CN215573806U - Deeply buried tunnel surrounding rock and lining structure combined bearing simulation device - Google Patents
Deeply buried tunnel surrounding rock and lining structure combined bearing simulation device Download PDFInfo
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- CN215573806U CN215573806U CN202121927319.0U CN202121927319U CN215573806U CN 215573806 U CN215573806 U CN 215573806U CN 202121927319 U CN202121927319 U CN 202121927319U CN 215573806 U CN215573806 U CN 215573806U
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Abstract
The utility model discloses a combined bearing simulation device for a surrounding rock and lining structure of a deep-buried tunnel. The reaction wall comprises a reaction wall with a three-dimensional hollow shell structure, wherein a hollow cylindrical lining structure which is vertically arranged is arranged in the center of an inner cavity of the reaction wall, the height of the lining structure is the same as that of the inner cavity of the reaction wall, and the end surface of the lining structure is flush, so that an inner water injection pressurizing cavity is formed between the lower inner wall of the reaction wall and the inner wall of the lining structure; an internal water pressure loading mechanism is arranged on a counter-force wall corresponding to the upper end of the lining structure hollow cylinder to simulate the action of water pressure in a tunnel; the lining cutting structure outer wall is equipped with the three-dimensional surrounding rock stratum of concrete structure that permeates water, surrounding rock pressure oil pressure loading mechanism is equipped with to the counterforce wall between the inner wall all around to the surrounding rock stratum outside all around, through extrudeing to the surrounding rock stratum, the peripheral rock pressure effect of simulation tunnel. The simulation device can simulate the stress characteristics of the tunnel surrounding rock and the water delivery tunnel lining structure under the independent action or combined action of the internal water pressure and the surrounding rock pressure in the actual environment.
Description
Technical Field
The utility model relates to the technical field of long-distance water delivery tunnel test structure models, in particular to a combined bearing simulation device for a deeply-buried tunnel surrounding rock and lining structure.
Background
Along with the economic development and the acceleration of the urbanization process in China, the water consumption of cities and industries is rapidly increased, and long-distance water delivery engineering is one of the main measures for solving the problem of rapid increase of the water consumption. The long-distance water delivery tunnels mostly pass through mountainous areas with complex western geological structure backgrounds, the buried depth of the tunnels is large, the ground stress is high, the geological conditions are complex, the surrounding rock-lining structure bears larger internal water pressure water delivery and surrounding rock pressure in the operation process of the tunnels, and whether the surrounding rock-lining structure is stable or not is directly related to the implementation of the whole water delivery project. It is very important to look for an effective water delivery tunnel model, and the current water delivery tunnel model has certain disadvantages: firstly, the stability and the sealing performance of a water delivery tunnel model often do not meet the design requirements, so that high internal water pressure is difficult to load to a required numerical value, and the stress characteristics and related deformation characteristics of a surrounding rock lining structure under actual complex load cannot be well reflected; and secondly, part of the existing structural models directly act on the lining structure to load the surrounding rock pressure by adopting a method of simulating the surrounding rock pressure by using an external hydraulic mould, which is not in accordance with the actual load bearing mode of the lining. Therefore, a combined bearing simulation device capable of simulating the deeply-buried tunnel surrounding rock and lining structure under the action of complex internal load needs to be developed so as to realize the test function of jointly bearing the complex internal load and the surrounding rock load or under the independent action of the surrounding rock and the lining.
Disclosure of Invention
The utility model aims to truly simulate the independent action or the combined action of the internal water pressure and the surrounding rock pressure of a long-distance water-conveying tunnel surrounding rock-lining structure, and provides a combined bearing simulation device for the deeply-buried tunnel surrounding rock and the lining structure.
In order to achieve the purpose, the utility model provides a combined bearing simulation device for a deeply-buried tunnel surrounding rock and lining structure, which is characterized in that: the reaction wall comprises a reaction wall with a three-dimensional hollow shell structure, wherein a hollow cylindrical lining structure which is vertically arranged is arranged in the center of an inner cavity of the reaction wall, the height of the lining structure is the same as that of the inner cavity of the reaction wall, and the end surface of the lining structure is flush, so that an inner water injection pressurizing cavity is formed between the lower inner wall of the reaction wall and the inner wall of the lining structure; an internal water pressure loading mechanism is arranged on a counter-force wall corresponding to the upper end of the lining structure hollow cylinder, and water injection pressurization is carried out on an internal water injection pressurization cavity through the internal water pressure loading mechanism to simulate the water pressure effect in the tunnel; the lining cutting structure outer wall is equipped with the three-dimensional surrounding rock stratum of concrete structure that permeates water, surrounding rock layer outside all around to the counterforce wall be equipped with surrounding rock pressure oil pressure loading mechanism between the inner wall all around, through surrounding rock pressure oil pressure loading mechanism extrudees the surrounding rock stratum, and the peripheral rock pressure effect of simulation tunnel.
