber 271 enters the second chamber 423 through the first pipe 424.

[0078] In this embodiment, when the air pressure box 27 in the side loading structure 2 is working, the piston 422 rod of the cylinder 22 pushes the push block 28 to slide between the two air pressure boxes 27. Since one end of the telescopic sealing plate 272 provided on the air pressure box 27 is fixed to the air pressure box 27 and the other end is connected to the push block 28, when the push block 28 moves, it will drive the telescopic sealing plate 272 to expand and contract, thereby changing the volume of the air pressure chamber 271. In the process of the push block 28 compressing the air pressure chamber 271, the pressure in the air pressure chamber 271 increases. At this time, the one-way valve provided at the air inlet 273 can prevent the gas from escaping from the air inlet 273, ensuring that the gas in the air pressure chamber 271 can only flow in one direction. As the air pressure chamber 271 is compressed, the gas inside it enters the second chamber 423 of the drive structure 42 through the first pipe 424 connected thereto. Gas entering the second chamber 423 increases the pressure within the chamber, pushing the piston 422 to move within the drive housing 421, which in turn causes the simulated fault element 43 to undergo a morphological change, thereby achieving a linkage between the lateral load and the dynamic changes of the simulated fault element 43. This design cleverly utilizes changes in gas pressure to achieve power transmission and coordinated operation between the side-loading structure 2 and the drive structure 42.

[0079] Compared with existing technologies, traditional lateral loading devices can only apply static loads in one direction and cannot form dynamic coupling with the fault parameters of the fracture zone. Existing technologies often use independent hydraulic systems to control loading and fault adjustment respectively, which has problems of response hysteresis and energy loss. This solution combines the lateral load application process with pneumatic energy storage through a mechanical linkage mechanism, using a single power source to synchronously drive load application and fault adjustment, eliminating the timing error caused by multi-system coordinated control, and realizing real-time linkage between lateral loading and dynamic fault adjustment, so that the fault dip and crack width can be automatically adjusted with changes in the surrounding rock stress field; the mechanical linkage design avoids the high energy consumption and complex maintenance problems of traditional electro-hydraulic control systems, and the pneumatic energy storage mechanism ensures the continuous and stable supply of fault driving force; the synchronous changes of lateral load and fault morphology during the test more realistically simulate the interaction between the surrounding rock stress field and fault structure during the excavation of Tunnel 15, providing high-precision test conditions for studying the catastrophic mechanism of the water-rich fault fracture zone.

[0080] In a preferred embodiment, the hydraulic press 31 is a power device that generates controllable pressure through hydraulic transmission. Specifically, it can be implemented using an electric hydraulic pump in conjunction with a cylinder. It converts hydraulic energy into mechanical energy to propel the load plate 34. The hydraulic plate 32 is a rigid force-transmitting component that bears the output force of the hydraulic press 31. Specifically, it can be formed from high-strength alloy steel plate and is used to evenly distribute the pressure applied by the hydraulic press 31. The hydraulic rod 33 is a linear actuator connecting the hydraulic plate 32 and the load plate 34. Specifically, it can be implemented using a chrome-plated steel piston 422 in conjunction with a sealing assembly. It transmits the linear motion of the hydraulic plate 32 to the load plate 34. The load plate 34 is the loading surface that directly contacts the geotechnical specimen 14. Specifically, it can be a rectangular steel plate with anti-slip ribbed surface. It converts concentrated force into a surface load and evenly transmits it to the specimen surface. Specifically, when the hydraulic press 31 is activated, hydraulic oil is pressed into the cylinder, pushing the piston 422 out. This piston 422 drives the hydraulic plate 32 vertically, and the hydraulic plate 32, through a rigid connection, drives the hydraulic rod 33 downward synchronously. A load plate 34 connected to the end of the hydraulic rod 33 applies uniform pressure to the surface of the geotechnical specimen 14 through planar contact. Anti-slip grooves on the contact surface between the load plate 34 and the specimen prevent slip errors during loading. By adjusting the output pressure of the hydraulic press 31, the vertical load applied by the load plate 34 can be precisely controlled, creating a continuously adjustable stress environment. This applies a vertical load to the geotechnical specimen 14 within the second region 13 of the test chamber 1, simulating the vertical pressure environment found in actual engineering projects.

