A physical simulation device and method for hydraulic-dynamic coupling of tunnels across water-bearing faults

Abstract

This invention belongs to the field of tunnel engineering technology and discloses a physical simulation device and method for hydraulic-dynamic coupling of tunnels spanning water-bearing faults. The device includes a test chamber containing a test mechanism and a monitoring component. The test mechanism includes a simulation component housed within the test chamber, with a tunnel model running through it. The monitoring component is located within the tunnel model. The simulation component includes a water-bearing fault model tilted within the test chamber, with surrounding rock models on either side of the fault model, filling the test chamber cavity. The tunnel model penetrates both the fault model and the surrounding rock model. This invention has a simple structure, is easy to use, and can accurately simulate the dynamic response characteristics of tunnel surrounding rock under the coupling of hydraulic and dynamic forces in real strata, providing more precise parameter support for the construction and maintenance of tunnels spanning water-bearing faults.

Description

Technical Field

[0001] This invention belongs to the field of tunnel engineering technology, and in particular relates to a physical simulation device and method for hydraulic-dynamic coupling of tunnels across water-bearing faults. Background Technology

[0002] During the construction of mountain tunnels, it is inevitable to encounter fault fracture zones. Within fault zones, the rock is fractured, fissures are developed, various stresses are concentrated, and the self-stabilizing capacity is reduced, easily leading to tunnel surrounding rock collapse and damage. Fault surfaces are usually connected to various aquifers, and even to surface water; fault-borne water characteristics are a common geological phenomenon in tunnel engineering. Under the coupled effects of high ground stress, tunnel excavation, and high water pressure within the fault, the surrounding rock across fault sections is highly susceptible to disasters such as water and mud inrush. In the multi-hazard chain, the hydraulic-dynamic coupling factor is crucial. The coupling effect of dynamic loads such as earthquakes and blasting with fault water intensifies the dynamic response of the surrounding rock in water-bearing faults, leading to increased damage and ultimately inducing water inrush disasters. Therefore, a tunnel test model capable of simulating water-bearing faults is needed to realize the dynamic response characteristics of tunnel surrounding rock under the coupled effects of seismic loads and water-bearing faults.

[0003] Existing cross-fault tunnel simulation tests are only for ordinary fault tests. If the characteristics of fault water supply are taken into account, the dynamic response and stress characteristics of the tunnel surrounding rock will change under the coupling effect of fault water supply and dynamic response. This may be different from previous fault model tests, resulting in low accuracy and insufficient reference value of the simulation data.

[0004] Therefore, this application designs a hydraulic-dynamic coupling physical simulation device and method for tunnels spanning water-bearing faults to solve the above-mentioned technical problems. Summary of the Invention

[0005] To address the aforementioned technical problems, this invention proposes a hydraulic-dynamic coupling physical simulation device and method for tunnels spanning water-bearing faults. This lays an experimental foundation for studying the dynamic response and failure mechanism of tunnels spanning water-bearing faults under seismic loading, more realistically and comprehensively simulating water-bearing faults under seismic loading, restoring actual engineering conditions, and improving the realism and accuracy of simulating the dynamic response of tunnel structures spanning water-bearing faults under seismic loading.

[0006] To achieve the above objectives, the present invention provides a physical simulation device for hydraulic-dynamic coupling of tunnels across water-bearing faults, including a test chamber, a test mechanism being provided inside the test chamber, and a monitoring component being provided inside the test mechanism;

[0007] The testing mechanism includes a simulation component installed inside the test chamber, a tunnel model being installed through the simulation component, and a monitoring component being installed inside the tunnel model;

[0008] The simulation component includes a water-bearing fault model tilted inside the test chamber, with surrounding rock models on both sides of the water-bearing fault model. The surrounding rock models fill the cavity of the test chamber, and the tunnel model penetrates the water-bearing fault model and the surrounding rock models.

[0009] Preferably, the water-filled fault model includes a first simulation layer and a second simulation layer that are attached to each other. The outer edges of the first simulation layer and the second simulation layer are attached and fixed to the inner wall of the test chamber. The inner cavities of the first simulation layer and the second simulation layer are respectively provided with water-filling components.