Further, country rock pressure oil pressure loading mechanism is including the laminating four power steel plate, four of going all around of country rock stratum between power steel plate and the counterforce wall inner chamber laminate respectively and have four hydraulic steel sleepers that can dismantle, four go up power steel plate and four hydraulic steel sleepers all install on the fixing support of counterforce wall ghost inner wall, four hydraulic steel sleepers all pass through the pressure pipe is connected respectively to four inlet valve connectors on the counterforce wall, four the pressure pipe other end all is connected with oil pressure table and pressurized oil pump.
Furthermore, the reaction wall comprises a reaction wall main body of a three-dimensional hollow shell structure with an opening at one end and a boss arranged on the inner wall of the opening, a rubber sealing groove is arranged on the boss along the periphery of the opening, a sealing steel plate matched with the sealing groove is arranged in the sealing groove, an upper cover plate connected with the reaction wall main body through bolts is arranged on the outer side of the sealing steel plate, and meanwhile the upper cover plate is connected with the sealing steel plate through bolts.
Furthermore, the reaction wall main body comprises a first reinforcing rib which is arranged on the outer peripheral wall of the reaction wall main body and has a crisscross structure, first bolt holes used for being connected with the upper cover plate are respectively arranged on the outer peripheral edges of the opening end of the reaction wall main body, and a positioning steel ring used for positioning the lining structure is welded at the bottom end of the inner cavity of the reaction wall main body corresponding to the lining structure; a water injection valve opening is formed in the center of the sealing steel plate, and second bolt holes connected with the lining structure through bolts are formed in the periphery of the water injection valve opening; the upper cover plate comprises a second reinforcing rib which is arranged on the outer surface and has a longitudinal and transverse cross structure, a water injection valve joint corresponding to a water injection valve opening is arranged at the center of the upper cover plate, third bolt holes corresponding to the second bolt holes are formed in the periphery of the water injection valve joint, and fourth bolt holes corresponding to the first bolt holes are further formed in the periphery of the upper cover plate.
Furthermore, the internal water pressure loading mechanism comprises a water injection valve joint arranged at the center of the cover plate on the reaction wall, and the outer end of the water injection valve joint is connected with a water pressure meter and a pressurizing water pump through a water pressure pipe.
Furthermore, the lining structure is formed by pouring reinforced concrete and comprises a hollow cylindrical structure and flanges arranged at the upper end and the lower end of the hollow cylindrical structure, the hollow inner diameter of the hollow cylindrical structure is the same as the inner diameter of the flange, and the outer diameter of the flange is the same as the inner diameter of the positioning steel ring; the flange plate at the lower end is inserted into the positioning steel ring and is attached to the bottom of the inner cavity of the reaction wall main body, the flange plate at the upper end is connected with a second bolt hole in the sealing steel plate and a third bolt hole in the cover plate through a fifth bolt hole arranged on the flange plate, and the flange plate at the upper end is sealed with the sealing steel plate through a rubber sealing ring; in addition, grouting rings are arranged on the outer side of the hollow cylindrical structure from the lower end to the upper end, and the outer diameter of each grouting ring is the same as that of the flange.
Furthermore, the surrounding rock stratum comprises a disposable permeable concrete structure and a circulating permeable concrete structure which are sequentially arranged from inside to outside, the disposable permeable concrete structure and the circulating permeable concrete structure respectively comprise a first cushion layer, a first stress layer, a second stress layer, a third stress layer and a second cushion layer which are sequentially arranged from the lower end to the upper end, wherein a horizontal lubricating layer is arranged between the first cushion layer and the first stress layer, a horizontal mortar layer is arranged between the first stress layer and the second stress layer, a horizontal mortar layer is arranged between the second stress layer and the third stress layer, and a horizontal lubricating layer is arranged between the third stress layer and the second cushion layer; the first cushion layer of the disposable permeable concrete structure and the first cushion layer of the circulating permeable concrete structure correspond to the outer side of the flange at the lower end, the first stress layer, the second stress layer and the third stress layer respectively correspond to the outer side of the hollow cylindrical structure, and the second cushion layer corresponds to the outer side of the flange at the upper end.
