A test device and test method for simulating the stress of support and lining under large deformation and fault dislocation of soft rock

Abstract

The invention discloses a stress test device and a test method for simulating support and lining under large deformation and fault dislocation of soft rock, comprising a pressurizing and pressure-maintaining device, a steel cylinder wall, a steel cylinder bottom, a steel cylinder cover, screws, nuts, a reserved hole for connecting water pipes, a rubber bag I, a rubber bag II, a rubber bag connecting water pipe, a water inlet pipe, surrounding rock, a strain gauge, an anchor rod, a steel arch frame, initial support spraying and mixing, lining, and excavated rock mass; the test method comprises the following steps: making and assembling key components, pressurizing and expanding the rubber bag I and the rubber bag II with water at different pressures through the pressurizing and pressure-maintaining device, so that the surrounding rock is subjected to uniform or non-uniform pressure to simulate the geological conditions of large deformation and fault dislocation of soft rock; restoring the whole process of tunnel excavation, support and lining in soft rock and fault sections, monitoring the stress and deformation of the initial support structure and lining by installing a steel bar meter and a strain gauge, and providing technical support for tunnel excavation, initial support and lining under the geological conditions of soft rock and fault dislocation.

Description

Technical Field

[0001] The present invention relates to a test device and method for simulating the stress of support and lining under large deformation of soft rock and fault dislocation, specifically simulating the whole process of tunnel excavation, initial support and lining under geological conditions prone to large deformation of soft rock and fault dislocation, and monitoring the stress and deformation of surrounding rock, initial support structure and lining structure, providing technical support for tunnel construction under geological conditions of large deformation of soft rock and fault dislocation. Background Art

[0002] Deep buried and long tunnels often encounter soft rock formations or fault dislocation zones. Soft rock has poor mechanical properties, low self-stabilization and bearing capacity, high clay mineral content, easy softening and mudification when in contact with water, and significant rheological behavior. Fault dislocation can easily cause engineering problems such as surrounding rock instability and lining damage. At the same time, as the tunnel construction excavation enters the deep strata, the interaction mechanism between the surrounding rock and the support structure becomes extremely complex due to the combined effects of high tectonic stress field and self-weight stress field. It also faces the combined effects of factors such as high water pressure, making the surrounding rock instability, lining structure damage, and support safety problems caused by large deformation of extruded soft rock and fault dislocation quite common and difficult to deal with. To this end, a test device and test method for simulating the stress of support and lining under large deformation of soft rock and fault dislocation were proposed, which restored the whole process of tunnel excavation, support and lining in soft rock and fault sections, and monitored the stress and deformation of surrounding rock, initial support structure and lining through pre-installed monitoring equipment, so as to carry out research on the interaction mechanism between surrounding rock and support structure, and new support and lining structure, which is very necessary to solve the problems of surrounding rock stability and support structure safety of tunnels in soft rock and fault sections. Summary of the invention

[0003] The purpose of the present invention is to provide a test device and a test method for simulating the stress of support and lining under large deformation of soft rock and fault dislocation, which can restore the whole process of tunnel excavation, support and lining in soft rock and fault areas, and monitor the stress and deformation of surrounding rock, initial support structure and lining structure during construction, so as to reflect the stress of support and lining deformation under large deformation of soft rock and fault dislocation in tunnel excavation in actual engineering, carry out research on the interaction mechanism between surrounding rock and support structure, so as to solve the problems raised in the above background technology.

[0004] To achieve the above object, the technical solution of the present invention is as follows:

[0005] A stress test device for support and lining under simulated large deformation and fault dislocation of soft rock, characterized in that it includes: a pressurizing and pressure-maintaining device, a steel cylinder wall, a steel cylinder cover, a steel cylinder bottom, a rubber bag I, a rubber bag II, surrounding rock, an initial support structure, a lining, and an excavated rock mass; a water inlet pipe, a water outlet pipe, and a pressure water pump on the pressurizing and pressure-maintaining device, a connection water pipe reserved hole, a steel cylinder screw reserved hole, a partition steel ring, screws, and nuts on the steel cylinder wall, and a steel cylinder cover screw on the steel cylinder cover. The reserved holes for nails, the vertical plates for hoisting and the reserved holes for hoisting, the reserved holes for screws at the bottom of the steel cylinder, the connecting pipes and water injection pipes at the rubber bag I, the connecting pipes and water injection pipes at the rubber bag II, the strain gauges in the surrounding rock, the anchor rods, steel arch frames and initial support spray mix at the initial support structure; the bottom of the steel cylinder is located at the bottom of the steel cylinder retaining wall; the steel cylinder cover is located at the top of the steel cylinder retaining wall; the screws pass through the reserved holes for screws on the steel cylinder cover, the holes on the steel cylinder retaining wall The steel cylinder screw reserved hole and the steel cylinder bottom screw reserved hole on the steel cylinder bottom; the nut and screw combination fix the steel cylinder cover, the steel cylinder wall and the steel cylinder bottom; the partition steel ring is located in the middle part of the inner side of the steel cylinder wall; the rubber bag I and the rubber bag II are located on the inner wall of the steel cylinder wall, and two rings are arranged along the axial direction. The rubber bag I and the rubber bag II are separated by the partition steel ring on the steel cylinder wall; the connecting pipe on the rubber bag I and the connecting pipe on the rubber bag II pass through the connecting water pipe reserved hole to connect the two adjacent rubber bags in the rubber bag I and the rubber bag II; the water injection pipe passes through the connecting water pipe reserved hole to connect the rubber bag I and the rubber bag II; the surrounding rock is located on the inner side of the rubber bag I and the rubber bag II; the strain gauge is located in the surrounding rock; the anchor rods on the initial support structure are arranged circumferentially in the surrounding rock; the steel arch frame is circumferentially supported on the free surface of the surrounding rock; the initial support spray mix is ​​located in the surrounding rock and covers the steel arch frame; the lining is located on the inner side of the initial support spray mix; the excavated rock mass is located on the inner side of the lining.

[0006] Furthermore, the reserved holes for steel cylinder screws, steel cylinder bottom screws and steel cylinder cover screws on the steel cylinder protective wall are all cut and their sizes must meet the requirements for the screws to fit through and their distribution positions are consistent; the reserved holes for connecting water pipes are all cut and their sizes must meet the requirements for the connecting pipes and water injection pipes on rubber bag I and rubber bag II to fit through.

[0007] Furthermore, the circumferential dimensions of the steel cylinder protective wall, steel cylinder cover and steel cylinder bottom should be consistent, and the thickness can be determined according to the water pressure loading conditions. The partition steel ring is welded to the inner middle part of the steel cylinder protective wall.

[0008] Furthermore, the steel cylinder protective wall, steel cylinder bottom and steel cylinder cover are fixedly connected by screws and nuts.

[0009] Furthermore, the rubber bladder I and the rubber bladder II are hollow bodies made of rubber material, which can expand by injecting water and pressurizing. The rubber bladder I and the rubber bladder II each contain 4 rubber bladders arranged in a ring direction, and the rubber bladder I and the rubber bladder II are separated by a partition steel ring.

[0010] Furthermore, the rubber bag I and the rubber bag II are both adhered to the inner side of the steel cylinder protective wall by a high-strength adhesive, the four rubber bags in the rubber bag I and the rubber bag II are evenly distributed circumferentially, and the rubber bag I and the rubber bag II are separated into two layers by a partition steel ring in the steel cylinder protective wall.

[0011] Furthermore, the connecting water pipe and the water inlet pipe pass through the reserved hole on the steel cylinder protective wall to connect the two adjacent rubber bags of rubber bag I and rubber bag II, and the connecting water pipe, the water inlet pipe and the rubber bag are fixed by bolt buckles.

[0012] Furthermore, the surrounding rock is replaced by a material with equivalent properties to the surrounding rock, and before the simulated excavation, the initial support structure, lining and excavated rock mass all belong to the surrounding rock. The outer edge of the surrounding rock is in close contact with the inner side of the rubber bag.

[0013] Furthermore, the anchor rods in the initial support structure are made of steel bars, the steel arch frame is made of I-beams, and the initial support sprayed concrete is made of concrete. The initial support structure is constructed after the simulated tunnel excavation, the anchor rods are inserted into the surrounding rock along the excavation free surface, the steel arch frame is supported circumferentially on the tunnel free surface, and the initial support sprayed concrete is sprayed on the tunnel free surface to cover the steel arch frame.