[0081] As a preferred embodiment, the data acquisition system includes:

[0082] A high-speed camera, mounted on one side of the test chamber 1, is used to record the tunnel 15 of the test chamber 1 frame by frame;

[0083] Acoustic emission sensors are distributed outside the lining of tunnel 15 to obtain acoustic signals generated by rock fracture;

[0084] Distributed optical fiber sensors, embedded in the rock and soil sample 14, are used to sense the strain distribution of the rock and soil;

[0085] A pressure sensor is provided in the area surrounding the simulated fault unit 43 to measure stress changes in the fault zone;

[0086] Deformation sensors, installed on the inner wall of the test box 1, are used to detect the displacement of the surrounding rock; and piezometers distributed on the seepage path of the rock and soil sample 14 are used to monitor the pore water pressure state;

[0087] The computer controller is connected with the high-speed camera, the acoustic emission sensor, the distributed optical fiber sensor, the pressure sensor, the deformation sensor and the piezometer. The computer controller is connected with a data storage device for storing data of the computer controller.

[0088] A high-speed camera refers to an image acquisition device capable of high frame rate capture, specifically an industrial-grade camera. By capturing image sequences at a rate of at least 1,000 frames per second, it can capture the transient displacement and crack propagation processes caused by fault movement. An acoustic emission sensor refers to a piezoelectric device capable of receiving high-frequency acoustic signals, such as a sensor with a frequency response range of 20 kHz to 1 MHz. By capturing elastic wave signals generated by rock mass fracture, it can identify the dynamic characteristics of microcrack initiation and propagation within the rock mass in real time. A distributed fiber optic sensor refers to a sensing fiber based on optical time-domain reflectometry, such as a 0.9 mm diameter polyimide-coated fiber. By demodulating the frequency shift of Brillouin scattered light, it continuously senses the strain distribution at different depths within the rock sample 14. A pressure sensor refers to a piezoresistive or capacitive mechanical sensor, such as a micro-pressure gauge with a range of 0-10 MPa, that directly measures stress changes in the area surrounding the simulated fault unit 43. A deformation sensor refers to a high-precision displacement measurement device, such as a laser displacement meter or displacement sensor, used to detect millimeter-level displacement changes on the inner wall of the test chamber 1. The osmometer refers to a pore water pressure monitoring device, such as a ceramic head osmometer, which reflects the impact of changes in fault fissure width on the groundwater migration path by measuring the water pressure gradient along the seepage path of the rock and soil sample 14.

[0089] Specifically, high-speed cameras analyze image sequences to extract the propagation rate and displacement of cracks on the surface of Tunnel 15 caused by fault movement. Acoustic emission sensors collect the number, energy, and location information of acoustic emission events to determine the starting location and propagation direction of rock fractures. Distributed fiber optic sensors demodulate strain distribution data along the optical fiber to construct a three-dimensional evolution model of the surrounding rock stress field. Pressure sensors record the dynamic response of fault zone stress as crack width and inclination change in real time. Deformation sensors monitor the displacement of the inner wall of test chamber 1 to assess the overall stability of the surrounding rock. Piezometers use pore water pressure data to reveal the effect of fault activity on the reconstruction of groundwater seepage paths. A computer controller synchronously collects multi-source data and achieves coupled analysis of stress, seepage, and displacement fields through timestamp alignment. Developed data synchronization software is used to standardize the sampling frequency of each sensor to 10 Hz, and the data is stored on a solid-state drive.

[0090] In some specific embodiments, the high-speed camera can be equipped with a ring-shaped LED fill light system, such as a cold light source array with a color temperature of 5500K, to ensure that clear images are obtained in the closed environment of the test box 1; the acoustic emission sensor can be arranged in an array, for example, 8 sensors are arranged in a ring outside the lining of the tunnel 15, and the coordinates of the acoustic emission source are determined by a time difference positioning algorithm; the distributed optical fiber sensor can bury multiple sensing optical fibers along the axis of the rock and soil sample 14, for example, forming a grid distribution with a spacing of 10 cm; the piezometer can be arranged in the upstream and downstream areas of the simulated fault unit 43, for example, 3 groups of piezometers are set on both sides of the fault zone to monitor the changes in hydraulic gradient.