Furthermore, an angle of 5-10 degrees is formed between adjacent directions of the three-dimensional surrounding rock layers, so that the three-dimensional surrounding rock layers in the four directions have appropriate deformation spaces.
Further, the distance between the upper end and the lower end of the hollow cylindrical structure is 0.05-0.15 m, and the outer wall of the hollow cylindrical structure is gradually thickened to the outer diameter of the flange plate.
The utility model has the advantages that:
1. the simulation device can accurately reflect the composition of each part of the surrounding rock-lining structure, and the stress characteristics and deformation characteristics of the surrounding rock-lining structure can be observed conveniently.
2. Rubber seal, the sealed steel sheet that is equipped with to counter-force wall main part open end to and ring flange, the rubber seal structure that lining cutting structure top was equipped with carry out sealing treatment to the upper cover plate, make the counter-force wall inner chamber can maintain the water pressure better, simulate the effect of exosmosis water pressure to lining cutting structure better.
3. The pressure loading device is divided into a surrounding rock pressure oil pressure loading device and an internal water pressure loading device, the surrounding rock pressure oil pressure loading device adopts a mode that a hydraulic steel sleeper extrudes a surrounding rock structure to conduct stress to load, the internal water pressure loading device adopts real water pressure to load, the two loading devices are not interfered with each other, and can act independently or act together.
4. The surrounding rock structure adopts pervious concrete materials, and compared with common concrete, the characteristics of the permeable concrete structure are closer to those of a real surrounding rock structure, and the cracks and the water seepage characteristics of the permeable concrete structure can be better simulated.
5. The lining structure is made of reinforced concrete materials the same as the actual lining, and the characteristics of the actual materials are better simulated.
The combined bearing simulation device for the deeply-buried tunnel surrounding rock and the lining structure can simulate the stress characteristics of the tunnel surrounding rock and the water delivery tunnel lining structure under the independent action or the combined action of the internal water pressure and the surrounding rock pressure in the actual environment.
Drawings
FIG. 1 is a schematic diagram of the overall appearance structure of a combined bearing simulation device for a surrounding rock and lining structure of a deep-buried tunnel provided by the utility model;
FIG. 2 is a schematic structural diagram of the main body of the counterforce wall in FIG. 1;
FIG. 3 is a schematic view of the upper cover plate of FIG. 1;
FIG. 4 is a schematic structural view of a sealing steel plate according to the present invention;
FIG. 5 is a schematic view of the lining structure of the present invention;
FIG. 6 is a schematic vertical sectional view of the present invention;
FIG. 7 is a schematic top view of the upper cover plate and the sealing steel plate of the present invention after being opened;
FIG. 8 is a schematic top view of the open end of the reaction wall of the present invention;
in the figure: the device comprises a reaction wall 1, a lining structure 2, an internal water pressure loading mechanism 31, a surrounding rock pressure and oil pressure loading mechanism 32 and a surrounding rock layer 4;
wherein:
the counterforce wall 1 includes: a reaction wall body 11, an upper cover plate 12 and a sealing steel plate 13;
the reaction wall body 11 includes: a first bolt hole 112, a first reinforcing rib 113, an oil inlet valve joint 116, a rubber sealing groove 118, a positioning steel ring 119 and a fixed support 120;
the upper cover plate 12 includes: a third bolt hole 122, a fourth bolt hole 124, a second reinforcement rib 125, a water injection valve joint 126;
the seal steel plate 13 includes: a water filling valve port 131, a second bolt hole 132;
the lining structure 2 includes: the hollow cylindrical structure 21, the flange plate 22, the fifth bolt hole 221 and the grouting ring 23;
the internal water pressure loading mechanism 31 includes: a pressurized water pump 311, a water pressure gauge 312, a water pressure tube 313;
the surrounding rock pressure oil pressure loading mechanism 32 includes: a hydraulic steel sleeper 321, a pressure oil pump 322, an oil pressure gauge 323, a force transmission thick steel plate 324 and an oil pressure pipe 325;
the surrounding rock layer 4 includes: a disposable pervious concrete structure 41, a circulating pervious concrete structure 42, a mortar layer 43 and a lubricating layer 44.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are some, but not all, embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it is to be understood that the terms "length", "width", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience in describing the present invention and simplifying the description, but do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and thus should not be construed as limiting the present invention.
