Submarine tunnel mechanical behavior test system and method
By designing a mechanical behavior test system for submarine tunnels, and using machine vision technology to identify crack characteristics and automatically calculate the permeability coefficient, the system solved the problem of simulating crack leakage and water pressure distribution in submarine tunnel construction. It also achieved intelligent simulation of the water and soil environment around the cracked lining of submarine tunnels, thus improving the accuracy of safety experiments.
Patent Information
- Application Number
- CN202511304542.2
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-09-12
- Publication Date
- 2025-12-05
AI Technical Summary
Existing technologies cannot effectively simulate the mechanical behavior of the lining structure before the construction of an undersea tunnel, especially the dynamic quantitative relationship between crack leakage and water pressure distribution on the lining surface, which makes it impossible to conduct effective safety simulation experiments.
A test system for the mechanical behavior of a submarine tunnel was designed, including a sealed box, a similar material for the surrounding rock, a tunnel lining model, a water pressure simulation system, an earth pressure simulation system, an equivalent leakage drainage simulation system for lining cracks, and a lining mechanical behavior monitoring system. The system uses machine vision technology to identify crack characteristics, automatically calculates the permeability coefficient, and adjusts the drainage capacity by controlling the drainage valve to simulate the crack leakage process.
It has achieved intelligent and realistic simulation of the water and soil environment around the cracked lining of the undersea tunnel, accurately identifying the depth and width of the cracks, dynamically adjusting the drainage capacity, simulating the local leakage process, and improving the experimental simulation effect of safety in undersea tunnel construction.
Smart Images
Figure CN121068337A_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The present application belongs to the technical field of simulation of submarine tunnel engineering, and particularly relates to a system and method for testing mechanical behavior of a submarine tunnel. BACKGROUND
[0002] Submarine tunnel construction often faces the challenge of high-pressure water-rich environment, and the geological environment is complex, the underwater structure service environment is poor, and the structural damage risk is greatly increased. Lining cracking can cause local seawater leakage, induce local water pressure imbalance, significantly change the stress state of the lining structure, cause local uneven deformation of the lining structure, thus exacerbating structural instability and causing a series of safety problems. At present, the dynamic quantitative relationship between crack leakage and lining surface water pressure distribution is not clear, and thus effective lining mechanical behavior test simulation cannot be effectively carried out before submarine tunnel construction, and safety-related experimental simulation cannot be carried out in advance for submarine tunnel construction. SUMMARY
[0003] To solve the above technical problems, the present application provides a system and method for testing mechanical behavior of a submarine tunnel to solve the problems existing in the prior art.
[0004] To achieve the above purpose, the present application provides a system for testing mechanical behavior of a submarine tunnel, comprising:
[0005] A sealed box, a surrounding rock similar material, a tunnel lining model, a water pressure simulation system, a soil pressure simulation system, a lining crack equivalent leakage drainage simulation system, and a lining mechanical behavior monitoring system, wherein the surrounding rock similar material is uniformly arranged inside the sealed box, the tunnel lining model is arranged inside the surrounding rock similar material, the water pressure simulation system is connected with the sealed box, water injection and water pressure detection are carried out in the sealed box through the water pressure simulation system, the soil pressure simulation system is arranged outside the sealed box, soil pressure detection is carried out through the soil pressure simulation system, the lining crack equivalent leakage drainage simulation system is arranged outside the tunnel lining model, crack image data of the tunnel lining model is captured through the lining crack equivalent leakage drainage simulation system, and water flow penetration at the crack in the tunnel lining model is simulated, and the lining mechanical behavior monitoring system is connected with the water pressure simulation system and the soil pressure simulation system, and water pressure and soil pressure are monitored through the lining crack equivalent leakage drainage simulation system.
[0006] Optionally, the sealed box comprises a steel framework and a plexiglass plate, wherein the steel framework and the plexiglass plate are spliced to form a sealed space, the sealed box is provided with a water injection hole at the top and a drainage hole at the bottom.
[0007] Optionally, the surrounding rock similar material is made by mixing cement, quartz sand, and heavy spar powder.
[0008] Optionally, the water pressure simulation system comprises a water tank, a water pump, a connecting conduit and a water pressure sensor, wherein the water tank, the water pump and the water pressure sensor are connected in sequence through the connecting conduit, the connecting conduit is connected to the water injection hole of the sealed box body, the water pump is controlled to inject water into the sealed box body, the water pressure outside the tunnel lining structure is controlled, and the water pressure is detected through the water pressure sensor.
