CN115326582A - Test device and test method for simulating supporting and lining stress under large deformation and fault dislocation of soft rock - Google Patents
Test device and test method for simulating supporting and lining stress under large deformation and fault dislocation of soft rock Download PDFInfo
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- CN115326582A CN115326582A CN202210950949.2A CN202210950949A CN115326582A CN 115326582 A CN115326582 A CN 115326582A CN 202210950949 A CN202210950949 A CN 202210950949A CN 115326582 A CN115326582 A CN 115326582A
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- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
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- G—PHYSICS
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- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
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Abstract
The invention discloses a test device and a test method for supporting and lining stress under the condition of simulating large deformation and fault dislocation of soft rock, which comprises a pressurizing and pressure maintaining device, a steel cylinder protecting wall, a steel cylinder bottom, a steel cylinder cover, a screw, a nut, a preformed hole of a communicating water pipe, a rubber bag I, a rubber bag II, a rubber bag communicating water pipe, a water inlet pipe, surrounding rocks, a strain gauge, an anchor rod, a steel arch frame, primary supporting and spraying, lining and excavating a rock mass; the test method comprises the steps of manufacturing and assembling key components, and filling water and pressurizing to expand the rubber bag I and the rubber bag II at different pressures through pressurizing and pressure maintaining equipment to enable surrounding rocks to be subjected to uniform or non-uniform pressure so as to simulate the geological working conditions of large deformation and fault dislocation of soft rocks; the method is characterized in that the whole process of excavation, supporting and lining of the tunnel in the soft rock and fault section is reduced, the stress and deformation conditions of a primary supporting structure and lining are monitored by installing a steel bar meter, a strain gauge and the like, and technical support is provided for the excavation, primary supporting and lining of the tunnel under the soft rock and fault dislocation geological condition.
Description
Technical Field
The invention relates to a test device and a test method for simulating supporting and lining stress under large soft rock deformation and fault dislocation, in particular to a test device and a test method for simulating the whole process of tunnel excavation, primary supporting and lining under geological conditions which are easy to generate large soft rock deformation and fault dislocation, and monitoring the stress and deformation conditions of surrounding rocks, primary supporting structures and lining structures. The method provides technical support for tunnel construction under geological conditions of large soft rock deformation and fault dislocation.
Background
Deep-buried long tunnels often encounter soft rock formations or fault dislocation zones. The soft rock has poor mechanical properties, low self-stability and bearing capacity, high clay mineral component, easy softening and argillization when meeting water and obvious rheological mechanical behavior. The fault dislocation easily causes engineering problems of instability of surrounding rocks, lining damage and the like. Meanwhile, after the tunnel construction excavation enters a deep stratum, the tunnel construction excavation is subjected to combined action of a high structural stress field and a self-weight stress field, the interaction mechanism of the surrounding rock-supporting structure becomes very complex, and the combined action of factors such as high water pressure is faced, so that the problems of surrounding rock instability, damaged lining structure, supporting safety and the like caused by large deformation of the extruded soft rock, dislocation and the like are quite common and difficult to deal with. Therefore, the device and the method for testing the supporting and lining stress under the condition of simulating large deformation of soft rock and dislocation of faults are provided, the whole process of excavation, supporting and lining of tunnels in soft rock and fault sections is reduced, and the stress and deformation conditions of surrounding rock, primary supporting structures and lining are monitored by pre-installed monitoring equipment, so that the research on the interaction mechanism of the surrounding rock-supporting structures, novel supporting and lining structures is developed, and the device and the method are necessary for solving the problems of stability of the surrounding rock of the tunnels in the soft rock and fault sections, safety of the supporting structures and the like.
Disclosure of Invention
The invention aims to provide a supporting and lining stress test device and a test method under the simulation of large deformation of soft rock and fault dislocation, which can reduce the whole process of excavation, supporting and lining of tunnels in soft rock and fault sections, monitor the stress and deformation conditions of surrounding rock, primary supporting structures and lining structures in the construction process, reflect the stress conditions of the supporting and lining structures under the condition that tunnel excavation penetrates through large deformation of soft rock and fault dislocation in real engineering, develop the research on the interaction mechanism of the surrounding rock-supporting structures and solve the problems in the background technology.