[0091] On the other hand, the present invention also proposes a method for simulating a loading test in a water-rich fault fracture zone of tunnel 15, comprising the following steps:

[0092] Test configuration: Fill the test box 1 with rock and soil samples 14 and bury the tunnel 15 model, install the simulated fault unit 43 in the initial state, and lay out the sensor array;

[0093] Configure the test chamber 1, dividing the first area 12 and the second area 13 by the partition 11; fill the second area 13 with a geotechnical sample 14 and bury a tunnel 15 model; install the simulated fault test structure 4, and adjust the simulated fault unit 43 to the first state of initial inclination and crack width; connect the water inlet pipe 4324 of the hydrological telescopic component 432 to the water supply system, and inject liquid into the water injection chamber 4323 to the set pressure; deploy the sensor array of the data acquisition system, including acoustic emission sensors on the outside of the tunnel 15 lining, distributed fiber optic sensors in the geotechnical sample 14, and pressure sensors and piezometers around the simulated fault unit 43; and verify the communication link between each sensor and the computer controller.

[0094] Linked loading and fault adjustment: vertical and lateral loads are applied simultaneously, and the simulated fault unit 43 is driven by air pressure transmission to dynamically and collaboratively adjust the fault dip and crack width;

[0095] The vertical loading structure 3 is started, and the load plate 34 is driven by the hydraulic press 31 to apply a vertical load to the geotechnical sample 14; the cylinder 22 of the lateral loading structure 2 is synchronously started to push the push block 28 to compress the air pressure chamber 271; the gas in the air pressure chamber 271 is transported to the second chamber 423 of the driving structure 42 through a pipeline, driving the piston 422 to move; the piston 422 pulls the second connecting rod 4312 of the simulated fault unit 43 through the push rod 425, causing the hinge point of the cross frame 431 to displace; the simulated fault unit 43 changes from the first state to the second state, realizing dynamic coordinated adjustment of the fault dip angle and the crack width; during this process, the lateral loading structure 2 synchronously applies a lateral load to the geotechnical sample 14 through the push column 25.

[0096] Hydrological response and data acquisition: In response to fault unit deformation, liquid ejection is triggered to simulate seepage effects, and data on fracture propagation, rock mass failure, geotechnical strain, stress, and pore water pressure are simultaneously collected;

[0097] When the simulated fault unit 43 deforms, causing the hydrological telescopic component 432 to move, the second telescopic plate 4322 slides in the water injection chamber 4323 to change the volume of the chamber; when the pressure in the water injection chamber 4323 rises to a threshold that breaks through the pressure water spraying structure 433, liquid is ejected through the conical flow channel 4332, simulating the seepage effect of the fault zone; the data acquisition system captures the following parameters in real time and synchronously: high-speed cameras record the process of crack expansion, acoustic emission sensors collect rock fracture signals, distributed fiber optic sensors monitor rock and soil strain distribution, pressure sensors measure stress changes in the fault zone, and piezometers track the evolution of pore water pressure; a computer controller integrates and stores multi-source data.

[0098] Analysis termination: Reduce the load and establish a mechanical coupling model of fault dip angle-crack width-surrounding rock stress and a seepage coupling model of crack width-seepage path.

[0099] When the displacement or seepage pressure of Tunnel 15 reaches the warning threshold, the vertical and lateral loads are reduced at a set rate until they stop; the water supply system is cut off and the liquid in the injection chamber 4323 is emptied; the rock and soil sample 14 is recovered and the damage characteristics are annotated; the stored data is time-domain aligned using a computer controller to establish a mechanical coupling model of fault dip angle, crack width, and surrounding rock stress, as well as a seepage coupling model of crack width, seepage path, and pore water pressure; based on acoustic emission event location and strain distribution maps, the impact mechanism of fault activity on the stability of Tunnel 15 is determined.

[0100] The above embodiments are only preferred embodiments for fully illustrating the present invention, and the protection scope of the present invention is not limited thereto. Any equivalent substitution or modification made by those skilled in the art based on the present invention is within the protection scope of the present invention.

