Evolution simulation experiment device and method for tunnel composite lining diseases

Abstract

The invention relates to an evolutionary simulation experiment device and method for tunnel composite lining diseases, the evolutionary simulation experiment device comprises a lining disease model box, a hydraulic loading system, a stress-strain testing system and a water pressure loading system, the lining disease model box is used for simulating the environment where a lining structure is located in actual engineering, the hydraulic loading system is provided with pressure by a jack, and the stress-strain testing system is used for testing the stress-strain testing system. The simulation module is used for simulating surrounding rock pressure borne by a lining structure; the water pressure loading system is used for simulating water pressure borne by the lining structure; the stress-strain testing system is used for monitoring the mechanical state in the lining structure. According to the method, the evolution mechanism of lining diseases is analyzed by simulating the disease evolution process of the composite lining structure under the actual engineering condition, the mechanical characteristics and deformation rules of the lining structure under different lining disease conditions are obtained, and the result is accurate and reliable; in addition, the device can also be used for testing the accuracy of a lining disease detection instrument, and parameters of the detection instrument are convenient to correct.

Description

Technical Field

[0001] The invention relates to the technical field of tunnel lining disease prevention and control, and in particular to an evolution simulation experimental device and method for tunnel composite lining disease. Background Art

[0002] The composite lining structure of a tunnel is a multi-layer or multi-structure lining system, which generally includes two main parts: primary support and secondary lining, to adapt to different geological conditions and engineering requirements. Affected by the geological environment, construction level, operation and maintenance, the composite lining structure of the tunnel will inevitably suffer from surface cracking, lining hollowing, water leakage and other diseases, which will affect the construction and operation safety of the tunnel project and threaten the normal operation of the train.

[0003] In order to effectively prevent and control lining diseases, experimental research on the evolution mechanism of lining diseases can be carried out based on numerical simulation or large-scale similar experiments. However, most of the existing experiments fail to consider the influence of the tunnel composite lining structure, and do not simulate the surrounding rock pressure and water pressure on the lining structure. There is a lack of model experimental equipment and methods for different types of lining diseases, and the results obtained are not accurate and reliable.

[0004] Therefore, it is necessary to propose new measures to overcome the above-mentioned defects. Summary of the invention

[0005] The purpose of the present invention is to provide an experimental device and method for simulating the evolution of composite tunnel lining diseases, so as to solve the problems of inaccuracy and unreliability in existing experimental methods.

[0006] In order to achieve the above object, the technical solution adopted by the present invention is:

[0007] An experimental device for simulating the evolution of composite tunnel lining diseases, the device comprising a lining disease model box and a hydraulic loading system, the lining disease model box comprising soil and rock mass, a lining structure and a model box;

[0008] The soil and rock body is located above the lining structure and is used to simulate the surrounding rock;

[0009] The lining structure includes an initial support, a drainage board, a geotextile and a secondary lining; the initial support is composed of an I-beam and shotcrete; the secondary lining is composed of steel bars and concrete, and lining crack blocks and hollow concrete blocks made of paraffin sheets are pre-embedded in the secondary lining to simulate lining cracks and lining debonding;

[0010] The model box includes a lining base, side plates, and a cover plate; the lining base is symmetrically arranged left and right, with an inclined surface on the inner side, and both ends of the soil-rock mass and the lining structure are supported on the inclined surfaces on both sides; the side plates are arranged on the sides of the soil-rock mass and the lining structure, and the cover plate is arranged on the top surface of the soil-rock mass.

[0011] The hydraulic loading system includes a reaction beam, side columns, jacks, and clamps; the side columns are located outside the lining base, the reaction beam is fixed between the tops of the two side columns on both sides, and the jacks are fixed below the reaction beam through the clamps and press on the cover plate.

[0012] Further, the hydraulic loading system further includes an oil pressure pump, and the oil pressure pump is connected to the jacks through hydraulic pipes for simulating the surrounding rock pressure received by the lining structure.