In order to realize the purpose, the technical scheme of the invention is as follows:
the utility model provides a support and lining atress test device under simulation soft rock large deformation and fault dislocation which characterized in that: the device comprises pressurizing and pressure maintaining equipment, a steel cylinder retaining wall, a steel cylinder cover, a steel cylinder bottom, a rubber bag I, a rubber bag II, surrounding rocks, a primary supporting structure, lining and excavated rock mass; the device comprises a water inlet pipe, a water outlet pipe and a pressure water pump which are positioned on pressurizing and pressure maintaining equipment, a connecting water pipe preformed hole, a steel cylinder screw preformed hole, a partition steel ring, a screw and a nut which are positioned on a steel cylinder protective wall, a steel cylinder cover screw preformed hole, a hoisting vertical plate and a hoisting preformed hole which are positioned on a steel cylinder cover, a steel cylinder bottom screw preformed hole which is positioned on a steel cylinder bottom, a connecting pipe and a water injection pipe which are positioned on a rubber bag I, a connecting pipe and a water injection pipe which are positioned on a rubber bag II, a strain gauge which is positioned in surrounding rocks, an anchor rod, a steel arch frame and primary support spray concrete which are positioned on a primary support structure; the bottom of the steel cylinder is positioned at the bottom of the steel cylinder protecting wall; the steel cylinder cover is positioned at the top of the steel cylinder retaining wall; the screw penetrates through a steel cylinder cover screw preformed hole in the steel cylinder cover, a steel cylinder screw preformed hole in the steel cylinder protecting wall and a steel cylinder bottom screw preformed hole in the steel cylinder bottom; the nut and the screw are combined to fix the steel cylinder cover, the steel cylinder protecting wall and the steel cylinder bottom; the partition steel ring is positioned in the middle of the inner side of the steel cylinder protecting wall; the rubber bag I and the rubber bag II are positioned on the inner wall of the steel cylinder retaining wall, two rings are arranged along the axial direction, and the rubber bag I and the rubber bag II are separated by a partition steel ring on the steel cylinder retaining wall; the connecting pipe on the rubber bag I and the connecting pipe on the rubber bag II penetrate through the preformed hole of the connecting water pipe to be communicated with two adjacent rubber bags in the rubber bag I and the rubber bag II; the water injection pipe penetrates through a preformed hole of the connecting water pipe to be connected with the rubber bag I and the rubber bag II; the surrounding rock is positioned on the inner sides of the rubber bag I and the rubber bag II; the strain gauge is positioned in surrounding rocks; the anchor rods on the primary supporting structure are annularly arranged in the surrounding rock; the steel arch is annularly supported on the free face of the surrounding rock; the primary support spraying and mixing device is positioned in surrounding rocks and covers a steel arch frame; the lining is positioned on the inner side of the primary support spraying and mixing; the excavated rock mass is located on the inner side of the lining.
Furthermore, a steel cylinder bolt preformed hole, a steel cylinder bottom bolt preformed hole and a steel cylinder cover bolt preformed hole on the steel cylinder protecting wall are all cut into the sizes which meet the requirement that bolts can penetrate through the steel cylinder bottom bolt preformed hole and are consistent in distribution positions; the preformed hole of the connecting water pipe is cut into the size which meets the requirement that the connecting pipe and the water injection pipe are matched and penetrate on the rubber bag I and the rubber bag II.
Furthermore, the circumferential dimensions of the steel cylinder retaining wall, the steel cylinder cover and the steel cylinder bottom are consistent, the thickness can be determined according to the water pressure loading condition, and the partition steel ring is welded in the middle of the inner side of the steel cylinder retaining wall.
Further, the steel cylinder protecting wall, the steel cylinder bottom and the steel cylinder cover are fixedly connected through screws and nuts.
Further, rubber bag I and rubber bag II are the cavity body of rubber material, and the water injection pressurization can expand, and rubber bag I and rubber bag II respectively contain 4 rubber bags and are the hoop and arrange, are separated by cutting off the steel ring between rubber bag I and the rubber bag II.