Claims

1. A tunnel water-rich fault fracture zone area loading simulation test device, characterized in that: include: A test box (1), wherein a partition (11) is provided in the test box (1), the partition (11) divides the test box (1) into a first area (12) and a second area (13), and the second area (13) is filled with a rock and soil sample (14); a lateral loading structure (2) configured to apply a lateral load to the geotechnical specimen (14) within the second region (13); A vertical loading structure (3) configured to apply a vertical load to a geotechnical sample (14) within the second region (13); A simulated fault test structure (4) comprising a mounting frame (41), a driving structure (42) and a simulated fault unit (43), wherein the mounting frame (41) is fixedly connected to the partition (11); One end of the driving structure (42) is hinged to the mounting frame (41), and the other end of the driving structure (42) is connected to the simulated fault unit (43); the simulated fault unit (43) is hinged to the mounting frame (41) and is used to simulate an adjustable fault; A data acquisition system is distributed around the tunnel (15) and is used to monitor in real time the impact of the rock and soil sample (14) on the tunnel (15) during the simulation process and to collect data information generated during the test process; The lateral loading structure (2) is connected to the driving structure (42), so that the lateral loading structure (2) drives the driving structure (42) to move while applying the lateral load, thereby driving the simulated fault unit (43) to move relative to the mounting frame (41), so as to dynamically change the inclination angle and width of the simulated fault unit (43) in the rock and soil sample (14); The simulated fault unit (43) comprises a plurality of simulated fault pieces connected end to end; The simulated fault component comprises two parallel and symmetrically arranged cross frames (431) and two parallel and symmetrically arranged hydrological telescopic components (432), wherein the two cross frames (431) are symmetrically arranged on both sides of the two hydrological telescopic components (432); the cross frames (431) comprise a first connecting rod (4311) and a second connecting rod (4312) that are cross-hinged with each other, wherein one of the first connecting rods (4311) is hinged to the installation frame (41), and one of the second connecting rods (4312) is hinged to a third connecting rod (4313), and the third connecting rod (4313) is hinged to the installation frame (41); The hydrological telescopic component (432) comprises a first telescopic plate (4321) and a second telescopic plate (4322); a water injection cavity (4323) is provided in the first telescopic plate (4321); the second telescopic plate (4322) is sealingly and slidably arranged in the water injection cavity (4323); an end portion of the second telescopic plate (4322) extends out of the water injection cavity (4323) and is hingedly connected to the first telescopic plate (4321) of the adjacent simulated fault component; the first telescopic plate (4321) is hingedly connected to the second telescopic plate (4322) of the adjacent simulated fault component; a plurality of nozzles connected to the water injection cavity (4323) are provided on the first telescopic plate (4321) to simulate seepage; The driving structure (42) includes a driving housing (421) hinged on the mounting frame (41), a piston (422) is sealed and movably connected inside the driving housing (421), and the piston (422) divides the driving housing (421) into a first chamber and a second chamber (423), the second chamber (423) is connected to a first pipe (424), and the first pipe (424) is connected to the side loading structure (2) to drive the simulated fault unit (43) through gas transmission; A push rod (425) is fixedly connected to the piston (422), and the push rod (425) is sealed and slidably connected to the drive housing (421). The push rod (425) extends out of the second chamber (423) and is hinged to the second connecting rod (4312).

2. The tunnel water-rich fault fracture zone loading simulation test device according to claim 1 is characterized by: A water inlet is provided on the first telescopic plate (4321), the water inlet is connected to a water inlet pipe (4324), and a one-way valve is provided in the water inlet pipe (4324); A pressure water spray structure (433) is installed in the nozzle, and the pressure water spray structure (433) includes a nozzle seat (4331) fixedly installed at the nozzle, and a conical flow channel (4332) connected to the water injection chamber (4323) is provided in the nozzle seat (4331), and a spring (4333) and a rubber ball (4334) are provided in the flow channel, and the spring (4333) has a tendency to cause the rubber ball (4334) to block the conical flow channel (4332); When the second telescopic plate (4322) compresses the water injection chamber (4323), causing its internal pressure to increase and overcome the elastic force of the spring (4333), the rubber ball (4334) is pushed to move, so that the liquid in the water injection chamber (4323) can be ejected through the conical flow channel (4332).