[0010] Preferably, the water-filling component includes a water-filling hose that is swirled within the first simulation layer and the second simulation layer, the water-filling hose surrounding the outside of the tunnel model, and the top end of the water-filling hose extending out of the first simulation layer and the second simulation layer.

[0011] Preferably, the water-filling component includes a plurality of simulated fractures and a plurality of hollow tubes disposed within the water-filled fault model, wherein the plurality of hollow tubes are sequentially connected between two simulated fractures symmetrically disposed on both sides of the simulated fractures.

[0012] Preferably, the monitoring component includes a second mounting plate disposed on both sides of the inner cavity of the tunnel model, and a recording device is mounted on the second mounting plate; the two sides of the second mounting plate extend out of the test chamber and are fixedly connected to a first mounting plate, and the first mounting plate is mounted on the outer wall of the test chamber.

[0013] Preferably, the monitoring components include a number of strain gauges and a number of acceleration sensors disposed on the tunnel model.

[0014] Preferably, the test chamber includes a vibration table, on which a model box is disposed, the water-bearing fault model is inclinedly disposed in the model box, and the surrounding rock model is filled between the model box and the water-bearing fault model.

[0015] Preferably, the inner walls of the model box are respectively provided with support plates on both sides, the surrounding rock model abuts against the support plates, and the two ends of the tunnel model pass through the support plates respectively.

[0016] A physical simulation method for hydraulic-dynamic coupling of tunnels spanning water-bearing faults includes the following steps:

[0017] Based on practical engineering and the principle of similarity, the similar material ratios of the surrounding rock model and the water-bearing fault model are configured, and the position of the tunnel model is designed in the test chamber.

[0018] Fill the surrounding rock model and water-bearing fault model layer by layer, and place the tunnel model at the designated location until the top of the surrounding rock model and water-bearing fault model is flush with the top of the test chamber.

[0019] Monitoring components are deployed at designated locations during the filling of surrounding rock and water-bearing fault models;

[0020] Conduct simulation experiments and record the experimental process and data through monitoring components;

[0021] After the experiment is completed, the experimental device is turned off, the monitoring components are removed, and data and image analysis is performed to obtain experimental data.

[0022] Preferably, during the process of arranging the water-bearing fault model, water-bearing components are arranged layer by layer within the water-bearing fault model.

[0023] Compared with existing technologies, this invention has the following advantages and technical effects: This invention discloses a hydraulic-dynamic coupling physical simulation device and method for tunnels spanning water-bearing faults. In use, a simulation component is filled into a test chamber to simulate geological conditions, simulating the tunnel passing through the simulation component and the test chamber, and simulating the construction and deformation of a real tunnel. The simulation component includes a surrounding rock model, within which a water-bearing fault model is set up to achieve hydraulic-dynamic coupling, realizing the water-bearing state of the fault fracture zone, simulating the structure of a water-bearing fault in real strata, and enabling similar simulation of different water contents in the water-bearing fault fracture zone. By changing the inclination angle of the constructed water-bearing fault model, the positional state of the tunnel model and the water-bearing fault under different angle conditions can be simulated, thus better facilitating model tests of tunnels spanning water-bearing faults. It can also simulate the stress characteristics of the surrounding rock of tunnels spanning water-bearing faults, as well as the stress mechanism and failure mode of the tunnel lining. This provides a more reliable reference for the design of tunnels crossing water-bearing faults. Combined with the vibration of the test chamber, it enables a realistic simulation of the dynamic response and changes of a simulated tunnel crossing a water-bearing fault model under seismic loading, improving the realism of the simulation and the accuracy of the simulation data. This provides data support for the inspection and maintenance of tunnels crossing water-bearing fault areas. The monitoring component can observe and record the entire process of cracking within the tunnel model under seismic loads, allowing for better analysis of the dynamic response characteristics and failure mechanisms of the surrounding rock under hydraulic-dynamic coupling.