Furthermore, the rubber bag I and the rubber bag II are both adhered to the inner side of the steel cylinder protective wall through high-strength adhesives, four rubber bags in the rubber bag I and the rubber bag II are uniformly distributed in the circumferential direction, and the rubber bag I and the rubber bag II are separated into an upper layer and a lower layer by a partition steel ring in the steel cylinder protective wall.
Furtherly, connect water pipe and inlet tube and pass two adjacent rubber sacs of preformed hole connection rubber sac I and rubber sac II on the steel cylinder dado, it is fixed through the bolt buckle with inlet tube and rubber sac to connect the water pipe.
Furthermore, the surrounding rock is replaced by a material with the property equivalent to that of the surrounding rock, and the primary supporting structure, the lining and the excavated rock body belong to the surrounding rock before the simulated excavation. The outer edge of the surrounding rock is tightly contacted with the inner side of the rubber bag.
Further, the anchor rod in the primary support structure is made of steel bars, the steel arch frame is made of I-shaped steel, and the primary support is sprayed and mixed with concrete. Preliminary bracing structure executes after the simulation tunnel excavation and does, and the stock faces the sky face hoop along the excavation and inserts in the country rock, and the steel bow member hoop supports faces the sky face at the tunnel, and preliminary bracing spouts the muddy spouting protection and faces the sky face at the tunnel, covers the steel bow member.
Further, the lining is made of concrete, construction is carried out after primary support is carried out on the lining, and the lining is directly poured on the inner side of the primary support sprayed concrete.
The invention also provides a test method of the test device for simulating the supporting and lining stress under the large deformation and fault dislocation of the soft rock, which comprises the following test steps:
step 1: making a key component, comprising: comprises a pressurizing and pressure-maintaining device, a steel cylinder protecting wall, a steel cylinder cover, a steel cylinder bottom, a rubber bag I, a rubber bag II and surrounding rocks; and pre-burying the strain gauge at the corresponding position of the surrounding rock.
Step 2: assembling the components: the steel cylinder retaining wall is fixed with the bottom of the steel cylinder through a screw and a nut, a water outlet pipe on pressurizing and pressure maintaining equipment is connected with a rubber bag I and a water injection pipe on a rubber bag II, the rubber bag I and the rubber bag II are adhered to the inner wall of the steel cylinder retaining wall through high-strength adhesives, two rings are arranged along the axial direction, the rubber bag I and the rubber bag II are separated through a partition steel ring on the steel cylinder retaining wall, and surrounding rocks are fixed on the inner side of the rubber bag.
And step 3: the water with different pressures is injected into the rubber bag I and the rubber bag II to cause the rubber bags to expand, so that the surrounding rock is subjected to uneven pressure, the specific water injection pressure is determined according to a test scheme to simulate different surrounding rock conditions, and the distribution condition of the pressure of the surrounding rock is reflected by reading the data of the strain gauge.
And 4, step 4: the method comprises the following steps of excavating surrounding rocks until the surrounding rocks are excavated, starting to apply anchor rods, steel arches and primary support spraying and mixing after excavating one section of the surrounding rocks, arranging the anchor rods in the surrounding rocks along the annular direction of the empty face of the excavation, determining the number and the intervals according to a test scheme, supporting the steel arches at the empty face of the tunnel in the annular direction, determining the intervals according to the test scheme, spraying and mixing the primary support spraying and protecting the empty face of the tunnel, covering the steel arches, and determining the specific thickness by the test scheme. Monitoring instruments such as a steel bar meter and a strain gauge can be arranged on the anchor rods, the steel arch frames and the primary support spraying and mixing to monitor the stress and deformation conditions of the anchor rods, the steel arch frames and the primary support spraying and mixing.
And 5: and (3) starting lining construction in a period of preliminary support construction, and preassembling a strain gauge and other monitoring instruments in the lining construction process to monitor the stress and deformation condition of the lining.