As shown in fig. 1-8, the combined bearing simulation device for the deeply-buried tunnel surrounding rock and the lining structure comprises a reaction wall 1 with a three-dimensional hollow shell structure, wherein a hollow cylindrical lining structure 2 which is vertically arranged is arranged at the center of an inner cavity of the reaction wall 1, the height of the lining structure 2 is the same as that of the inner cavity of the reaction wall 1, and the end surface of the lining structure is flush with that of the inner cavity of the reaction wall 1, so that an inner water injection pressurizing cavity is formed between the upper inner wall and the lower inner wall of the reaction wall 1 and the inner wall of the lining structure 2; an internal water pressure loading mechanism 31 is arranged on the reaction wall 1 corresponding to the upper end of the hollow cylinder of the lining structure 2, and water injection pressurization is carried out on the internal water injection pressurization cavity through the internal water pressure loading mechanism 31 to simulate the action of water pressure in the tunnel; the outer wall of the lining structure 2 is provided with a three-dimensional surrounding rock layer 4 of a permeable concrete structure, a surrounding rock pressure and oil pressure loading mechanism 32 is arranged between the surrounding rock layer 4 and the inner wall of the reaction wall 1, the surrounding rock pressure and oil pressure loading mechanism 32 extrudes the surrounding rock layer 4 to simulate the pressure of the surrounding rock of the tunnel.
The internal water pressure loading mechanism 31 and the surrounding rock pressure oil pressure loading mechanism 32 can act on the deep-buried tunnel surrounding rock and lining structure combined bearing simulation device independently or jointly.
Surrounding rock pressure oil pressure loading mechanism 32 is including the laminating 4 four blocks all around pass power steel plate 324, four pass power steel plate 324 and four it has four hydraulic pressure steel sleeper 321 that can dismantle to laminate respectively between 1 inner chamber of power steel plate 324 and the counterforce wall, four pass power steel plate 324 and four hydraulic pressure steel sleeper 321 all installs on the fixing support 120 of 1 vacant shell inner wall of counterforce wall, four hydraulic pressure steel sleeper 321 all passes through pressure pipe 325, four are connected respectively to four last oil inlet valve connectors 116 of counterforce wall 1 the pressure pipe 325 other end all is connected with booster pump 322 and oil pressure table 323. The area difference of the force transfer thick steel plate 324, the hydraulic steel sleeper 321 and the surrounding rock layer 4 is almost the same, and the force transfer efficiency is about 100%.
The internal dimension of the reaction wall 1 is 1.2m multiplied by 1m (length multiplied by width multiplied by height), the reaction wall is formed by welding 50mm thick steel plates, steel materials used for the reaction wall 1 are 45 steel, the nominal yield strength is not less than 355MPa, and the tensile strength is not less than 600 MPa. The reaction wall 1 is shown in a solid figure in fig. 2, and comprises a reaction wall main body 11 of a three-dimensional hollow shell structure with an opening at one end and a boss arranged on the inner wall of the opening, wherein a rubber sealing groove 118 is arranged on the boss along the periphery of the opening, a sealing steel plate 13 matched with the sealing groove 118 is arranged in the sealing groove 118 for meeting the requirement of sealing performance, and the sealing steel plate 13 is a 20mm thick steel plate and is additionally arranged as a sealing facility. An upper cover plate 12 connected with the reaction wall main body 11 through bolts is arranged on the outer side of the sealing steel plate 13, the upper cover plate 12 is a cover plate made of a steel plate with the thickness of 50mm, and meanwhile the upper cover plate 12 is connected with the sealing steel plate 13 through bolts.