[0024] This invention has a simple structure and is easy to use. It can accurately simulate the dynamic response characteristics of tunnel surrounding rock under the coupling effect of hydraulic and dynamic forces in real strata, providing more accurate parameter support for the construction and maintenance of tunnels spanning water-bearing faults. Attached Figure Description

[0025] The accompanying drawings, which form part of this application, are used to provide a further understanding of this application. The illustrative embodiments and descriptions of this application are used to explain this application and do not constitute an undue limitation of this application. In the drawings:

[0026] Figure 1 This is a general layout diagram of the simulation device of the present invention;

[0027] Figure 2 This is a side view of the model test device of the present invention.

[0028] Figure 3 This is a schematic diagram of the monitoring component structure of the present invention;

[0029] Figure 4 This is a diagram showing the strain gauge arrangement of sections 1-1 to 5-5 within the tunnel model of this invention;

[0030] Figure 5 For the present invention Figure 2 Arrangement diagram of acceleration sensors at section 2-2;

[0031] Figure 6 For the present invention Figure 2 Arrangement diagram of acceleration sensors at section 3-3;

[0032] Figure 7 For the present invention Figure 2 Arrangement diagram of acceleration sensors at section 4-4;

[0033] Figure 8 This is a flowchart of the simulation method of the present invention;

[0034] Figure 9 This is a dynamic response analysis diagram of the simulation method of the present invention;

[0035] Figure 10 This is a schematic diagram of the water-bearing fault model structure in Embodiment 1 of the present invention;

[0036] Figure 11 This is a schematic diagram of the first simulation layer structure in Embodiment 1 of the present invention;

[0037] Figure 12 This is a schematic diagram of the second simulation layer structure in Embodiment 1 of the present invention;

[0038] Figure 13 This is a schematic diagram of the water-bearing fault model structure in Embodiment 2 of the present invention;

[0039] In the diagram: 1. Vibration table; 2. Model box; 3. Support plate; 4. Accelerometer; 5. Strain gauge; 6. Surrounding rock model; 7. Water-bearing fault model; 71. First simulation layer; 72. Second simulation layer; 73. Water-bearing hose; 74. Simulated fracture; 75. Hollow tube; 8. Monitoring components; 81. First mounting plate; 82. Second mounting plate; 83. Recording device; 9. Tunnel model. Detailed Implementation

[0040] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0041] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0042] Example 1

[0043] Reference Figures 1-12 As shown, this embodiment provides a hydraulic-dynamic coupling physical simulation device for tunnels spanning water-bearing faults, including a test chamber, a test mechanism inside the test chamber, and a monitoring component 8 inside the test mechanism;

[0044] The test mechanism includes a simulation component set inside a test chamber, a tunnel model 9 running through the simulation component, and a monitoring component 8 set inside the tunnel model 9.

[0045] The simulation components include a water-bearing fault model 7 tilted inside the test chamber, with surrounding rock models 6 on both sides of the water-bearing fault model 7. The surrounding rock models 6 fill the inner cavity of the test chamber, and a tunnel model 9 penetrates the water-bearing fault model 7 and the surrounding rock models 6.