[0014] Furthermore, the lining is made of concrete and is constructed after the initial support. The lining is directly poured on the inner side of the initial support spray mix.

[0015] The present invention also provides a test method for a support and lining stress test device simulating large deformation of soft rock and fault dislocation, comprising the following test steps:

[0016] Step 1: Make key components, including: pressurizing and pressure-maintaining equipment, steel cylinder wall, steel cylinder cover, steel cylinder bottom, rubber bag I, rubber bag II, and surrounding rock; and pre-embed the strain gauge in the corresponding position of the surrounding rock.

[0017] Step 2: Assemble components: Fix the steel cylinder guard wall and the steel cylinder bottom with screws and nuts, connect the water outlet pipe on the pressurizing and pressure maintaining equipment to the water injection pipes on the rubber bag I and rubber bag II, stick the rubber bag I and rubber bag II to the inner wall of the steel cylinder guard wall with high-strength adhesive, arrange two rings along the axial direction, and separate the rubber bag I and rubber bag II by the partition steel ring on the steel cylinder guard wall, and the surrounding rock is fixed on the inner side of the rubber bag.

[0018] Step 3: By injecting water of different pressures into rubber bag I and rubber bag II, the rubber bag expands, causing the surrounding rock to be subjected to uneven pressure. The specific water injection pressure is determined according to the test plan to simulate different surrounding rock conditions, and the data reading of the strain gauge is used to reflect the distribution of the pressure on the surrounding rock.

[0019] Step 4: Excavate the surrounding rock until it is through. After a section of excavation, anchor rods, steel arches and initial support spraying and mixing are applied. Anchor rods are arranged in the surrounding rock along the excavation free surface in a circumferential direction. The number and interval are determined according to the test plan. The steel arches are also supported in a circumferential direction on the tunnel free surface. The interval is determined according to the test plan. Initial support spraying and mixing is sprayed on the tunnel free surface, covering the steel arches. The specific thickness is determined by the test plan. Monitoring instruments such as rebar meters and strain gauges can also be installed on anchor rods, steel arches and initial support spraying and mixing to monitor the stress and deformation of anchor rods, steel arches and initial support spraying and mixing.

[0020] Step 5: After a period of initial support construction, lining construction begins. During the lining construction process, strain gauges and other monitoring instruments are pre-installed in the lining to monitor the stress and deformation of the lining.

[0021] Compared with the prior art, the beneficial effects of the present invention are as follows: the present invention has a simple structure, a reasonable design, and a simple test operation method; the present invention can expand the rubber bag by injecting water into the rubber bag I and the rubber bag II, so that the surrounding rock part is subjected to the pressure caused by the expansion of the rubber bag, and inject water of different pressures into the rubber bag I and the rubber bag II to make the rubber bag I and the rubber bag II produce different expansion deformations, so that the surrounding rock parts contacted by the rubber bag I and the rubber bag II are subjected to uneven pressure, so as to simulate the engineering geological conditions of large deformation of soft rock and fault dislocation; the anchor rods and steel arch frames of the initial support in the present invention can be adjusted in quantity and interval according to the specific plan, and the thickness of the initial support spraying and lining can also be changed according to the specific plan. The present invention can install monitoring instruments according to the needs of the tester to better reflect the stress and deformation of the surrounding rock, the initial support structure and the lining. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] Figure 1 It is a schematic diagram of the overall position relationship of the test device in the present invention.

[0023] Figure 2 It is a schematic diagram of the structure of the pressurizing and pressure-maintaining equipment in the present invention.

[0024] Figure 3 It is a schematic diagram of the relative positions of the steel cylinder wall, steel cylinder cover, bottom plate, rubber bag and surrounding rock in the present invention.

[0025] Figure 4 It is a schematic diagram of the rubber bag connection structure in the present invention.

[0026] Figure 5 It is a schematic diagram of the relative positions of the anchor rod, steel arch frame and surrounding rock in the present invention.

[0027] Figure 6 Schematic diagram of the initial support structure in the present invention

[0028] Figure 7 It is a schematic diagram of the relative positions of the lining and the initial support structure in the present invention.