Compared with the prior art, the invention has the beneficial effects that: the invention has simple structure, reasonable design and simple test operation method; the 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 pressure caused by the expansion of the rubber bag, and the rubber bag I and the rubber bag II generate different expansion deformations by injecting water with different pressures into the rubber bag I and the rubber bag II, so that the surrounding rock part contacted with the rubber bag I and the rubber bag II respectively is subjected to uneven pressure, thereby simulating the engineering geological conditions of large deformation of soft rock and dislocation of a fault; the anchor rods and the steel arch frames of the primary support can be adjusted in quantity, interval and the like according to a specific scheme, and the thickness of the primary support sprayed and mixed lining can be changed according to the specific scheme. The invention can install monitoring instruments according to the requirements of testers so as to better reflect the stress and deformation conditions of surrounding rocks, primary supporting structures and linings.
Drawings
FIG. 1 is a schematic view showing the overall position relationship of the test apparatus of the present invention.
FIG. 2 is a schematic view of the structure of the pressurizing and pressure-maintaining apparatus of the present invention.
FIG. 3 is a schematic diagram showing the relative positions of the steel cylinder retaining wall, the steel cylinder cover, the bottom plate, the rubber bag and the surrounding rock.
FIG. 4 is a schematic view of the connection structure of the rubber bladder of the present invention.
Fig. 5 is a schematic diagram of relative positions of the anchor rods, the steel arch and the surrounding rock.
FIG. 6 is a schematic view of the preliminary bracing structure of the present invention
Figure 7 is a schematic view of the relative positions of the lining and primary support structure of the present invention.
Wherein, 1-pressurizing and pressure maintaining equipment; 2-protecting the wall of the steel cylinder; 3-steel cylinder cover; 4-a bottom plate; 5-rubber bag I; 6-rubber bag II; 7-surrounding rock; 8-primary support structure; 9-lining; 10-excavating rock mass; 101-a water inlet pipe; 102-a water outlet pipe 103-a pressure water pump; 201-connecting a water pipe preformed hole; 202-steel cylinder screw preformed hole; 203-separating steel rings; 204-screw; 205-a nut; 301-reserving holes for steel cylinder cover screws; 302-hoisting a vertical plate; 303-hoisting the preformed hole; 401-baseplate screw preformed holes; 501-connecting pipe; 502-water injection pipe; 601-connecting tube; 602-a water injection pipe; 701-strain gauge 701; 801-anchor rod; 802-steel arch; 803-preliminary bracing, spraying and mixing.
Detailed Description
The technical solution of the present invention will be clearly and completely described below with reference to the embodiments of the present invention and the accompanying drawings. It is to be understood that the embodiments described below are only a part of the invention, and not all embodiments. All other embodiments obtained without inventive work based on the embodiments of the present invention belong to the protection scope of the present invention.
As shown in figures 1-7, the device for simulating the supporting and lining stress under the large deformation and fault dislocation of the soft rock comprises a pressurizing and pressure maintaining device 1, a steel cylinder retaining wall 2, a steel cylinder cover 3, a steel cylinder bottom 4, a rubber bag I5, a rubber bag II 6, surrounding rocks 7, a primary supporting structure 8, a lining 9 and an excavated rock mass 10; the water inlet pipe 101, the outlet pipe 102 and the pressure water pump 103 that are located on pressurization and pressurize equipment 1 are located connect water pipe preformed hole 201, steel cylinder screw preformed hole 202, cut off steel ring 203, screw 204 and nut 205 on the steel cylinder dado 2, be located steel cylinder cover screw preformed hole 301 on the steel cylinder cover 3, hoist riser 302 and hoist preformed hole 303, be located steel cylinder end screw preformed hole 401 on the steel cylinder bottom 4, be located connecting pipe 501 and water injection pipe 502 on rubber bag I5, be located connecting pipe 601 and water injection pipe 602 on rubber bag II 6, be located strainometer 701 in country rock 7, be located stock 801, steel arch 802 and the preliminary bracing spray-mix 803 on preliminary bracing structure 8.