[0046] This invention discloses a hydraulic-dynamic coupling physical simulation device and method for tunnels spanning water-bearing faults. In use, a simulation component is filled into a test chamber to simulate geological conditions, simulating the tunnel passing through the simulation component and the test chamber, and mimicking the construction and deformation of a real tunnel. The simulation component includes a surrounding rock model 6, within which a water-bearing fault model 7 is installed, achieving hydraulic-dynamic coupling and realizing the water-bearing state of the fault fracture zone. This simulates the structure of a water-bearing fault in real strata, enabling similar simulations of different water contents in the water-bearing fault fracture zone. By changing the inclination angle of the constructed water-bearing fault model 7, the positional state of the tunnel model 9 and the water-bearing fault under different angle conditions can be simulated, thus better facilitating experiments on the tunnel model 9 spanning water-bearing faults. It can also simulate the stress characteristics of the surrounding rock of the tunnel spanning water-bearing faults, as well as the stress mechanism and failure mode of the tunnel lining. This invention provides a more reliable reference for the design of tunnels crossing water-bearing faults. Combined with the vibration of the test chamber, it realistically simulates the dynamic response and changes of a simulated tunnel crossing a water-bearing fault model 7 under seismic loading, improving the realism of the simulation and the accuracy of the simulation data. This provides data support for the inspection and maintenance of tunnels crossing water-bearing fault areas. The monitoring component 8 can observe and record the entire process of cracking within the tunnel model 9 crossing the water-bearing fault under seismic loads, enabling better analysis of the dynamic response characteristics and failure mechanisms of the surrounding rock under hydraulic-dynamic coupling. This invention has a simple structure, is easy to use, and can accurately simulate the dynamic response characteristics of the surrounding rock of tunnels under the coupling of hydraulic and dynamic forces in real strata, providing more precise parameter support for the construction and maintenance of tunnels crossing water-bearing faults.

[0047] Furthermore, the similar materials for the surrounding rock model 6 and the water-bearing fault model 7 were prepared in-house by the team, specifically for hydraulic-dynamic coupling models. The similar material composition scheme consisted of quartz sand, barite powder, cement, water glass, rosin, and glycerin. This scheme satisfied both physical and mechanical properties as well as hydraulic properties. The developed similar material had a wide range of parameters, meeting the mixing requirements of various geotechnical model tests. Its density ranged from 1.597 to 2.261 g / cm³, compressive strength from 121.8 to 1771.5 kPa, elastic modulus from 4.63 to 100.65 MPa, cohesion from 20.95 to 358.85 kPa, internal friction angle from 9.21 to 49.55°, softening coefficient from 0.22 to 0.98, and permeability coefficient from 1.07 × 10⁻⁶. -9 -4.28×10 -6 m / s; dynamic elastic modulus ranges from 2.56 to 9.36 GPa; dynamic Poisson's ratio ranges from 0.195 to 0.271.

[0048] Further optimizing the scheme, the water-bearing fault model 7 includes a first simulation layer 71 and a second simulation layer 72 that are fitted together. The outer edges of the first simulation layer 71 and the second simulation layer 72 are fitted and fixed to the inner wall of the test chamber. Water-bearing components are respectively arranged in the inner cavities of the first simulation layer 71 and the second simulation layer 72. The water-bearing fault model 7 of this application, through the two fitted first simulation layers 71 and the second simulation layer 72, which have the same structure, can more realistically simulate complex water-bearing faults, improve the realism of the simulation, and thus improve the accuracy of the simulation data. At the same time, by changing the size and arrangement of the water-bearing components, the amount of water in the fault can be reasonably controlled, and the actual water-bearing situation of the fault can also be simulated well.

[0049] The scheme is further optimized. The water-filling component includes a water-filling hose 73 that is spirally arranged within the first simulation layer 71 and the second simulation layer 72. The water-filling hose 73 surrounds the outside of the tunnel model 9, and the top of the water-filling hose 73 extends out of the first simulation layer 71 and the second simulation layer 72. The water-filling hose 73 is arranged in a spiraling manner within the first simulation layer 71 and the second simulation layer 72, and the arrangement is in an "arch" shape to compensate for the limitations of unilateral arrangement of the water-filling hose 73. The inlet of the water-filling hose 73 extends out of the first simulation layer 71 and the second simulation layer 72 to facilitate water injection. The water-filling hose 73 surrounds the outside of the tunnel model 9 to facilitate water seepage from all directions of the tunnel model 9.

[0050] Furthermore, in order to simulate a real water seepage reaction, the outer wall of the water-filled hose 73 is provided with several water outlet holes to facilitate water seepage.

[0051] Furthermore, the water-filled hose 73 is made of PVC transparent hose, and its inner diameter can be selected to be less than 10mm.