[0029] Among them, 1-pressurization and pressure-maintaining equipment; 2-steel cylinder wall; 3-steel cylinder cover; 4-bottom plate; 5-rubber bag I; 6-rubber bag II; 7-surrounding rock; 8-initial support structure; 9-lining; 10-excavated rock mass; 101-water inlet pipe; 102-water outlet pipe 103-pressure water pump; 201-reserved hole for connecting water pipe; 202-reserved hole for steel cylinder screw; 203-partitioning steel ring; 204-screw; 205-nut; 301-reserved hole for steel cylinder cover screw; 302-lifting vertical plate; 303-reserved hole for lifting; 401-reserved hole for bottom plate screw; 501-connecting pipe; 502-water injection pipe; 601-connecting pipe; 602-water injection pipe; 701-strain gauge 701; 801-anchor rod; 802-steel arch frame; 803-initial support spraying and mixing. DETAILED DESCRIPTION

[0030] The technical solution of the present invention will be clearly and completely described below in conjunction with the embodiments of the present invention and the accompanying drawings. It should be understood that the embodiments described below are only part of the present invention, not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained without creative work are within the scope of protection of the present invention.

[0031] like Figure 1-7 As shown, a support and lining stress test device for simulating large deformation and fault dislocation of soft rock of the present invention comprises a pressurizing and pressure-maintaining device 1, a steel cylinder wall 2, a steel cylinder cover 3, a steel cylinder bottom 4, a rubber bag I 5, a rubber bag II 6, surrounding rock 7, an initial support structure 8, a lining 9, and an excavated rock mass 10; a water inlet pipe 101, a water outlet pipe 102, and a pressure water pump 103 located on the pressurizing and pressure-maintaining device 1, a connection water pipe reserved hole 201, a steel cylinder screw reserved hole 202, and a partition steel ring located on the steel cylinder wall 2 203, screws 204 and nuts 205, reserved holes 301 for steel cylinder cover screws, lifting vertical plates 302 and reserved holes 303 for lifting located on the steel cylinder cover 3, reserved holes 401 for steel cylinder bottom screws located on the steel cylinder bottom 4, connecting pipes 501 and water injection pipes 502 located on the rubber bag I5, connecting pipes 601 and water injection pipes 602 located on the rubber bag II6, strain gauges 701 located in the surrounding rock 7, anchor rods 801, steel arch frames 802 and initial support spray mix 803 located on the initial support structure 8.

[0032] like Figure 1 , Figure 3 , Figure 4 As shown, the steel cylinder bottom 4 is located at the bottom of the steel cylinder protective wall 2; the steel cylinder cover 3 is located at the top of the steel cylinder protective wall 2; the screw 204 passes through the steel cylinder cover screw reserved hole 301 on the steel cylinder cover 3, the steel cylinder screw reserved hole 203 on the steel cylinder protective wall 2 and the steel cylinder bottom screw reserved hole 401 on the steel cylinder bottom 4; the nut 205 and the screw 204 are combined to fix the steel cylinder cover 3, the steel cylinder protective wall 2 and the steel cylinder bottom 4; the partition steel ring 203 is located in the middle part of the inner side of the steel cylinder protective wall 2; the rubber bag I5 and the rubber bag II6 are located on the inner wall of the steel cylinder protective wall 2, and two rings are arranged along the axial direction. The rubber bag I5 and the rubber bag II6 are separated by the partition steel ring 203 on the steel cylinder protective wall 2; the connecting pipe on the rubber bag I5 501 and the connecting pipe 601 on the rubber bag II 6 pass through the reserved hole 201 for connecting water pipes to connect the two adjacent rubber bags in the rubber bag I5 and the rubber bag II 6; the water injection pipe 502 and the water injection pipe 602 pass through the reserved hole 201 for connecting water pipes to connect the rubber bag I5 and the rubber bag II 6; the surrounding rock 7 is located on the inner side of the rubber bag I5 and the rubber bag II 6; the strain gauge 701 is located in the surrounding rock 7; the anchor rods 801 on the initial support structure 8 are arranged circumferentially in the surrounding rock 7; the steel arch frame 802 is annularly supported on the free surface of the surrounding rock 7; the initial support sprayed concrete 803 is located in the surrounding rock 7, covering the steel arch frame 802; the lining 9 is located on the inner side of the initial support sprayed concrete 803; the excavated rock mass 10 is located on the inner side of the lining 9.