[0013] Further, the device further includes a stress-strain test system, and the stress-strain test system includes earth pressure cells, surface strain gauges, steel bar gauges, strain gauges, magnetic adsorption strain gauges, water pressure gauges, and a stress-strain tester;

[0014] The earth pressure cells are located between the secondary lining and the waterproof and drainage board, and between the secondary lining and the soil-rock mass;

[0015] The surface strain gauges are located at the flange plates of the I-beams;

[0016] The steel bar gauges are located at the steel bars;

[0017] The strain gauges and the magnetic adsorption strain gauges are located on the surface of the secondary lining;

[0018] The water pressure gauges are located on the surface of the initial support;

[0019] The earth pressure cells, the surface strain gauges, the steel bar gauges, the strain gauges, the magnetic adsorption strain gauges, and the water pressure gauges are all connected to the stress-strain tester.

[0020] Further, the device further includes a water pressure loading system, and the water pressure loading system includes a water tank, and the water tank is connected to the water delivery holes arranged on the cover plate through a water pipe for simulating the water pressure received by the lining structure.

[0021] Further, a frame body is arranged on the outer side of the side plates, and diagonal braces are arranged on the outer side of the frame body.

[0022] Further, two reaction beams are arranged in parallel above the cover plate, and two jacks are arranged below each reaction beam.

[0023] On the other hand, an experimental method for simulating the evolution of tunnel composite lining diseases is provided. The experimental method is implemented based on the above-mentioned device and includes:

[0024] Start the jack to apply surrounding rock pressure to the lining structure, and start the water tank to apply water pressure to the lining structure;

[0025] Pre-cut the waterproof and drainage board and the geotextile, and use a hot air gun to melt the lining crack blocks simulating the lining cracks;

[0026] Use earth pressure cells to measure the surrounding rock pressure on the secondary lining;

[0027] Use surface strain gauges to measure the stress of the I-beam;

[0028] Use steel bar meters to measure the steel bar stress inside the secondary lining;

[0029] Use strain gauges to measure the strain on the surface of the secondary lining;

[0030] Use magnetic adsorption strain gauges to monitor the displacement of the secondary lining surface;

[0031] Use water pressure gauges to measure the water pressure on the initial support.

[0032] Furthermore, the method further includes:

[0033] Use a stress-strain tester to collect the data collected by the earth pressure cells, surface strain gauges, steel bar meters, strain gauges, magnetic adsorption strain gauges and water pressure gauges.

[0034] Furthermore, the method further includes:

[0035] The surrounding rock pressure on the lining structure measured by the earth pressure cells, the internal stress of the initial support steel arch measured by the surface strain gauges, the internal stress of the secondary lining measured by the steel bar meters, the displacement deformation of the secondary lining measured by the magnetic adsorption strain gauges, and the water pressure on the lining structure measured by the water pressure gauges are converted through a stress-strain tester and recorded in the computer;

[0036] Control the sampling frequency through the computer, monitor the time history data of the internal mechanical parameters and displacement deformation of the lining changing with time, and then obtain the laws of the internal mechanical state and displacement deformation of the lining structure under the action of water pressure and surrounding rock pressure.

[0037] Furthermore, the method further includes the testing process of the equipment, including:

[0038] According to the type of instrument to be detected, corresponding lining diseases are simulated at the middle position of the detection area, i.e., the model: when simulating lining cracks, the lining crack blocks made of paraffin slices are pre-buried on the surface of the lining in advance. After the lining is demolded and made, a hot air gun is used to melt the paraffin on the surface of the lining, thereby simulating cracks; when simulating lining voids, hollow concrete blocks are pre-buried in the void area and cast integrally with the lining; when simulating lining leakage, during the process of laying the waterproof and drainage materials, the waterproof board and geotextile in the detection area are damaged.

[0039] In the detection area, a detection instrument is used for detection and the detection results are analyzed.

[0040] If there are deviations when comparing the detection results with the pre-buried lining disease positions and disease sizes, the detection instrument is debugged.