[0052] The scheme is further optimized. The monitoring component 8 includes a second mounting plate 82 set on both sides of the inner cavity of the tunnel model 9, and a recording device 83 is installed on the second mounting plate 82. A first mounting plate 81 extends from both sides of the second mounting plate 82 and is fixedly connected to it. The first mounting plate 81 is installed on the outer wall of the test chamber. The monitoring component 8 is used to observe and record the entire process of cracking within the tunnel lining model under seismic load. The first mounting plates 81 on both sides of the test chamber are fixed with bolts, thereby fixing the second mounting plate 82 inside the simulated tunnel. The recording device 83 is installed on the second mounting plate 82, thereby fixing the monitoring component inside the simulated tunnel and recording the changes within the tunnel.

[0053] Furthermore, the recording device 83 in this embodiment is a high-definition image-stabilized video recorder used to record the changing process of the simulated tunnel.

[0054] Furthermore, the first mounting plate 81 is made of sheet metal and is bolted to the side wall of the test chamber so that the recording device 83 can be fixed to the test chamber.

[0055] Furthermore, the second mounting plate 82 is a lightweight template, which facilitates length cutting.

[0056] Further optimization of the scheme: Monitoring component 8 includes several strain gauges 5 and several acceleration sensors 4 installed on the tunnel model 9. Monitoring component 8 also includes strain gauges 5 and acceleration sensors 4, which are rationally arranged along the simulated tunnel pipeline, simulated surrounding rock, and water-bearing fault model 7, with the wiring arranged longitudinally in the tunnel direction; acceleration sensors 4 and strain gauges 5 are electrically connected to the controller, and the data collection controller is electrically connected to the computer; acceleration sensors 4 and strain gauges 5 should be rationally arranged according to requirements.

[0057] Furthermore, data collection sensors and a computer are placed on the outer side of the test chamber, away from the model, for data collection and analysis.

[0058] Furthermore, this embodiment includes 26 acceleration sensors 4 and 80 strain gauges 5. The acceleration sensors are denoted by A and a label, and the strain gauges 5 are denoted by S and a label. Acceleration sensors A1 and A26 are used to examine the boundary effects of the model box 2. A2, A3, and A4 are respectively located at the arch bottom, arch waist, and arch top of section 1-1 of the tunnel model 9. Correspondingly, A23, A24, and A25 at section 3-3 of the tunnel model 9 are used to mutually verify the acceleration response on the outer sides of the tunnel model 9 across the water-bearing fault. Section 2-2 of the tunnel model 9 is located at the water-bearing fault. A10, A11, A12, A13, A14, A15, A16, and A17 are used for… The monitoring system is used to study the internal and external acceleration response variations of tunnel model 9 in the section crossing the water-bearing fault. Acceleration sensors 4 at sections 2-2, 3-3, and 4-4 of tunnel model 9 are used in conjunction to monitor the influence range of the water-bearing fault on the dynamic response of the tunnel structure. Among them, A7, A8, A9, A18, A19, and A20 are located across the water-bearing fault and can be used to jointly monitor the hydraulic-dynamic response inside the water-bearing fault. A5 and A18 are at the same horizontal position, and A9 and A21 are also at the same horizontal position, used to compare the dynamic response at the water-bearing fault and the surrounding rock. A5 and A6 are at the same vertical position, and A21 and A22 are also at the same vertical position, used to compare the dynamic response characteristics of the hanging wall and footwall of the water-bearing fault.

[0059] Furthermore, the strain gauges 5 in the model test were configured with five sections, numbered 1-1 to 5-5 from left to right. Eight strain gauges 5 were attached to the inner and outer surfaces of the simulated tunnel lining at the locations of the strain gauge sections 5, specifically at the arch shoulders, sidewalls, arch feet, arch crown, and invert on both sides of the tunnel structure. Section 3-3 was used to monitor the seismic strain response characteristics of the tunnel section crossing the water-bearing fault. Sections 2-2, 3-3, and 4-4 were used to jointly monitor the influence range of the water-bearing fault on the seismic strain of the tunnel structure.