[0009] Optionally, the soil pressure simulation system comprises a counterforce frame, a vertical displacement actuator, a pressure sensor, a perforated steel pad and a pressure control computer, wherein the counterforce frame is rigidly connected to the outside of the sealed box body, the bottom surface of the counterforce frame is fixedly connected to the vertical displacement actuator, the bottom of the vertical displacement sensor abuts against the perforated steel pad, the pressure sensor is arranged on the vertical displacement actuator, a plurality of through holes are formed in the perforated steel pad, the bottom surface of the perforated steel pad abuts against the top surface of the surrounding rock simulation layer, and the pressure sensor and the vertical displacement actuator are electrically connected to the pressure control computer.
[0010] Optionally, the lining crack equivalent leakage drainage simulation system
[0011] comprises a high-definition camera, a flow rate control computer, a flow rate controller, an ultra-thin drainage conduit grid and a wastewater collection tank, wherein the high-definition camera, the flow rate control computer and the flow rate controller are electrically connected; the ultra-thin drainage conduit grid is formed by parallel arrangement and bonding of a plurality of ultra-thin drainage hoses, the ultra-thin drainage hoses are tightly attached to the outer wall of the tunnel lining model, a plurality of water through holes are arranged on the pipe wall of the ultra-thin drainage hose, one end of each of the ultra-thin drainage hoses is closed, and the other end is connected to the wastewater collection tank through a pipeline by the flow rate controller; the high-definition camera is placed on the front side of the sealed box body and is aligned with the front end cross section of the tunnel lining model, and the crack image data of the tunnel lining model is shot; the flow rate control computer controls the corresponding flow rate controller to adjust the flow rate of drainage according to the relationship between the crack and the permeability coefficient in the test, so as to simulate the water flow leakage condition at the crack, and the permeated water flows to the wastewater collection tank.
[0012] Optionally, the lining mechanical behavior monitoring system comprises a monitoring computer, wherein the monitoring computer acquires the water pressure information transmitted by the water pressure simulation system, the soil pressure information and the displacement information detected by the soil pressure simulation system, the monitoring computer is further connected with a strain acquisition instrument, and the strain gauge of the strain acquisition instrument is arranged on the tunnel lining model.
[0013] Optionally, the sealed box body is connected with a drainage device, wherein the drainage device comprises a drainage pipe and a drainage tank, and the sealed box body is provided with a drainage hole at the bottom of the side surface, and the drainage hole is connected to the drainage tank through the drainage pipe.
[0014] In another aspect, the present application provides a method corresponding to the mechanical behavior test system of the submarine tunnel, comprising:
[0015] Building the relationship between the crack permeability coefficient and the size characteristics and the water pressure;
[0016] According to the simulated submarine tunnel, the similar materials of surrounding rock and lining are prepared
[0017] According to the similar material of the lining, a tunnel lining model is made, the surrounding rock similar material is filled in the sealed box body, the tunnel lining model is arranged in the surrounding rock similar material, and the system of any one of claims 1-8 is arranged.
[0018] According to the relationship between the crack permeability coefficient and the size characteristics and the water pressure, the system is used for testing, the corresponding crack position, size characteristics are obtained according to the crack image data, and the water pressure distribution and soil pressure information in the testing process are obtained.
[0019] Compared with the prior art, the present application has the following advantages and technical effects:
[0020] The present application provides a kind of mechanical behavior test device and method of submarine tunnel lining considering crack local leakage, which is based on machine vision technology to identify crack depth, width characteristics, automatically calculate the permeability coefficient of crack, accurately dynamically adjust the drainage capacity of local guide pipe by controlling the drainage valve of the outer layer ultra-thin water guide grid 13 of tunnel lining model, equivalent simulation crack local leakage process, realize intelligent real simulation of water and soil environment around the cracked lining of submarine tunnel. BRIEF DESCRIPTION OF DRAWINGS
[0021] The drawings constituting a part of the present application are used to provide further understanding of the present application, the illustrative embodiments of the present application and their descriptions are used to explain the present application, and do not constitute undue limitation on the present application.In the drawings:
[0022] Figure 1 It is the overall schematic diagram of the mechanical behavior test device of submarine tunnel lining of the embodiment of the present application;
[0023] Figure 2 It is the local schematic diagram of the mechanical behavior test device of submarine tunnel lining of the embodiment of the present application;
[0024] Wherein, 1-steel skeleton, 2-perspex plate, 3-water injection hole, 4-drainage hole, 5-surrounding rock similar material, 6-water tank, 7-water pump, 8-connection guide pipe, 9-water pressure sensor, 10-high-definition camera, 11-flow rate control computer, 12-flow rate controller, 13-ultra-thin drainage guide pipe grid, 14-waste water collection tank, 15-water hole, 16-drainage pipe, 17-drainage tank, 18-tunnel lining model. DETAILED DESCRIPTION
[0025] It should be noted that the embodiments in the present application and the features in the embodiments can be combined with each other in the case of no conflict. The present application will be described in detail below with reference to the drawings and in combination with the embodiments.