[0041] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0042] The present invention provides an experimental device and method for simulating the evolution of diseases of a tunnel composite lining. By simulating the disease evolution process of the composite lining structure under actual engineering conditions, analyzing the evolution mechanism of lining diseases, and obtaining the mechanical properties and deformation laws of the lining structure under different lining disease conditions, the results are accurate and reliable. In addition, the device of the present invention can also be used to test the accuracy of lining disease detection instruments and facilitate the calibration of detection instrument parameters. Description of the Drawings

[0043] In order to more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the following will briefly introduce the drawings required for use in the description of the embodiments or the prior art. Obviously, the drawings in the following description are only some embodiments of the present invention. For those of ordinary skill in the art, without creative efforts, other drawings can be obtained based on these drawings.

[0044] Figure 1 is the structure diagram of the device of the present invention.

[0045] Figure 2 is the structure diagram of the lining disease model.

[0046] Figure 3 is the three-dimensional structure diagram of the lining disease model.

[0047] Figure 4 is the three-dimensional structure diagram of the lining disease model with one side side plate removed.

[0048] Figure 5 is the structure diagram of the hydraulic loading system.

[0049] Figure 6 is the structure diagram of the stress and strain test system.

[0050] Figure 7 It is the structural diagram of the water pressure loading system.

[0051] Figure 8 It is the structural diagram of the jack and the fixture.

[0052] Shown in the figure are:

[0053] 1 - Lining disease model box; 2 - Hydraulic loading system; 3 - Stress and strain test system; 4 - Water pressure loading system; 5 - Reaction beam; 6 - Side plate; 7 - Diagonal brace; 8 - Frame body; 9 - Bolt; 10 - Jack; 11 - Cover plate; 12 - Side column; 13 - Lining base; 14 - Foundation; 15 - Hoisting hole; 16 - Fixture; 17 - Oil pressure pump; 18 - Pressing rod; 19 - Hydraulic pressure gauge; 20 - Water tank; 21 - Water pressure display screen; 22 - Water delivery pipe; 23 - Control knob; 24 - Lining crack block; 25 - Hollow concrete block; 26 - Earth pressure cell; 27 - Surface strain gauge; 28 - Rebar meter; 29 - Strain gauge; 30 - Stress and strain tester; 31 - Computer; 32 - Secondary lining; 33 - Rebar; 34 - Concrete; 35 - Waterproof and drainage board; 36 - Geotextile; 37 - I-beam; 38 - Shotcrete; 39 - Water; 40 - Water pressure gauge; 41 - Earth and rock mass; 42 - Image acquisition device; 43 - Initial support; 44 - Sealing asphalt; 45 - Water delivery hole; 46 - Data transmission hole; 47 - Model box; 48 - Camera; 49 - Lining void area; 50 - Magnetic strain gauge. Specific implementation manners

[0054] For the convenience of understanding the present invention, the present invention will be described more comprehensively below with reference to the relevant drawings. The preferred embodiments of the present invention are shown in the drawings. However, the present invention can be implemented in many different forms and is not limited to the embodiments described herein. On the contrary, the purpose of providing these embodiments is to make the disclosure of the present invention more thorough and comprehensive.

[0055] In the description of the present invention, it should be understood that the orientation or positional relationships indicated by the terms "upper", "lower", "top", "bottom", "inner", "outer", etc. are based on the orientation or positional relationships shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the present invention.

[0056] In the description of the present invention, it should be noted that unless otherwise clearly specified and limited, the terms "installation", "connection", "setting", etc. should be understood in a broad sense. For example, it can be fixedly connected and set, or detachably connected and set, or integrally connected and set. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific situations.

[0057] It should also be noted that although the order of steps is mentioned in the method description, in some cases, they may be performed in an order different from that shown here, and this should not be construed as a limitation on the order of the steps.

[0058] The present invention provides an experimental device for simulating the evolution of composite tunnel lining diseases, which can simulate the disease evolution process of lining voiding, lining cracking and water leakage in a composite lining structure under the long-term action environment of surrounding rock pressure and water pressure. It can also be used to test the accuracy of disease detection instruments, so as to facilitate the study of the evolution mechanism of different disease types and the changing law of stress and strain inside the lining.

[0059] like Figure 1-8 Specifically, the device includes a lining disease model box 1, a hydraulic loading system 2, a stress-strain testing system 3 and a water pressure loading system 4.