[0060] Further optimization of the design: The test chamber includes a vibration table 1, on which a model box 2 is mounted. A water-bearing fault model 7 is tilted and placed inside the model box 2, and a surrounding rock model 6 is filled between the model box 2 and the water-bearing fault model 7. Support plates 3 are respectively installed on both sides of the inner wall of the model box 2, with the surrounding rock model 6 abutting against the support plates 3. The two ends of the tunnel model 9 pass through the support plates 3. The model box 2 is a cubic structure with transparent sidewalls and an open top, placed on the top surface of the vibration table 1. The model box 2 is used to fix and constrain the simulation mechanism, while the vibration table 1 provides vibration for the model box 2 and the simulation mechanism to simulate geological activities such as earthquakes. The support plates 3 are installed on the corresponding sides of the model box 2 and the tunnel model 9 to reduce the influence of the rigid boundary of the model box 2 on the model system.

[0061] Furthermore, the model box 2 includes a bottom plate, a top plate, and four side plates. The bottom plate and top plate are made of steel plates, and the side plates are preferably made of tempered glass, so that the experimental phenomena can be observed. The bottom plate, top plate, and side plates are each fixedly connected to a rigid frame, and the rigid frames are sealed and fixedly connected to the bottom plate, top plate, and four side plates to form a hollow cubic structure.

[0062] Furthermore, the vibration table 1 uses conventional technology, which will not be described in detail here.

[0063] A physical simulation method for hydraulic-dynamic coupling of tunnels spanning water-bearing faults includes the following steps:

[0064] Based on actual engineering and the principle of similarity, the similar material ratios of the surrounding rock model 6 and the water-bearing fault model 7 are configured, and the position of the tunnel model 9 is designed in the test chamber. First, based on the physical parameters of the actual engineering, including tunnel parameters, surrounding rock parameters, water-bearing fault and water content of the fault, a similar system is established based on the principle of similarity. The similar system is used to establish a device to simulate the hydraulic-dynamic response of the tunnel under the water-bearing fault and to obtain the dynamic response index.

[0065] The surrounding rock model 6 and the water-bearing fault model 7 are filled layer by layer, and the tunnel model 9 is placed at the designated location until the top of the surrounding rock model 6 and the water-bearing fault model 7 are flush with the top of the test box. Before laying the surrounding rock material and fault material, a layer of crushed stone mortar should be laid at the bottom of the model box 2, polyethylene film should be laid on the front and back sides, and a support layer made of polystyrene foam board should be laid on the left and right sides, near the entrance of the tunnel model 9. After the crushed stone mortar at the bottom of the model box 2 has hardened, the prepared surrounding rock material and fault material are laid in layers into the model box 2. Each layer must be leveled, compacted, and roughened to ensure that there is no delamination in the vertical direction of the surrounding rock model 6 and the water-bearing fault model 7. When the surrounding rock and fault are laid in layers, the designed acceleration sensor 4, strain gauge 5 and water-bearing components need to be deployed simultaneously. When the surrounding rock and fault materials reach the designed position at the bottom of tunnel model 9, tunnel model 9 is installed. During installation, the pre-set tunnel wire frame is placed into the corresponding mold, and gypsum material or micro-particle concrete is selected for pouring to form tunnel model 9. Tunnel model 9 should be left to cure until it meets the test requirements.

[0066] Furthermore, in this embodiment, the water-filling component is a water-filling hose 73, which is arranged in a "bow" shape within the first simulation layer 71 and the second simulation layer 72.

[0067] During the filling of the surrounding rock and water-bearing fault model 7, monitoring components 8 are arranged at designated locations. Accelerometers 4 and strain gauges 5, designed for placement on the tunnel model 9 and in the surrounding rock model 6, are placed in their respective positions. Similar materials to the surrounding rock and fault on the upper layer of the tunnel model 9 are then laid in layers, while accelerometers 4, strain gauges 5, and water-bearing components are placed. Holes should be pre-drilled in the fault area of ​​the water-bearing components when the filling is nearing completion to facilitate the addition of water into the fault. After the surrounding rock model 6 and water-bearing fault model 7 in the model box 2 are filled, the model box 2 with the completed model is fixedly installed on the top surface of the vibration table 1. Accelerometers 4 and strain gauges 5 are electrically connected to the data collection controller. The observation and recording device 83 is fixed above the entrance of the tunnel model 9 in the model box 2, with the entire structure of the observation and recording device 83 located inside the tunnel model 9.