The reaction wall body 11 includes a first reinforcing rib 113 having a criss-cross structure on the outer peripheral wall thereof, the first reinforcing rib 113 is a steel bar having a thickness of 30mm and a width of 100mm, the distance between the center lines of the steel bars is 100mm, and the number of reinforcing steel bars is small due to the small stress on the bottom surface. The outer edge all around of the open end of the reaction wall body 11 is provided with 12 first bolt holes 112 with the aperture size of 32mm for connecting with the upper cover plate 12. In addition, the oil inlet valve joints 116 are respectively arranged on four sides of the opening end, and oil inlets of the oil inlet valve joints 116 are all holes with the diameter of 32 mm. The bottom end of the inner cavity of the reaction wall main body 11 is welded with a positioning steel ring 119 used for positioning the lining structure 2 corresponding to the lining structure 2, and the positioning steel ring 119 is an annular steel sheet with the height of 50mm and the thickness of 3 mm. The fixing support 120 for installing the four force transmission thick steel plates 324 and the four hydraulic steel sleepers 321 is arranged on the inner cavity wall of the reaction wall main body 11. The center of the sealing steel plate 13 is provided with a water injection valve port 131, and 4 second bolt holes 132 connected with the lining structure 2 through bolts are arranged around the water injection valve port 131.
The upper cover plate 12 includes second reinforcing ribs 125 arranged on the outer surface in a crisscross structure, and the second reinforcing ribs 125 are bars 30mm thick and 100mm wide, and the center lines of the bars are spaced by 100 mm. A water injection valve joint 126 corresponding to the water injection valve port 131 is arranged at the center of the upper cover plate 12, third bolt holes 122 corresponding to the second bolt holes 132 are arranged around the water injection valve joint 126, and fourth bolt holes 124 corresponding to the first bolt holes 112 are further arranged at the peripheral edge of the upper cover plate 12.
The internal water pressure loading mechanism 31 comprises a water injection valve joint 126 arranged at the center of the upper cover plate 12, the outer end of the water injection valve joint 126 is connected with a water pressure gauge 312 and a pressurizing water pump 311 through a water pressure pipe 313, and water is injected into the internal water injection pressurizing cavity for pressurizing, so that the effect of water pressure in the tunnel is simulated.
The three-dimensional surrounding rock layer 4 comprises a disposable pervious concrete structure 41 and a circulating pervious concrete structure 42, wherein the disposable pervious concrete structure 41 and the circulating pervious concrete structure 42 respectively comprise a first cushion layer, a first stress layer, a second stress layer, a third stress layer and a second cushion layer which are sequentially arranged from the lower end to the upper end, a horizontal lubricating layer 44 is arranged between the first cushion layer and the first stress layer, a horizontal mortar layer 43 is arranged between the first stress layer and the second stress layer, a horizontal mortar layer 43 is arranged between the second stress layer and the third stress layer, and a horizontal lubricating layer 44 is arranged between the third stress layer and the second cushion layer; the first cushion layers of the disposable pervious concrete structure 41 and the circulating pervious concrete structure 42 correspond to the outer side of the flange plate 22 at the lower end, the first stress layer, the second stress layer and the third stress layer respectively correspond to the outer side of the hollow cylindrical structure 21, and the second cushion layer corresponds to the outer side of the flange plate 22 at the upper end. An angle of 7 degrees is arranged between the adjacent directions of the disposable pervious concrete structure 41 and the circulating pervious concrete structure 42, so that the circulating pervious concrete structure 42 in four directions has a proper deformation space.
The lining structure 2 is formed by pouring reinforced concrete and comprises a hollow cylindrical structure 21 and flanges 22 arranged at the upper end and the lower end of the hollow cylindrical structure, the hollow inner diameter of the hollow cylindrical structure 21 is the same as the inner diameter of the flange 22, and the outer diameter of the flange 22 is the same as the inner diameter of the positioning steel ring 119. The inner diameter of the hollow tubular structure 21 is 200mm, the outer diameter is 260mm, the outer diameter of the flange plate 22 is 360mm, the outer wall of the position 100mm away from the two ends of the lining is gradually thickened to 360mm, and the inner diameter is kept unchanged at 200 mm. The flange 22 at the lower end is inserted into the positioning steel ring 119 and attached to the bottom of the inner cavity of the reaction wall body 11, the flange 22 at the upper end is connected with the 4 second bolt holes 132 on the sealing steel plate 13 and the 4 third bolt holes 122 on the cover plate 12 through the 4 fifth bolt holes 221 on the flange 22, and the flange 22 at the upper end is sealed with the sealing steel plate 13 by a rubber sealing ring. In addition, the outer side of the hollow cylindrical structure 21 is provided with grouting rings 23 from the lower end to the upper end, and the outer diameter of each grouting ring 23 is the same as that of the flange 22.
Through the cooperative pressurization of the pressurized oil pump 323 and the pressurized water pump 311, the complex load effect of the surrounding rock pressure and the internal water pressure on the lining structure 2 under different working conditions can be met.