As shown in fig. 1, 3 and 4, the steel cylinder bottom 4 is positioned at the bottom of the steel cylinder retaining wall 2; the steel cylinder cover 3 is positioned at the top of the steel cylinder protecting wall 2; the screw 204 passes through a steel cylinder cover screw preformed hole 301 on the steel cylinder cover 3, a steel cylinder screw preformed hole 203 on the steel cylinder protecting wall 2 and a steel cylinder bottom screw preformed 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 protecting wall 2 and the steel cylinder bottom 4; the partition steel ring 203 is positioned in the middle of the inner side of the steel cylinder protecting wall 2; the rubber bag I5 and the rubber bag II 6 are positioned on the inner wall of the steel cylinder retaining wall 2, two rings are arranged along the axial direction, and the rubber bag I5 and the rubber bag II 6 are separated by a separation steel ring 203 on the steel cylinder retaining wall 2; a connecting pipe 501 on the rubber bag I5 and a connecting pipe 601 on the rubber bag II 6 penetrate through the preformed hole 201 of the connecting water pipe to communicate 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 penetrate through the preformed hole 201 of the connecting water pipe to be connected with the rubber bag I5 and the rubber bag II 6; the surrounding rock 7 is positioned on the inner sides of the rubber bag I5 and the rubber bag II 6; the strain gauge 701 is positioned in the surrounding rock 7; the anchor rods 801 on the primary support structure 8 are annularly arranged in the surrounding rock 7; the steel arch frame 802 is annularly supported on the free surface of the surrounding rock 7; the primary support spraying and mixing 803 is positioned in the surrounding rock 7 and covers the steel arch frame 802; the lining 9 is positioned on the inner side of the support spray-mix 803; the excavated rock mass 10 is located inside the lining 9.
As shown in fig. 1 and 3, the steel cylinder bolt preformed hole 202, the steel cylinder cover bolt preformed hole (301) and the steel cylinder bottom bolt preformed hole (401) on the steel cylinder retaining wall 2 are all cut and have the size meeting the requirement that the bolts 204 are matched and penetrate through and have consistent distribution positions; the preformed holes 201 of the connecting water pipes are all cut into pieces, and the sizes of the preformed holes meet the requirement that the connecting pipe 501, the water injection pipe 502, the connecting pipe 601 and the water injection pipe 602 are matched and penetrate through.
As shown in fig. 1 and 3, the circumferential dimensions of the steel cylinder retaining wall 2, the steel cylinder cover 3 and the bottom plate 4 are consistent, the thickness can be determined according to the hydraulic pressure loading condition, and the partition steel ring 203 is welded at the middle part of the inner side of the steel cylinder retaining wall 2.
As shown in figures 1, 3 and 4, the rubber bag I5 and the rubber bag II 6 are hollow cavities made of rubber, water injection and pressurization can be performed for expansion, the rubber bag I5 and the rubber bag II 6 respectively comprise 4 rubber bags which are arranged annularly, and the rubber bag I5 and the rubber bag II 6 are separated by a separation steel ring 203.
As shown in fig. 1, 3, 5, 6 and 7, the surrounding rock 7 is replaced by a material with equivalent properties to the surrounding rock, and the positions of the primary supporting structure 8, the lining 9 and the excavated rock body 10 are the surrounding rock 7 before the simulated excavation.
As shown in fig. 1, 5, 6 and 7, the anchor rods 801 in the preliminary bracing structure 8 are made of steel bars, the steel arch 802 is made of i-steel, and the preliminary bracing shotcrete 803 is made of concrete. The preliminary bracing structure 8 is worked after simulating the excavation of the tunnel.
As shown in fig. 1 and 7, the lining 9 is made of concrete, and the lining 9 is constructed after preliminary bracing.
The invention relates to a test method of a test device for simulating supporting and lining stress under large deformation and fault dislocation of soft rock, which comprises the following test steps:
step 1: making a key component, comprising: comprises a pressurizing and pressure maintaining device 1, a steel cylinder protecting wall 2, a steel cylinder cover 3, a steel cylinder bottom 4, a rubber bag I5, a rubber bag II 6 and surrounding rocks 7; and embedding the strain gauge 701 at the corresponding position of the surrounding rock.