[0068] A simulation experiment was conducted, and the experimental process and data were recorded by monitoring component 8. Finally, the vibration table 1 was started. The vibration table 1 adopts a three-way electro-hydraulic servo drive and is input with artificial waves, natural waves, and other dynamic loads to simulate earthquake effects, thus realizing the vibration simulation of the model. Through the fault water-bearing method and measuring point layout scheme of this invention, the dynamic response of the tunnel-surrounding rock structure across the fault water-bearing structure under seismic load can be clearly analyzed, and the monitoring and analysis can be more realistic. In addition, the self-made observation and recording device 83 of this invention can observe the entire process of cracking of the tunnel lining model under the seismic load. The data analysis of the monitoring points and the images of the entire cracking process inside the tunnel lining model are mutually verified, and the dynamic response characteristics of the tunnel surrounding rock under hydraulic-dynamic coupling are jointly analyzed from the perspectives of time domain, frequency domain, and time-frequency domain. This allows for a better analysis of the dynamic response characteristics and failure mechanism of the tunnel surrounding rock under hydraulic-dynamic coupling. The recording device 83 of monitoring component 8 is used to capture the deformation characteristics and failure modes inside the tunnel lining model across the water-bearing fault under seismic load.

[0069] After the experiment is completed, the test device is turned off, the monitoring component 8 is removed and data and image analysis is performed to obtain test data; after the experiment is completed, the video images recorded by the recording device 83 are compared with the data of the strain gauge 5 and the acceleration sensor 4 to determine the failure law of cracking of the lining of the water-bearing fault tunnel under seismic load.

[0070] Example 2

[0071] Reference Figure 13 As shown, the difference between this embodiment and Embodiment 1 lies only in that the water-bearing component includes several simulated fractures 74 and several hollow tubes 75 disposed within the water-bearing fault model 7. The hollow tubes 75 are sequentially connected between two simulated fractures 74 symmetrically disposed on both sides of the simulated fractures 74. The difference between this embodiment and Embodiment 1 is that, during the installation of the water-bearing fault model 7, acrylic rods of appropriate length and diameter are pre-embedded inside the fault to construct simulated fractures 74. The surface of the acrylic rods 74 is coated with Vaseline to prevent disturbance to the fault soil when the acrylic rods are pulled out at the end of the filling process. For the fracture structures on both sides and above the tunnel model 9, acrylic rods of appropriate length are directly pre-embedded. When the filling reaches the top surface of the model box 2, i.e., when the surrounding rock and fault-like materials are completely filled, the acrylic rods are gently pulled out. For the fracture structure below tunnel model 9, considering that compaction and roughening operations would make it difficult to construct fractures below tunnel model 9, three rigid hollow tubes 75 are used to construct fractures below tunnel model 9. The three rigid hollow tubes 75 are arranged in appropriate positions and contact the adjacent vertically buried acrylic rods. After model box 2 is filled and the fault hardens, the acrylic rods are gently pulled out. When the upper acrylic rods are pulled out, they will form a void channel with the rigid hollow tubes 75.

[0072] The remaining test steps and procedures are the same as in Example 1, and will not be repeated here.

[0073] Furthermore, the transparent acrylic rod hollow tube 75 is selected with a size of less than 10mm.

[0074] In the description of this invention, it should be understood that the terms "longitudinal", "lateral", "up", "down", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this invention, and are not intended to indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this invention.

[0075] The embodiments described above are merely preferred embodiments of the present invention and are not intended to limit the scope of the present invention. Various modifications and improvements made by those skilled in the art to the technical solutions of the present invention without departing from the spirit of the present invention should fall within the protection scope defined by the claims of the present invention.