[0060] The lining disease model box 1 is used to simulate the environment of the lining structure in the actual project, including soil and rock body 41, lining structure and model box 47. The soil and rock body 41 is located above the lining structure and is used to simulate the surrounding rock. The lining structure includes initial support 43, drainage board 35, geotextile 36 and secondary lining 32; the initial support 43 is composed of I-beam 37 and shotcrete 38; the secondary lining 32 is composed of steel bar 33 and concrete 34, and the secondary lining 32 is pre-embedded with lining crack blocks 24 and hollow concrete blocks 25 made of paraffin sheets to simulate lining cracks and lining debonding. The model box 47 includes a lining base 13, side plates 6 and a cover plate 11; the lining base 13 is symmetrically arranged on the left and right, with an inclined surface on the inner side, and the two ends of the soil and rock body 41 and the lining structure are supported on the inclined surfaces on both sides; the side plates 6 are arranged on the sides of the soil and rock body 41 and the lining structure, and the cover plate 11 is arranged on the top surface of the soil and rock body 41. In addition, a frame 8 is disposed outside the side plate 6, and a diagonal brace 7 is disposed outside the frame 8. Two reaction beams 5 are disposed in parallel above the cover plate 11, and two jacks 10 are disposed below each reaction beam 5.

[0061] The hydraulic loading system 2 includes a reaction beam 5, a side column 12, a jack 10 and a clamp 16; the side column 12 is located outside the lining base 13, the reaction beam 5 is fixed between the tops of the side columns 12 on both sides, and the jack 10 is fixed under the reaction beam 5 through the clamp 16 and presses the cover plate 11. The hydraulic loading system 2 also includes an oil pump 17, which is connected to the jack 10 through a hydraulic pipe. The jack provides pressure to simulate the surrounding rock pressure on the lining structure.

[0062] The stress-strain test system 3 includes an earth pressure cell 26, a surface strain gauge 27, a rebar gauge 28, a strain gauge 29, a magnetic strain gauge 48, a water pressure gauge 40, and a stress-strain tester 30. The earth pressure cell 26 is located between the secondary lining 32 and the waterproof and drainage board 35, and between the secondary lining 32 and the soil-rock mass 41; the surface strain gauge 27 is located at the flange of the I-beam 37; the rebar gauge 28 is located at the rebar 33; the strain gauge 29 and the magnetic strain gauge 48 are located on the surface of the secondary lining 32; the water pressure gauge 40 is located on the surface of the primary support 43; the earth pressure cell 26, the surface strain gauge 27, the rebar gauge 28, the strain gauge 29, the magnetic strain gauge 48, and the water pressure gauge 40 are all connected to the stress-strain tester 30.

[0063] The water pressure loading system 4 includes a water tank 20, and the water tank 20 is connected to a water delivery hole 45 provided on the cover plate 11 through a water pipe, for simulating the water pressure received by the lining structure.

[0064] The present invention also provides a method for simulating the evolution of tunnel composite lining diseases, which is implemented based on the above device, and includes:

[0065] S1: Start the jack 10 to apply surrounding rock pressure to the lining structure, and start the water tank 20 to apply water pressure to the lining structure;

[0066] S2: Pre-cut the waterproof and drainage board 35 and the geotextile 36 in advance, and use a hot air gun to melt the lining crack block 24 simulating the lining crack;

[0067] S3: Use the earth pressure cell 26 to measure the surrounding rock pressure received by the secondary lining 32;

[0068] S4: Use the surface strain gauge 27 to measure the stress of the I-beam 37;

[0069] S5: Use the rebar gauge 28 to measure the rebar stress inside the secondary lining 32;

[0070] S6: Use the strain gauge 29 to measure the strain on the surface of the secondary lining 32;

[0071] S7: Use the magnetic strain gauge 48 to monitor the displacement on the surface of the secondary lining 32;

[0072] S8: Use the water pressure gauge 40 to measure the water pressure received by the primary support 43.

[0073] Use the stress-strain tester 30 to collect the data collected by the earth pressure cell 26, the surface strain gauge 27, the rebar gauge 28, the strain gauge 29, the magnetic strain gauge 48, and the water pressure gauge 40.