When the deeply-buried tunnel surrounding rock and lining structure combined bearing simulation device is used for carrying out surrounding rock pressure test and external water pressure test, monitoring systems are arranged in the lining structure 2 and the surrounding rock layer 4, and an instrument cable outlet in the monitoring systems can be led out through a hole formed in the reaction wall 1. Through this emulation device, can be better carry out bearing performance test to water delivery tunnel reinforced concrete lining structure, know reinforced concrete lining structure 2's operational characteristics, seek more reasonable long distance water delivery tunnel lining structure design theory.
The above description is only exemplary of the present invention and should not be taken as limiting the utility model, as any modification, equivalent replacement, or improvement made without departing from the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (9)
1. The utility model provides a deeply buried tunnel country rock jointly bears analogue means with lining cutting structure which characterized in that: the reaction wall comprises a reaction wall (1) with a three-dimensional hollow shell structure, wherein a hollow cylindrical lining structure (2) which is vertically arranged is arranged in the center of an inner cavity of the reaction wall (1), the height of the lining structure (2) is the same as that of the inner cavity of the reaction wall (1), and the end surface of the lining structure is flush, so that an inner water injection pressurizing cavity is formed between the upper inner wall and the lower inner wall of the reaction wall (1) and the inner wall of the lining structure (2); an inner water pressure loading mechanism (31) is arranged on the reaction wall (1) corresponding to the upper end of the hollow cylinder of the lining structure (2), and water injection pressurization is carried out on the inner water injection pressurization cavity through the inner water pressure loading mechanism (31) to simulate the water pressure action in the tunnel; lining cutting structure (2) outer wall is equipped with three-dimensional surrounding rock stratum (4) of pervious concrete structure, surrounding rock stratum (4) outside all around is equipped with surrounding rock pressure oil pressure loading mechanism (32) to counter-force wall (1) between the inner wall all around, through surrounding rock pressure oil pressure loading mechanism (32) extrude surrounding rock stratum (4), simulate the peripheral rock pressure effect of tunnel.
2. The deep-buried tunnel surrounding rock and lining structure combined bearing simulation device of claim 1, wherein: surrounding rock pressure oil pressure loading mechanism (32) are including the laminating four power steel plate (324) of biography all around of surrounding rock layer (4), four power steel plate (324) and the reaction wall (1) inner chamber between laminate respectively have four hydraulic pressure steel sleeper (321) that can dismantle, four pass power steel plate (324) and four hydraulic pressure steel sleeper (321) are all installed on fixing support (120) of reaction wall (1) ghost inner wall, four hydraulic pressure steel sleeper (321) all pass through pressure pipe (325), four are connected respectively to four inlet valve connectors (116) on the reaction wall (1) pressure pipe (325) other end all is connected with forced oil pump (322) and oil pressure table (323).
3. The deep-buried tunnel surrounding rock and lining structure combined bearing simulation device of claim 2, wherein: reaction wall (1) includes that one end opening and opening inner wall are equipped with three-dimensional ghost structure's of boss reaction wall main part (11), be equipped with rubber seal groove (118) along opening periphery on the boss, be equipped with in seal groove (118) rather than the sealed steel sheet (13) that matches, sealed steel sheet (13) outside is equipped with upper cover plate (12) with reaction wall main part (11) bolted connection, also adopts bolted connection between upper cover plate (12) and sealed steel sheet (13) simultaneously.
4. The deep-buried tunnel surrounding rock and lining structure combined bearing simulation device of claim 3, wherein: the reaction wall main body (11) comprises a first reinforcing rib (113) with a crisscross structure on the outer peripheral wall, first bolt holes (112) used for being connected with the upper cover plate (12) are respectively formed in the peripheral outer edges of the opening end of the reaction wall main body (11), and a positioning steel ring (119) used for positioning the lining structure (2) is welded at the bottom end of the inner cavity of the reaction wall main body (11) corresponding to the lining structure (2); a water injection valve opening (131) is formed in the center of the sealing steel plate (13), and second bolt holes (132) which are connected with the lining structure (2) through bolts are formed in the periphery of the water injection valve opening (131); the upper cover plate (12) includes that the surface is equipped with is second stiffening rib (125) of structure that moves about freely and quickly, and upper cover plate (12) center department is equipped with water injection valve joint (126) that correspond with water injection valve mouth (131), water injection valve joint (126) are equipped with third bolt hole (122) that correspond with second bolt hole (132) all around, upper cover plate (12) border department all around still be equipped with fourth bolt hole (124) that first bolt hole (112) correspond.