[0033] like Figure 1 , Figure 3 As shown, the steel cylinder screw reserved holes 202, steel cylinder cover screw reserved holes (301) and steel cylinder bottom screw reserved holes (401) on the steel cylinder protective wall 2 are all cut and have sizes that meet the requirements for the screws 204 to fit through and are distributed in the same position; the water pipe connecting reserved holes 201 are all cut and have sizes that meet the requirements for the connecting pipe 501, the water injection pipe 502, the connecting pipe 601 and the water injection pipe 602 to fit through.

[0034] like Figure 1 , Figure 3 As shown, the circumferential dimensions of the steel cylinder protective wall 2, the steel cylinder cover 3 and the bottom plate 4 should be consistent, and the thickness can be determined according to the water pressure loading conditions. The partition steel ring 203 is welded to the inner middle part of the steel cylinder protective wall 2.

[0035] like Figure 1 , Figure 3 , Figure 4 As shown, the rubber bladder I5 and the rubber bladder II6 are both hollow bodies made of rubber material, which can expand by injecting water and pressurizing. The rubber bladder I5 and the rubber bladder II6 contain four rubber bladders arranged in a ring direction, and the rubber bladder I5 and the rubber bladder II6 are separated by a partition steel ring 203.

[0036] like Figure 1 , Figure 3 , Figure 5 , Figure 6 and Figure 7 As shown, the surrounding rock 7 is replaced by a material with equivalent properties to the surrounding rock. Before the simulated excavation, the initial support structure 8, lining 9 and excavation rock mass 10 are all located at the surrounding rock 7.

[0037] like Figure 1 , Figure 5 , Figure 6 and Figure 7 As shown, the anchor rod 801 in the initial support structure 8 is made of steel bars, the steel arch frame 802 is made of I-beams, and the initial support spray mix 803 is made of concrete. The initial support structure 8 is constructed after the simulated tunnel excavation.

[0038] like Figure 1 and Figure 7 As shown, the lining 9 is made of concrete and is constructed after initial support.

[0039] A test method of a support and lining stress test device simulating large deformation of soft rock and fault dislocation of the present invention comprises the following test steps:

[0040] Step 1: Make key components, including: pressurizing and pressure-maintaining equipment 1, steel cylinder wall 2, steel cylinder cover 3, steel cylinder bottom 4, rubber bag I 5, rubber bag II 6, surrounding rock 7; pre-bury the strain gauge 701 in the corresponding position of the surrounding rock.

[0041] Step 2: Assemble components: fix the steel cylinder protective wall 2 and the steel cylinder bottom 4 with screws 204 and nuts 205, connect the water outlet pipe 102 on the pressurizing and pressure maintaining equipment 1 to the water injection pipe 502 and the water injection pipe 602 on the rubber bag Ⅰ5 and the rubber bag Ⅱ6, stick the rubber bag Ⅰ5 and the rubber bag Ⅱ6 to the inner wall of the steel cylinder protective wall 2 with a high-strength adhesive, arrange two rings along the axial direction, and the rubber bag Ⅰ5 and the rubber bag Ⅱ6 are separated by the partition steel ring 203 on the steel cylinder protective wall 2, and the surrounding rock 7 is fixed on the inner side of the rubber bag.

[0042] Step 3: By injecting water of different pressures into rubber bag I5 and rubber bag II6, the rubber bags expand and the surrounding rocks are subjected to uneven pressure. The specific water injection pressure is determined according to the test plan to simulate different surrounding rock conditions. The data reading of the strain gauge 701 is used to reflect the distribution of the pressure on the surrounding rocks.

[0043] Step 4: Excavate the surrounding rock 7 until it is through. After a section of excavation, start to apply anchor rods 801, steel arches 802 and initial support spraying 803. Anchor rods 801 are arranged in the surrounding rock 7 along the excavation free surface in a circumferential direction. The number and interval are determined according to the test plan. Steel arches 802 are also supported in a circumferential direction on the tunnel free surface. The interval is determined according to the test plan. Initial support spraying 803 is sprayed on the tunnel free surface, covering the steel arches 802. The specific thickness is determined by the test plan. Monitoring instruments such as rebar meters and strain gauges can also be installed on anchor rods 801, steel arches 802 and initial support spraying 803 to monitor the stress and deformation of anchor rods 801, steel arches 802 and initial support spraying 803.