3. The device for simulating loading in a tunnel water-rich fault zone according to claim 2, characterized in that: The side loading structure (2) comprises a fixed seat (21), a cylinder (22), a sliding seat (23) and a plurality of guide rods (24), each of the guide rods (24) being fixed to one side of the fixed seat (21), the sliding seat (23) being slidably connected to the guide rod (24), a first push rod (281) and a second push rod (282) being hinged to each other are symmetrically arranged between the sliding seat (23) and the fixed seat (21), the free end of the first push rod (281) being hinged to the fixed seat (21), and the free end of the second push rod (282) being hinged to the sliding seat (23); A push column (25) is fixed on one side of the sliding seat (23) facing away from the fixed seat (21), and the push column (25) passes through the test box (1) and is connected to a side plate (26); The cylinder (22) is fixed on the fixed seat (21), and the fixed seat (21) is symmetrically provided with an air pressure box (27), and a push block (28) is slidably provided between the two air pressure boxes (27). The piston (422) rod of the cylinder (22) passes through the fixed seat (21) and is connected to the push block (28). The two ends of the push block (28) are hinged with a third push rod (283), and the free end of the third push rod (283) is hinged to the middle position of the first push rod (281); An air pressure chamber (271) is provided in the air pressure box (27), a telescopic sealing plate (272) is provided on the air pressure box (27), one end of the telescopic sealing plate (272) is fixed on the air pressure box (27), and the other end of the telescopic sealing plate (272) is connected to the push block (28), an air inlet (273) is provided on the air pressure chamber (271), a one-way valve is provided at the air inlet (273), the air pressure chamber (271) is connected to the first pipe (424), and when the air pressure chamber (271) is compressed, the gas in the air pressure chamber (271) enters the second chamber (423) through the first pipe (424).

4. The tunnel water-rich fault fracture zone loading simulation test device according to claim 3 is characterized by: The vertical loading structure (3) comprises a hydraulic press (31), a hydraulic plate (32) is connected to the hydraulic press (31), a hydraulic rod (33) is connected below the hydraulic plate (32), and the hydraulic rod (33) is connected to a load plate (34).

5. The tunnel water-rich fault fracture zone loading simulation test device according to claim 4 is characterized by: The data acquisition system includes: a high-speed camera, mounted on one side of the test box (1), for recording the tunnel (15) of the test box (1) frame by frame; Acoustic emission sensors are distributed and arranged outside the lining of the tunnel (15) to obtain acoustic signals generated by rock mass fracture; A distributed optical fiber sensor is embedded in the rock and soil sample (14) to sense the strain distribution of the rock and soil; A pressure sensor is provided in the area surrounding the simulated fault unit (43) and is used to measure stress changes in the fault zone; Deformation sensors installed on the inner wall of the test box (1) for detecting the displacement of the surrounding rock; and piezometers distributed on the seepage path of the rock and soil specimen (14) for monitoring the pore water pressure state; A computer controller is connected to the high-speed camera, the acoustic emission sensor, the distributed optical fiber sensor, the pressure sensor, the deformation sensor and the piezometer, and the computer controller is connected to a data storage device for storing data of the computer controller.

6. A method for simulating loading tests in a water-rich fault zone of a tunnel, characterized by: The device for simulating the loading of a water-rich fault fracture zone in a tunnel according to any one of claims 1 to 5 is used, comprising the following steps: Test configuration: Fill the test box (1) with rock and soil samples (14) and bury the tunnel (15) model, install the simulated fault unit (43) in the initial state, and arrange the sensor array; Linked loading and fault adjustment: vertical load and lateral load are applied synchronously, and the simulated fault unit (43) is driven by air pressure transmission to dynamically and collaboratively adjust the fault dip and crack width; Hydrological response and data acquisition: In response to fault unit deformation, liquid ejection is triggered to simulate seepage effects, and data on fracture propagation, rock mass failure, geotechnical strain, stress, and pore water pressure are simultaneously collected; Analysis termination: Decrease the load and establish a mechanical coupling model of fault dip angle-crack width-surrounding rock stress and a seepage coupling model of crack width-seepage path.

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