Claims

1. A physical simulation device for hydraulic-dynamic coupling of tunnels across water-bearing faults, characterized in that: Includes a test chamber, wherein a test mechanism is provided inside the test chamber, and a monitoring component (8) is provided inside the test mechanism; The test mechanism includes a simulation component installed inside the test chamber, a tunnel model (9) is installed through the simulation component, and the monitoring component (8) is installed inside the tunnel model (9); The simulation component includes a water-bearing fault model (7) tilted inside the test chamber, with surrounding rock models (6) on both sides of the water-bearing fault model (7), the surrounding rock models (6) filling the cavity of the test chamber, and the tunnel model (9) penetrating the water-bearing fault model (7) and the surrounding rock models (6). The water-filled fault model (7) includes a first simulation layer (71) and a second simulation layer (72) that are attached to each other. The outer edges of the first simulation layer (71) and the second simulation layer (72) are attached and fixed to the inner wall of the test chamber. The inner cavities of the first simulation layer (71) and the second simulation layer (72) are respectively provided with water-filled components. The water-filling component includes a water-filling hose (73) that is swirled within the first simulation layer (71) and the second simulation layer (72). The water-filling hose (73) surrounds the tunnel model (9), and the top end of the water-filling hose (73) extends out of the first simulation layer (71) and the second simulation layer (72). The water-bearing component includes a number of simulated fractures (74) and a number of hollow tubes (75) disposed in the water-bearing fault model (7). The number of hollow tubes (75) are sequentially connected between the two simulated fractures (74) symmetrically disposed on both sides of the tunnel model (9). The test chamber includes a vibration table (1), a model box (2) is provided on the vibration table (1), the water-bearing fault model (7) is inclinedly placed in the model box (2), and the surrounding rock model (6) is filled between the model box (2) and the water-bearing fault model (7).

2. The hydraulic-dynamic coupling physical simulation device for tunnels spanning water-bearing faults according to claim 1, characterized in that: The monitoring component (8) includes a second mounting plate (82) disposed on both sides of the inner cavity of the tunnel model (9), and a recording device (83) is mounted on the second mounting plate (82); the second mounting plate (82) extends out of the test box on both sides and is fixedly connected to a first mounting plate (81), and the first mounting plate (81) is mounted on the outer wall of the test box.

3. The hydraulic-dynamic coupling physical simulation device for tunnels across water-bearing faults according to claim 2, characterized in that: The monitoring component (8) includes several strain gauges (5) and several acceleration sensors (4) disposed on the tunnel model (9).

4. The hydraulic-dynamic coupling physical simulation device for tunnels spanning water-bearing faults according to claim 1, characterized in that: The inner walls of the model box (2) are respectively provided with support plates (3), the surrounding rock model (6) abuts against the support plates (3), and the two ends of the tunnel model (9) pass through the support plates (3).

5. A method for hydraulic-dynamic coupling physical simulation of tunnels spanning water-bearing faults, comprising the hydraulic-dynamic coupling physical simulation device for tunnels spanning water-bearing faults according to any one of claims 1-4, characterized in that... Includes the following steps: Based on practical engineering and the principle of similarity, the similar material ratios of the surrounding rock model (6) and the water-bearing fault model (7) are configured, and the position of the tunnel model (9) is designed in the test chamber; The surrounding rock model (6) and the water-bearing fault model (7) are filled layer by layer, and the tunnel model (9) is placed at the designated position until the top of the surrounding rock model (6) and the water-bearing fault model (7) are flush with the top of the test chamber. During the process of filling the surrounding rock and water-bearing fault model (7), monitoring components (8) are arranged at designated locations; Conduct simulation experiments and record the experimental process and data through the monitoring component (8); After the experiment is completed, the experimental device is turned off, the monitoring component (8) is removed, and data and image analysis is performed to obtain experimental data.

6. The physical simulation method for hydraulic-dynamic coupling of tunnels across water-bearing faults according to claim 5, characterized in that: During the process of arranging the water-bearing fault model (7), water-bearing components are arranged layer by layer in the water-bearing fault model (7).

Images