Step 2: assembling the components: the steel cylinder retaining wall 2 and the steel cylinder bottom 4 are fixed through a screw 204 and a nut 205, a water outlet pipe 102 on a pressurizing and pressure maintaining device 1 is connected with a rubber bag I5, a water injection pipe 502 and a water injection pipe 602 on the rubber bag II 6, the rubber bag I5 and the rubber bag II 6 are adhered to the inner wall of the steel cylinder retaining wall 2 through high-strength adhesives, two rings are arranged along the axial direction, the rubber bag I5 and the rubber bag II 6 are separated through a separation steel ring 203 on the steel cylinder retaining wall 2, and surrounding rocks 7 are fixed on the inner side of the rubber bag.
And 3, step 3: water with different pressures is injected into the rubber bag I5 and the rubber bag II 6 to cause the rubber bags to expand, so that the surrounding rock is subjected to uneven pressure, the specific water injection pressure is determined according to a test scheme to simulate different surrounding rock conditions, and the distribution condition of the pressure of the surrounding rock is reflected through data reading of the strain gauge 701.
And 4, step 4: the method comprises the steps of excavating surrounding rocks 7 until the surrounding rocks 7 are excavated, applying anchor rods 801, steel arch frames 802 and preliminary bracing shotcrete 803 after excavating a section, arranging the anchor rods 801 in the surrounding rocks 7 along the annular direction of the excavated free surfaces, determining the number and the intervals according to a test scheme, supporting the steel arch frames 802 on the free surfaces of tunnels in the annular direction, determining the intervals according to the test scheme, and protecting the preliminary bracing shotcrete 803 on the free surfaces of the tunnels to cover the steel arch frames 802, wherein the specific thickness is determined by the test scheme. Monitoring instruments such as a steel bar meter and a strain gauge can also be arranged on the anchor rods 801, the steel arch frames 802 and the primary support spray concrete 803 to monitor the stress and deformation conditions of the anchor rods 801, the steel arch frames 802 and the primary support spray concrete 803.
And 5: and (3) starting construction of the lining 9 after the primary support construction is carried out for a period of time, and preassembling monitoring instruments such as a strain gauge in the lining 9 in the construction process of the lining 9 so as to monitor the stress and deformation conditions of the lining 9.
Furthermore, the present description is to be considered as a whole, and the above-described embodiments are not the only independent technical solutions of the present invention, and the technical solutions in the embodiments may be appropriately combined and adjusted to form other embodiments that can be understood by those skilled in the art.
Claims (8)
1. The utility model provides a support and lining atress test device under simulation soft rock large deformation and fault dislocation which characterized in that: the device comprises a pressurizing and pressure maintaining device (1), a steel cylinder protecting wall (2), a steel cylinder cover (3), a steel cylinder bottom (4), a rubber bag I (5), a rubber bag II (6), surrounding rocks (7), a primary supporting structure (8), a lining (9) and an excavated rock mass (10); the device comprises a water inlet pipe (101), a water outlet pipe (102) and a pressure water pump (103) which are positioned on a pressurizing and pressure-maintaining device (1), a connecting water pipe preformed hole (201), a steel cylinder bolt preformed hole (202), a partition steel ring (203), a bolt (204) and a nut (205) which are positioned on a steel cylinder protective wall (2), a steel cylinder cover bolt preformed hole (301), a hoisting vertical plate (302) and a hoisting preformed hole (303) which are positioned on a steel cylinder cover (3), a steel cylinder bottom bolt preformed hole (401) which is positioned on a steel cylinder bottom (4), a connecting pipe (501) and a water injection pipe (502) which are positioned on a rubber bag I (5), a connecting pipe (601) and a water injection pipe (602) which are positioned on a rubber bag II (6), a strain gauge (701) which is positioned in surrounding rock (7), an anchor rod (801) which is positioned on an initial supporting structure (8), a steel arch frame (802) and a supporting and spraying and mixing support (803);