[0026] It should be noted that the steps shown in the flowchart of the drawings can be executed in a computer system such as a group of computer executable instructions, and although the logical order is shown in the flowchart, in some cases, the steps shown or described can be executed in an order different from that here.
[0027] The purpose of the present application is to provide a kind of considering crack local leakage submarine tunnel lining mechanical behavior test device and method, the device is based on machine vision technology identification crack depth, width characteristics, automatically calculate the permeability coefficient of crack, by controlling the drainage valve of tunnel lining model outer surface layer ultra-thin water guide grid 13 Precise dynamic adjustment of the drainage capacity of local guide pipe, equivalent simulation crack local leakage process, realize the intelligent real simulation of the water and soil environment around the cracked lining of submarine tunnel.
[0028] As Figure 1 The present application provides a kind of considering crack local leakage submarine tunnel lining mechanical behavior test device, including sealed box, surrounding rock similar material 5, tunnel lining model 18, water pressure simulation system, soil pressure simulation system, lining crack equivalent leakage drainage simulation system and lining mechanical behavior monitoring system.
[0029] The sealed box is spliced by steel skeleton 1 and plexiglass plate 2. The box is provided with water injection hole 3 at the top and drainage hole 4 at the bottom, and is uniformly filled with surrounding rock similar material 5 inside. Tunnel lining model 18 is arranged through the inside of surrounding rock similar material from front to back.
[0030] The surrounding rock similar material 5 is made of cement, quartz sand and barite powder.
[0031] The water pressure simulation system includes water tank 6, water pump 7, connecting conduit 8 and water pressure sensor 9. The water tank 6, water pump 7 and water pressure sensor 9 are connected through connecting conduit 8, and are finally connected with water injection hole 3 at the top of the box. In the process of water injection, the water pressure sensor 9 is observed to control the water pump 7 to adjust the water pressure outside the tunnel structure, and then simulate the marine environment encountered by the tunnel lining in reality.
[0032] The soil pressure simulation system comprises a counterforce frame, a vertical displacement actuator, a pressure sensor, a punched steel pad plate and a pressure control computer.
[0033] The lining crack equivalent seepage drainage simulation system comprises a high-definition camera 10, a flow rate control computer 11, a flow rate controller 12, an ultra-thin drainage conduit grid 13 and a wastewater collection tank 14. The high-definition camera 10, the flow rate control computer 11 and the flow rate controller 12 are electrically connected. The ultra-thin drainage conduit grid 13 is formed by parallel arrangement and bonding of a plurality of ultra-thin drainage hoses and is tightly attached to the outer wall of the tunnel lining model 18. The hose wall is provided with a plurality of water holes 15. One end of each hose is closed, and the other end is connected to the wastewater collection tank 14 through the flow rate controller 12. The high-definition camera 10 is placed on the front side of the sealed box body and should be aligned with the front end cross section of the tunnel lining model 18 to identify the position and size information of the cracks in the tunnel lining model 18. The flow rate control computer 11 controls the corresponding flow rate controller 12 to adjust the flow rate of water in the drainage pipe 16 according to the relationship between the crack and the permeability coefficient in the test, so as to simulate the water seepage condition at the crack. The seeped water finally flows to the wastewater collection tank 14.
[0034] The process of adjusting the flow rate of water according to the permeability coefficient comprises:
[0035] The corresponding relationship between the size characteristics of the crack, the water pressure environment and the permeability coefficient is obtained according to the water permeability test under different water pressure environments.
[0036] According to the known water pressure environment and the crack size information identified by the camera, the permeability coefficient under the condition is obtained according to the above corresponding relationship.
[0037] The embodiment adjusts the flow rate of water to ensure that the leakage water quantity is the same. By making the leakage water quantity under the two conditions the same, the leakage condition under the condition is restored.
[0038] The monitoring system comprises a monitoring computer, the monitoring computer is electrically connected with a static strain acquisition instrument, a water pressure sensor 9, a soil pressure sensor and a displacement sensor, and a plurality of strain gauges are pasted on the corresponding positions of the tunnel lining model 18.
[0039] The drainage device comprises a drainage pipe 16 and a drainage tank 17, and the drainage pipe 16 is connected in communication with the water tank 6 through the side bottom drainage hole 4 of the sealed box body.