[0074] The surrounding rock pressure on the lining structure measured by the earth pressure cell 26, the internal stress of the primary support steel arch measured by the surface strain gauge 27, the internal stress of the secondary lining measured by the rebar gauge 28, the displacement deformation of the secondary lining measured by the magnetic strain gauge 48, and the water pressure on the lining structure measured by the water pressure gauge 40 are converted into data by the stress and strain tester 30 and recorded in the computer;

[0075] By controlling the sampling frequency by the computer, the time-history data of the internal mechanical parameters and displacement deformation of the lining changing with time are monitored, and then the laws of the internal mechanical state and displacement deformation of the lining structure under the action of water pressure and surrounding rock pressure are obtained.

[0076] The method further includes the testing process of the equipment, including:

[0077] (1) According to the type of the instrument to be detected, the corresponding lining diseases are simulated at the middle position of the detection area, i.e., the model: when simulating the lining crack, the lining crack block 24 made of paraffin slices is pre-buried on the lining surface in advance. After the lining is demolded and made, the paraffin on the lining surface is melted by a hot air gun to simulate the crack; when simulating the lining void, the hollow concrete block 25 is pre-buried in the void area and cast integrally with the lining; when simulating the lining leakage, the waterproof and drainage board 35 and geotextile 36 in the detection area are damaged during the process of laying the waterproof and drainage materials;

[0078] (2) In the detection area, the detection instrument is used for detection and the detection results are analyzed;

[0079] (3) If there are deviations between the detection results and the pre-buried lining disease positions and disease sizes, the detection instrument is debugged.

[0080] Embodiment:

[0081] The device and method of the present invention are further explained and illustrated through the following specific embodiments:

[0082] S1: The hoop reinforcement diameter of the secondary lining is 22 mm, the spacing is 25 cm, the longitudinal reinforcement diameter is 18 mm, the spacing is 20 cm, the stirrup diameter is 8 mm, and the spacing is 20 cm. The concrete grade inside the secondary lining is C35. During the formwork erection and pouring process of the secondary lining, the lining crack made of paraffin slices and the hollow concrete block are pre-buried in the secondary lining to simulate the lining crack and lining void. During the formwork erection and pouring process of the secondary lining, the vibrating wire type wired rebar gauges are selected and pre-buried in pairs on the rebars to test the rebar stress inside the secondary lining, the vibrating wire type wired earth pressure cells are pre-buried between the secondary lining and the waterproof and drainage board to measure the surrounding rock pressure on the secondary lining, and three strain gauges are used as a group and pasted on the surface of the void area to test the surface strain of the secondary lining;

[0083] S2: Erect the fabricated secondary lining on the lining base, and successively erect side plates, frames, and diagonal braces around the secondary lining. The thickness of the side plates is 8 mm, and rectangular hollow steel pipes with a diameter of 1.5 mm and a thickness of 1.5 mm are selected for the frames and diagonal braces, which are fixedly connected by welding or bolts with a diameter of 22 mm.

[0084] S3: Lay the geotextile on the upper surface of the secondary lining, and lay the waterproof and drainage board on the surface of the geotextile. The geotextile and the waterproof and drainage board above the lining disease detection area are cut to simulate the leakage of the lining.

[0085] S4: Erect the steel arch rack of type 22 on the surface of the geotextile, and pair-wise install surface strain gauges on the surface of the steel arch rack to measure the stress of the steel arch rack. Spray concrete is applied, and after the sprayed concrete solidifies, water pressure gauges and earth pressure cells are installed on the surface of the sprayed concrete.

[0086] S5: After the lining structure and the model box are erected, cover the sprayed concrete with soil and rock, and seal the model box and the surrounding of the lining with a cover plate and sealing asphalt to form a closed structure.

[0087] S6: Erect diagonal braces and side columns, which are fixed by bolts. A reaction beam is erected on the side columns, and a jack is fixed on the reaction beam by a clamp. The loading pressure is controlled by an oil pressure pump, a pressure rod, and a pressure gauge to simulate the surrounding rock pressure borne by the lining structure.

[0088] S7: Inject water into the model box, and control the water pressure through a control knob and a water pressure display screen.