the steel cylinder bottom (4) is positioned at the bottom of the steel cylinder protecting wall (2); the steel cylinder cover (3) is positioned at the top of the steel cylinder retaining wall (2); the screw (204) penetrates through a steel cylinder cover screw preformed hole (301) on the steel cylinder cover (3), a steel cylinder screw preformed hole (203) on the steel cylinder protecting wall (2) and a steel cylinder bottom screw preformed 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 protecting wall (2) and the steel cylinder bottom (4); the partition steel ring (203) is positioned in the middle of the inner side of the steel cylinder protecting wall (2); the rubber bag I (5) and the rubber bag II (6) are positioned on the inner wall of the steel cylinder protective wall (2), two rings are arranged along the axial direction, and the rubber bag I (5) and the rubber bag II (6) are separated by a partition steel ring (203) on the steel cylinder protective wall (2); a connecting pipe (501) on the rubber bag I (5) and a connecting pipe (601) on the rubber bag II (6) penetrate through the connecting water pipe preformed hole (201) to be communicated with two adjacent rubber bags in the rubber bag I (5) and the rubber bag II (6); the water injection pipe (502) and the water injection pipe (602) penetrate through the reserved hole (201) of the connecting water pipe to be connected with the rubber bag I (5) and the rubber bag II (6); the surrounding rock (7) is positioned on the inner sides of the rubber bag I (5) and the rubber bag II (6); the strain gauge (701) is positioned in surrounding rock (7); the anchor rods (801) on the primary supporting structure (8) are annularly arranged in the surrounding rock (7); the steel arch frame (802) is supported on the free surface of the surrounding rock (7) in an annular manner; the primary support spraying and mixing device (803) is positioned in the surrounding rock (7) and covers the steel arch frame (802); the lining (9) is positioned on the inner side of the primary support spray-mixing (803); the excavated rock mass (10) is positioned on the inner side of the lining (9).
2. The device for simulating the supporting and lining stress under the large deformation and fault dislocation of the soft rock according to claim 1, which is characterized in that: the steel cylinder bolt preformed hole (202), the steel cylinder cover bolt preformed hole (301) and the steel cylinder bottom bolt preformed hole (401) on the steel cylinder retaining wall (2) are formed by cutting, the size of the steel cylinder cover bolt preformed hole meets the requirement that the bolt (204) is matched and penetrates through the steel cylinder cover bolt preformed hole and the distribution positions of the steel cylinder cover bolt preformed hole are consistent; the preformed holes (201) of the connecting water pipes are all cut to form and the size of the preformed holes meets the requirement that the connecting pipe (501), the water injection pipe (502), the connecting pipe (601) and the water injection pipe (602) are matched and penetrate.
3. The device for simulating the supporting and lining stress under the large deformation and fault dislocation of the soft rock according to claim 1, which is characterized in that: the circumferential sizes of the steel cylinder protecting wall (2), the steel cylinder cover (3) and the steel cylinder bottom (4) are consistent, the thickness can be determined according to the water pressure loading condition, and the partition steel ring (203) is welded in the middle of the inner side of the steel cylinder protecting wall (2).
4. The device for testing the supporting and lining stress under the simulation of large soft rock deformation and fault dislocation according to claim 1, which is characterized in that: rubber bag I (5) and rubber bag II (6) are the cavity body of rubber material, and the water injection pressurization can expand, and rubber bag I (5) and rubber bag II (6) respectively contain 4 rubber bags and are the hoop and arrange, are separated by wall steel ring (203) between rubber bag I (5) and rubber bag II (6).
5. The device for simulating the supporting and lining stress under the large deformation and fault dislocation of the soft rock according to claim 1, which is characterized in that: the surrounding rock (7) is replaced by a material with the property equivalent to that of the surrounding rock, and the positions of the primary supporting structure (8), the lining (9) and the excavated rock body (10) all belong to the surrounding rock (7) before the simulated excavation.
6. The device for testing the supporting and lining stress under the simulation of large soft rock deformation and fault dislocation according to claim 1, which is characterized in that: the anchor rods (801) in the primary support structure (8) are made of steel bars, the steel arch frames (802) are made of I-shaped steel, and the primary support shotcrete (803) is made of concrete.