[0040] The application also provides a test method for mechanical behavior of a seabed tunnel lining considering local leakage of cracks, comprising the following steps:
[0041] Step S1: obtaining a corresponding relationship between a crack permeability coefficient and size characteristics and water pressure
[0042] Cracks with different size characteristics are formed through a three-point bending beam loading test, water permeability tests are carried out under different water pressure environments, the permeability of cracked concrete lining is tested by using a water permeability method, and a corresponding relationship between the crack permeability coefficient and the size characteristics and water pressure is established. Through the relevant data obtained by the above water permeability test, the crack permeability coefficient is obtained for cracks with different size characteristics and different water permeability tests, and a mapping relationship between different size characteristics and different water pressure as the dependent variable and the permeability coefficient as the independent variable is constructed.
[0043] Step S2: preparation of surrounding rock and lining similar materials
[0044] Quartz sand and barite powder are used as raw materials, and the surrounding rock similar material 5 is prepared according to the similarity ratio and the prototype material parameters. Gypsum and water are used as raw materials, and the lining similar material is prepared according to the similarity ratio and the prototype material parameters of the lining. The proportioning test is carried out by designing different material proportioning schemes, strictly preparing standard samples, systematically testing key physical and mechanical properties (unit weight, elastic modulus, cohesion, friction angle), comparing and analyzing the test results with the target values, and continuously adjusting and optimizing the proportioning according to the law. The best quality proportioning research process that can meet all the similar conditions at the same time is finally selected.
[0045] Step S3: tunnel lining model 18 production and surrounding rock similar material 5 filling
[0046] Gypsum and water are used as raw materials to produce the tunnel lining model 18 for the studied engineering object, strain gauges are pasted at the predetermined positions of the tunnel model, and ultra-thin drainage duct grids 13 are placed in the axial direction of the tunnel lining model 18 in the outer layer of the model in sequence, and then a week is placed around the lining. Barite powder and quartz sand are used as raw materials to configure the surrounding rock similar material 5, which is spread and compacted layer by layer inside the box according to the predetermined density. When the predetermined height is reached, the tunnel lining model 18 is buried in the simulated stratum.
[0047] During the filling process, pressure cells and water pressure gauges are buried in the surrounding rock similar material 5 around the tunnel lining model 18, the monitoring elements are connected to the strain acquisition instrument and the computer through the connecting lines, and the connecting line joints are waterproof sealed. A high-definition camera 10 is arranged in front of the test box to monitor the development process of the cracks of the tunnel lining model 10.
[0048] Step S4: test
[0049] S41: After the filling of the soil is completed, consolidation.
[0050] S43: After the simulated stratum is consolidated, the water and soil environment of the tunnel lining model 18 is adjusted according to the test plan using the water pressure simulation system and the soil pressure simulation system, and the similar model test of the tunnel lining failure process is carried out.
[0051] S44: During the test loading process, the high-definition camera 10 is used to capture the crack photos generated by the tunnel lining model 18. The flow rate control computer 11 obtains the crack position and size characteristics based on the convolution neural network algorithm and automatically calculates the corresponding permeability coefficient.
[0052] S45: The flow rate control computer 11 adjusts the flow rate of water in the drainage pipe 16 at the cracking position through the control of the flow rate controller 12 to simulate the water seepage at the crack position, forming a local low water pressure environment at the crack position. The flow rate is controlled by squeezing the drainage pipe 16 through the flow rate controller 12 attached to the drainage pipe 16.
[0053] S46: The water pressure distribution data around the lining is recorded by the osmometer, and the test is checked in real time to see if it is proceeding smoothly. The stress response of the tunnel lining model 18 is recorded by the deformation and strain testing device installed in the tunnel lining model 18.
[0054] Step S5: Water and soil pressure unloading, test ends
[0055] Finally, the soil pressure is released by the geostress loading device, and the water pressure is unloaded by the drainage system, and the test ends.
[0056] The above is only the preferred specific embodiment of the present application, but the protection scope of the present application is not limited thereto, any person skilled in the art can easily think of changes or replacements within the technical scope disclosed by the present application, which should be covered within the protection scope of the present application. Therefore, the protection scope of the present application should be subject to the protection scope of the claims.