[0089] S8: Blow and melt the lining cracks simulated by paraffin slices with a hot air gun to simulate the surface cracks of the lining.

[0090] S9: Fix the magnetic strain gauge on the surface of the lining. After the surrounding rock pressure and the water pressure are stable, zero the strain gauge, and install a camera in the lining disease area.

[0091] S10: Read the initial readings of the rebar gauge, earth pressure cell, surface strain gauge, water pressure gauge, and magnetic strain gauge, and start long-term observation.

[0092] S11: Read the internal mechanical state and deformation law of the lining structure when there are internal diseases, and record the influence of the lining surface disease area, as well as the leakage of water and other situations.

[0093] The experimental device of the present invention simulates the surrounding rock pressure on the lining structure through a hydraulic loading system, simulates the water pressure on the lining structure through a water pressure loading system, simulates lining diseases through pre-buried lining cracks, hollow concrete blocks, slit geotextiles and waterproof and drainage boards, and monitors the long-term development law of the lining structure through pre-buried mechanical detection components. It can simulate the evolution process of lining diseases under the long-term action of surrounding rock pressure and water pressure, and monitor the mechanical state of the lining structure during the development of diseases, so as to study the evolution mechanism of lining structure diseases.

[0094] The experimental device for testing the instrument for detecting diseases of the composite lining in tunnels of the present invention can verify the accuracy of the disease detection instrument and correct the instrument parameters by pre-burying lining disease components.

[0095] The above uses specific examples to elaborate on the present invention, which is only used to help understand the present invention and is not intended to limit the present invention. For those skilled in the technical field to which the present invention belongs, several simple deductions, deformations or substitutions can also be made according to the idea of the present invention.

Claims

1. The experimental device for simulating the evolution of composite tunnel lining diseases is characterized by: The device comprises a lining disease model box (1) and a hydraulic loading system (2); the lining disease model box (1) comprises a soil and rock body (41), a lining structure and a model box (47); The soil and rock mass (41) is located above the lining structure and is used to simulate surrounding rock; The lining structure comprises an initial support (43), a drainage board (35), a geotextile (36) and a secondary lining (32); the initial support (43) is composed of an I-beam (37) and shotcrete (38); the secondary lining (32) is composed of a steel bar (33) and concrete (34); lining crack blocks (24) and hollow concrete blocks (25) made of paraffin sheets are pre-embedded in the secondary lining (32) to simulate lining cracks and lining hollowing; The model box (47) comprises a lining base (13), a side plate (6) and a cover plate (11); the lining base (13) is arranged symmetrically on the left and right, and has an inclined surface on the inner side, and the two ends of the soil and rock body (41) and the lining structure are supported on the inclined surfaces on both sides; the side plate (6) is arranged on the side surfaces of the soil and rock body (41) and the lining structure, and the cover plate (11) is arranged on the top surface of the soil and rock body (41); The hydraulic loading system (2) comprises a reaction beam (5), a side column (12), a jack (10) and a clamp (16); the side column (12) is located outside the lining base (13), the reaction beam (5) is fixed between the tops of the side columns (12) on both sides, and the jack (10) is fixed below the reaction beam (5) through the clamp (16) and covers the cover plate (11).

2. The tunnel composite lining disease evolution simulation experimental device according to claim 1 is characterized by: The hydraulic loading system (2) further comprises an oil pressure pump (17), wherein the oil pressure pump (17) is connected to the jack (10) via a hydraulic pipe and is used to simulate the surrounding rock pressure exerted on the lining structure.

3. The evolution simulation experimental device for composite tunnel lining diseases according to claim 2 is characterized by: The device further comprises a stress-strain testing system (3), wherein the stress-strain testing system (3) comprises an earth pressure box (26), a surface strain gauge (27), a steel bar gauge (28), a strain gauge (29), a magnetic strain gauge (48), a water pressure gauge (40) and a stress-strain tester (30); The earth pressure box (26) is located between the secondary lining (32) and the drainage board (35), and between the secondary lining (32) and the soil and rock body (41); The surface strain gauge (27) is located at the wing plate of the I-beam (37); The steel bar meter (28) is located at the steel bar (33); The strain gauge (29) and the magnetic strain gauge (48) are located on the surface of the secondary lining (32); The water pressure gauge (40) is located on the surface of the initial support (43); The earth pressure cell (26), the surface strain gauge (27), the steel bar gauge (28), the strain gauge (29), the magnetic adsorption type strain gauge (48) and the water pressure gauge (40) are all connected to the stress and strain tester (30).