7. The device for simulating the supporting and lining stress under the large deformation and fault dislocation of the soft rock according to claim 1, which is characterized in that: the lining (9) is made of concrete, and the lining (9) is constructed after primary support.
8. A test method for simulating a supporting and lining stress test device under the condition of large soft rock deformation and fault dislocation according to any one of claims 1 to 7, which is characterized by comprising the following test steps:
step 1: manufacturing a key component, comprising: the device comprises a pressurizing and pressure maintaining device (1), a steel cylinder protecting wall (2), a steel cylinder cover (3), a steel cylinder bottom (4), a rubber bag I (5), a rubber bag II (6) and surrounding rocks (7); pre-burying a strain gauge (701) at a corresponding position of surrounding rock;
step 2: assembling the components: fixing a steel cylinder protecting wall (2) and a steel cylinder bottom (4) through a screw (204) and a nut (205), connecting a water outlet pipe (102) on a pressurizing and pressure maintaining device (1) with a rubber bag I (5), a water injection pipe (502) and a water injection pipe (602) on a rubber bag II (6), adhering the rubber bag I (5) and the rubber bag II (6) to the inner wall of the steel cylinder protecting wall (2) through a high-strength adhesive, arranging two rings along the axial direction, separating the rubber bag I (5) from the rubber bag II (6) through a separating steel ring (203) on the steel cylinder protecting wall (2), and fixing a surrounding rock (7) on the inner side of the rubber bag;
and 3, step 3: water with different pressures is injected into the rubber bag I (5) and the rubber bag II (6) to cause the rubber bags to expand, so that the surrounding rock is subjected to uneven pressure, the specific water injection pressure is determined according to a test scheme to simulate different surrounding rock conditions, and the distribution condition of the pressure of the surrounding rock is reflected through data reading of the strain gauge (701);
and 4, step 4: excavating the surrounding rock (7) until the surrounding rock (7) is excavated, applying anchor rods (801), steel arch frames (802) and primary support spraying and mixing (803) after excavating a section, wherein the anchor rods (801) are annularly arranged in the surrounding rock (7) along the excavation free face, the number and the intervals are determined according to a test scheme, the steel arch frames (802) are also annularly supported on the tunnel free face, the intervals are determined according to a test scheme, the primary support spraying and mixing (803) is sprayed on the tunnel free face to cover the steel arch frames (802), and the specific thickness is determined by the test scheme; monitoring instruments such as a steel bar meter and a strain gauge can be arranged on the anchor rods (801), the steel arch frames (802) and the primary support spraying and mixing device (803) to monitor the stress and deformation conditions of the anchor rods (801), the steel arch frames (802) and the primary support spraying and mixing device (803);
and 5: and (3) starting to perform construction of the lining (9) after the primary support construction is performed for a section, and preassembling monitoring instruments such as strain gauges in the lining (9) in the construction process of the lining (9) to monitor the stress and deformation conditions of the lining (9).
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| CN202210950949.2A CN115326582A (en) | 2022-08-09 | 2022-08-09 | Test device and test method for simulating supporting and lining stress under large deformation and fault dislocation of soft rock |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116148435A (en) * | 2022-09-09 | 2023-05-23 | 中国科学院武汉岩土力学研究所 | Method for simulating influence of fault activation on stability of underground surrounding rock and related equipment |
| CN117969292A (en) * | 2024-03-29 | 2024-05-03 | 中国矿业大学(北京) | Tunnel full-scale model test device and construction method thereof |
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- 2022-08-09 CN CN202210950949.2A patent/CN115326582A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116148435A (en) * | 2022-09-09 | 2023-05-23 | 中国科学院武汉岩土力学研究所 | Method for simulating influence of fault activation on stability of underground surrounding rock and related equipment |
| CN117969292A (en) * | 2024-03-29 | 2024-05-03 | 中国矿业大学(北京) | Tunnel full-scale model test device and construction method thereof |
| CN117969292B (en) * | 2024-03-29 | 2024-06-18 | 中国矿业大学(北京) | Tunnel full-scale model test device and construction method thereof |
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