[0044] Step 5: After a period of initial support construction, the lining 9 construction begins, and during the construction of the lining 9, monitoring instruments such as strain gauges are pre-installed in the lining 9 to monitor the stress and deformation of the lining 9.

[0045] In addition, this specification should be regarded as a whole. The above-mentioned implementation mode is not the only independent technical solution of the present invention. The technical solutions in the embodiments can be appropriately combined and adjusted to form other implementation modes that can be understood by those skilled in the art.

Claims

1. A test device for simulating the stress of support and lining under large deformation and fault dislocation of soft rock, characterized by: The invention comprises a pressurizing and pressure-maintaining device (1), a steel cylinder wall (2), a steel cylinder cover (3), a steel cylinder bottom (4), a rubber bag I (5), a rubber bag II (6), surrounding rock (7), an initial support structure (8), a lining (9), and an excavated rock mass (10); a water inlet pipe (101), a water outlet pipe (102), and a pressure water pump (103) located on the pressurizing and pressure-maintaining device (1); a water pipe connection reserved hole (201), a steel cylinder screw reserved hole (202), a partition steel ring (203), a screw (204), and a nut (205) located on the steel cylinder wall (2). , a steel cylinder cover screw reserved hole (301), a lifting vertical plate (302) and a lifting reserved hole (303) located on the steel cylinder cover (3), a steel cylinder bottom screw reserved hole (401) located on the steel cylinder bottom (4), a connecting pipe (501) and a water injection pipe (502) located on the rubber bag I (5), a connecting pipe (601) and a water injection pipe (602) located on the rubber bag II (6), a strain gauge (701) located in the surrounding rock (7), and an anchor rod (801), a steel arch frame (802) and an initial support spray mix (803) located on the initial support structure (8); The steel cylinder bottom (4) is located at the bottom of the steel cylinder protective wall (2); the steel cylinder cover (3) is located at the top of the steel cylinder protective wall (2); the screw (204) passes through the steel cylinder cover screw reserved hole (301) on the steel cylinder cover (3), the steel cylinder screw reserved hole (203) on the steel cylinder protective wall (2) and the steel cylinder bottom screw reserved hole (401) on the steel cylinder bottom (4); the nut (205) and the screw (204) are combined to fix the steel cylinder cover (3), the steel cylinder protective wall (2) and the steel cylinder bottom (4); the partition steel ring (203) is located at the middle part of the inner side of the steel cylinder protective wall (2); the rubber bag I (5) and the rubber bag II (6) are located on the inner wall of the steel cylinder protective wall (2), and two rings are arranged along the axial direction. The rubber bag I (5) and the rubber bag II (6) are separated by the partition steel ring (203) on the steel cylinder protective wall (2); the connecting pipe (501) on the rubber bag I (5) ) and the connecting pipe (601) on the rubber bag II (6) pass through the connection water pipe reserved hole (201) to connect the rubber bag I (5) and the two adjacent rubber bags in the rubber bag II (6); the water injection pipe (502) and the water injection pipe (602) pass through the connection water pipe reserved hole (201) to connect the rubber bag I (5) and the rubber bag II (6); the surrounding rock (7) is located inside the rubber bag I (5) and the rubber bag II (6); the strain gauge (701) is located in the surrounding rock (7); the anchor rods (801) on the initial support structure (8) are arranged circumferentially in the surrounding rock (7); the steel arch frame (802) is circumferentially supported on the free surface of the surrounding rock (7); the initial support sprayed concrete (803) is located in the surrounding rock (7) and covers the steel arch frame (802); the lining (9) is located on the inner side of the initial support sprayed concrete (803); and the excavated rock mass (10) is located on the inner side of the lining (9).

2. The support and lining stress test device for simulating large deformation of soft rock and fault dislocation according to claim 1 is characterized by: The steel cylinder screw reserved holes (202), steel cylinder cover screw reserved holes (301) and steel cylinder bottom screw reserved holes (401) on the steel cylinder protective wall (2) are all cut and have sizes that meet the requirements for the screws (204) to fit through and are distributed in the same position; the water pipe connection reserved holes (201) are all cut and have sizes that meet the requirements for the connection pipe (501), the water injection pipe (502), the connection pipe (601) and the water injection pipe (602) to fit through.