Claims
1. A system for testing the mechanical behavior of a subsea tunnel, characterized in that it comprises: The system comprises a sealed box, surrounding rock similar material, tunnel lining model, water pressure simulation system, soil pressure simulation system, lining crack equivalent leakage drainage simulation system and lining mechanical behavior monitoring system, wherein the surrounding rock similar material is uniformly arranged inside the sealed box, the tunnel lining model is arranged inside the surrounding rock similar material, the water pressure simulation system is connected with the sealed box, water injection and water pressure detection are carried out in the sealed box through the water pressure simulation system, the soil pressure simulation system is arranged outside the sealed box, soil pressure detection is carried out through the soil pressure simulation system, the lining crack equivalent leakage drainage simulation system is correspondingly arranged outside the tunnel lining model, crack image data of the tunnel lining model is shot through the lining crack equivalent leakage drainage simulation system, and water flow penetration in the cracks of the tunnel lining model is simulated, and the lining mechanical behavior monitoring system is connected with the water pressure simulation system and the soil pressure simulation system, and water pressure and soil pressure are monitored through the lining crack equivalent leakage drainage simulation system.
2. The system of claim 1, wherein the sealed box comprises a steel framework and a plexiglass plate, wherein the steel framework and the plexiglass plate are spliced to form a sealed space, the sealed box is provided with a water injection hole at the top and a drainage hole at the bottom.
3. The system of claim 1, wherein the surrounding rock similar material is made by mixing cement, quartz sand and heavy spar powder.
4. The system of claim 1, wherein the water pressure simulation system comprises a water tank, a water pump, a connecting conduit and a water pressure sensor, wherein the water tank, the water pump and the water pressure sensor are connected in sequence through the connecting conduit, the connecting conduit is connected to the water injection hole of the sealed box, water injection is carried out in the sealed box by controlling the water pump, the water pressure outside the tunnel lining structure is controlled, and water pressure detection is carried out through the water pressure sensor.
5. The system of claim 1, wherein the soil pressure simulation system comprises a counterforce frame, a vertical displacement actuator, a pressure sensor, a perforated steel pad and a pressure control computer, wherein the counterforce frame is rigidly connected to the outside of the sealed box, the bottom surface of the counterforce frame is fixedly connected with the vertical displacement actuator, the bottom of the vertical displacement sensor abuts against the perforated steel pad, the pressure sensor is arranged on the vertical displacement actuator, a plurality of through holes are formed in the perforated steel pad, the bottom surface of the perforated steel pad abuts against the top surface of the surrounding rock simulation layer, and the pressure sensor and the vertical displacement actuator are electrically connected with the pressure control computer.
6. The system of claim 1, wherein the lining crack equivalent leakage drainage simulation system The system comprises a high-definition camera, a flow rate control computer, a flow rate controller, an ultra-thin drainage conduit grid, and a wastewater collection tank, wherein the high-definition camera, the flow rate control computer, and the flow rate controller are electrically connected; the ultra-thin drainage conduit grid is formed by parallel arrangement and bonding of a plurality of ultra-thin drainage hoses, the ultra-thin drainage hoses are tightly attached to the outer wall of a tunnel lining model, a plurality of water holes are arranged on the wall of the ultra-thin drainage hoses, one end of each of the ultra-thin drainage hoses is closed, and the other end is connected to the wastewater collection tank through a pipeline via the flow rate controller; the high-definition camera is placed on the front side of the sealed box and is aligned with the cross section of the front end of the tunnel lining model to capture crack image data of the tunnel lining model; the flow rate control computer controls the flow rate controller to adjust the flow rate of drainage according to the relationship between the crack and the permeability coefficient in the test, so as to simulate the water seepage condition at the crack, and the seeped water flows to the wastewater collection tank.
7. The system of claim 1, wherein, The lining mechanical behavior monitoring system comprises a monitoring computer, wherein the monitoring computer acquires water pressure information transmitted by the water pressure simulation system, soil pressure information detected by the soil pressure simulation system, and displacement information, and the monitoring computer is further connected with a strain acquisition instrument, and strain gauges of the strain acquisition instrument are arranged on the tunnel lining model.
8. The system of claim 1, wherein, The sealed box is connected with a drainage device, wherein the drainage device comprises a drainage pipe and a drainage tank, and a drainage hole is arranged on the bottom of the side surface of the sealed box and is connected to the drainage tank via the drainage pipe.
9. A method corresponding to the system for testing the mechanical behavior of a subsea tunnel according to any one of claims 1-8, characterized in that, The system comprises: establishing a relationship between the crack permeability coefficient, the size feature, and the water pressure; preparing similar materials of surrounding rock and lining according to a simulated submarine tunnel manufacturing a tunnel lining model according to the similar materials of the lining, filling the similar materials of surrounding rock in the sealed box, arranging the tunnel lining model in the similar materials of surrounding rock, and arranging the system of any one of claims 1-8; testing by using the system according to the relationship between the crack permeability coefficient, the size feature, and the water pressure, obtaining the corresponding crack position and size feature according to the crack image data, and acquiring the water pressure distribution, the soil pressure information, and the water seepage information in the test process.