5. The deep-buried tunnel surrounding rock and lining structure combined bearing simulation device of claim 4, wherein: the internal water pressure loading mechanism (31) comprises a water injection valve joint (126) arranged at the center of an upper cover plate (12) of the reaction wall (1), and the outer end of the water injection valve joint (126) is connected with a water pressure gauge (312) and a pressurizing water pump (311) through a water pressure pipe (313).
6. The deep-buried tunnel surrounding rock and lining structure combined bearing simulation device of claim 5, wherein: the lining structure (2) is formed by pouring reinforced concrete and comprises a hollow cylindrical structure (21) and flanges (22) arranged at the upper end and the lower end of the hollow cylindrical structure, the hollow inner diameter of the hollow cylindrical structure (21) is the same as the inner diameter of the flanges (22), and the outer diameter of the flanges (22) is the same as the inner diameter of the positioning steel ring (119); the flange plate (22) at the lower end is inserted into the positioning steel ring (119) and is attached to the bottom of the inner cavity of the reaction wall main body (11), the flange plate (22) at the upper end is connected with a second bolt hole (132) in the sealing steel plate (13) and a third bolt hole (122) in the cover plate (12) through a fifth bolt hole (221) formed in the flange plate (22) at the upper end through bolts, and the flange plate (22) at the upper end is sealed with the sealing steel plate (13) through a rubber sealing ring; in addition, grouting rings (23) are arranged on the outer side of the hollow cylindrical structure (21) from the lower end to the upper end, and the outer diameter of each grouting ring (23) is the same as that of the flange (22).
7. The deep-buried tunnel surrounding rock and lining structure combined bearing simulation device of claim 6, wherein: the surrounding rock stratum (4) comprises a disposable permeable concrete structure (41) and a circulating permeable concrete structure (42) which are sequentially arranged from inside to outside, the disposable permeable concrete structure (41) and the circulating permeable concrete structure (42) respectively comprise a first cushion layer, a first stress layer, a second stress layer, a third stress layer and a second cushion layer which are sequentially arranged from the lower end to the upper end, wherein a horizontal lubricating layer (44) is arranged between the first cushion layer and the first stress layer, a horizontal mortar layer (43) is arranged between the first stress layer and the second stress layer, a horizontal mortar layer (43) is arranged between the second stress layer and the third stress layer, and a horizontal lubricating layer (44) is arranged between the third stress layer and the second cushion layer; the first cushion layers of the disposable permeable concrete structure (41) and the circulating permeable concrete structure (42) correspond to the outer side of the flange (22) at the lower end, the first stress layer, the second stress layer and the third stress layer respectively correspond to the outer side of the hollow cylindrical structure (21), and the second cushion layer corresponds to the outer side of the flange (22) at the upper end.
8. The deep-buried tunnel surrounding rock and lining structure combined bearing simulation device of claim 7, wherein: and 5-10 degrees of angles are arranged between the adjacent directions of the three-dimensional surrounding rock layers (4), so that the three-dimensional surrounding rock layers (4) in four directions have appropriate deformation spaces.
9. The deep-buried tunnel surrounding rock and lining structure combined bearing simulation device of claim 6, wherein: and the distance between the upper end and the lower end of the hollow cylindrical structure (21) is 0.05-0.15 m, and the outer wall of the hollow cylindrical structure (21) is gradually thickened to the outer diameter of the flange plate (22).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121927319.0U CN215573806U (en) | 2021-08-17 | 2021-08-17 | Deeply buried tunnel surrounding rock and lining structure combined bearing simulation device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121927319.0U CN215573806U (en) | 2021-08-17 | 2021-08-17 | Deeply buried tunnel surrounding rock and lining structure combined bearing simulation device |
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| Publication Number | Publication Date |
|---|---|
| CN215573806U true CN215573806U (en) | 2022-01-18 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202121927319.0U Active CN215573806U (en) | 2021-08-17 | 2021-08-17 | Deeply buried tunnel surrounding rock and lining structure combined bearing simulation device |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN215573806U (en) |
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2021
- 2021-08-17 CN CN202121927319.0U patent/CN215573806U/en active Active
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