3. The support and lining stress test device for simulating large deformation of soft rock and fault dislocation according to claim 1 is characterized by: The circumferential dimensions of the steel cylinder protective wall (2), the steel cylinder cover (3) and the steel cylinder bottom (4) should be consistent, and the thickness can be determined according to the water pressure loading conditions. The partition steel ring (203) is welded to the inner middle part of the steel cylinder protective wall (2).

4. The support and lining stress test device for simulating large deformation of soft rock and fault dislocation according to claim 1 is characterized by: The rubber bladder I (5) and the rubber bladder II (6) are both hollow bodies made of rubber material and can expand by injecting water and applying pressure. The rubber bladder I (5) and the rubber bladder II (6) each contain four rubber bladders arranged in a ring direction. The rubber bladder I (5) and the rubber bladder II (6) are separated by a partition steel ring (203).

5. The support and lining stress test device for simulating large deformation of soft rock and fault dislocation according to claim 1 is characterized by: The surrounding rock (7) is replaced by a material having equivalent properties to the surrounding rock. Before the simulated excavation, the initial support structure (8), lining (9) and excavated rock mass (10) all belong to the surrounding rock (7).

6. The support and lining stress test device for simulating large deformation of soft rock and fault dislocation according to claim 1 is characterized by: The anchor rod (801) in the initial support structure (8) is made of steel bars, the steel arch frame (802) is made of I-beams, and the initial support spray mix (803) is made of concrete.

7. The support and lining stress test device for simulating large deformation of soft rock and fault dislocation according to claim 1 is characterized by: The lining (9) is made of concrete and is constructed after initial support.

8. A test method for the support and lining stress test device simulating large deformation of soft rock and fault dislocation according to any one of claims 1 to 7, characterized in that: The test steps include: Step 1: manufacturing key components, including: pressurizing and pressure-maintaining equipment (1), steel cylinder wall (2), steel cylinder cover (3), steel cylinder bottom (4), rubber bag I (5), rubber bag II (6), and surrounding rock (7); pre-burying the strain gauge (701) at the corresponding position of the surrounding rock; Step 2: Assemble components: fix the steel cylinder protective wall (2) and the steel cylinder bottom (4) by means of screws (204) and nuts (205), connect the water outlet pipe (102) on the pressurizing and pressure-maintaining device (1) to the water injection pipe (502) and water injection pipe (602) on the rubber bag I (5) and the rubber bag II (6), adhere the rubber bag I (5) and the rubber bag II (6) to the inner wall of the steel cylinder protective wall (2) with a high-strength adhesive, arrange two rings along the axial direction, separate the rubber bag I (5) and the rubber bag II (6) by the partition steel ring (203) on the steel cylinder protective wall (2), and fix the surrounding rock (7) on the inner side of the rubber bag; Step 3: injecting water of different pressures into the rubber bag I (5) and the rubber bag II (6) to cause the rubber bag to expand, so that the surrounding rock is subjected to uneven pressure. The specific water injection pressure is determined according to the test plan to simulate different surrounding rock conditions, and the distribution of the pressure on the surrounding rock is reflected by reading the data of the strain gauge (701); Step 4: Excavate the surrounding rock (7) until the surrounding rock (7) is excavated through. After a certain period of excavation, anchor rods (801), steel arch frames (802) and initial support spraying (803) are applied. The anchor rods (801) are circumferentially arranged in the surrounding rock (7) along the excavation free surface. The number and interval are determined according to the test plan. The steel arch frames (802) are also circumferentially supported on the tunnel free surface. The interval is determined according to the test plan. The initial support spraying (803) is sprayed on the tunnel free surface to cover the steel arch frames (802). The specific thickness is determined by the test plan. Monitoring instruments such as rebar meters and strain gauges can also be installed on the anchor rods (801), steel arch frames (802) and initial support spraying (803) to monitor the stress and deformation of the anchor rods (801), steel arch frames (802) and initial support spraying (803); Step 5: After a period of initial support construction, the lining (9) construction begins, and during the construction of the lining (9), monitoring instruments such as strain gauges are pre-installed in the lining (9) to monitor the stress and deformation of the lining (9).

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