4. The evolution simulation experimental device for tunnel composite lining diseases according to claim 3, characterized in that: The device further includes a water pressure loading system (4), and the water pressure loading system (4) includes a water tank (20). The water tank (20) is connected to a water delivery hole (45) provided on the cover plate (11) through a water pipe, and is used to simulate the water pressure received by the lining structure.

5. The evolution simulation experimental device for tunnel composite lining diseases according to claim 1, characterized in that: A frame body (8) is arranged on the outer side of the side plate (6), and a diagonal brace (7) is arranged on the outer side of the frame body (8).

6. The evolution simulation experimental device for tunnel composite lining diseases according to claim 1, characterized in that: Two reaction beams (5) are arranged in parallel above the cover plate (11), and two jacks (10) are arranged below each reaction beam (5).

7. The evolution simulation experimental method for tunnel composite lining diseases, characterized in that: The experimental method is implemented based on the device according to claim 4, and includes: Starting the jack (10) to apply surrounding rock pressure to the lining structure, and starting the water tank (20) to apply water pressure to the lining structure; Previously cutting the waterproof and drainage board (35) and the geotextile (36), and using a hot air gun to melt the lining crack block (24) simulating the lining crack; Using the earth pressure cell (26) to measure the surrounding rock pressure received by the secondary lining (32); Using the surface strain gauge (27) to measure the stress of the I-beam (37); Using the steel bar gauge (28) to measure the steel bar stress inside the secondary lining (32); Using the strain gauge (29) to measure the strain on the surface of the secondary lining (32); Using the magnetic adsorption type strain gauge (48) to monitor the displacement of the surface of the secondary lining (32); Using the water pressure gauge (40) to measure the water pressure received by the primary support (43).

8. The evolution simulation experimental method for tunnel composite lining diseases according to claim 7, characterized in that: The method further includes: Using the stress and strain tester (30) to collect the data collected by the earth pressure cell (26), the surface strain gauge (27), the steel bar gauge (28), the strain gauge (29), the magnetic adsorption type strain gauge (48) and the water pressure gauge (40).

9. The evolution simulation experimental method for tunnel composite lining diseases according to claim 8, characterized in that: The method further includes: The surrounding rock pressure received by the lining structure measured by the earth pressure cell (26), the internal stress of the primary support steel arch measured by the surface strain gauge (27), the internal stress of the secondary lining measured by the steel bar gauge (28), the displacement deformation of the secondary lining measured by the magnetic adsorption type strain gauge (48), and the water pressure received by the lining structure measured by the water pressure gauge (40) are subjected to data conversion through the stress and strain tester (30) and recorded in the computer; By controlling the sampling frequency through a computer, time - history data of the mechanical parameters and displacement deformation inside the lining changing with time are monitored, and then the laws of the internal mechanical state and displacement deformation of the lining structure under the action of water pressure and surrounding rock pressure are obtained.

10. The method for simulating the evolution of tunnel composite lining diseases according to claim 9, wherein: The method further includes a testing process for the equipment, including: According to the type of the instrument to be detected, corresponding lining diseases are simulated at the detection area, i.e., the middle position of the model: when simulating a lining crack, a lining crack block (24) made of paraffin slices is pre - embedded on the lining surface in advance. After the lining is demolded and made, a hot air gun is used to melt the paraffin on the lining surface to simulate the crack; when simulating lining voids, hollow concrete blocks (25) are pre - embedded in the void area and cast integrally with the lining; when simulating lining leakage, the waterproof and drainage board (35) and geotextile (36) in the detection area are damaged during the process of laying the waterproof and drainage materials. In the detection area, a detection instrument is used for detection and the detection results are analyzed. If there are deviations between the detection results and the pre - embedded lining disease positions and disease sizes, the detection instrument is adjusted.

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