CN117969292B - Tunnel full-scale model test device and construction method thereof - Google Patents
Tunnel full-scale model test device and construction method thereof Download PDFInfo
- Publication number
- CN117969292B CN117969292B CN202410370190.XA CN202410370190A CN117969292B CN 117969292 B CN117969292 B CN 117969292B CN 202410370190 A CN202410370190 A CN 202410370190A CN 117969292 B CN117969292 B CN 117969292B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- foundation
- phi
- source control
- supporting wall
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000012360 testing method Methods 0.000 title claims abstract description 79
- 238000010276 construction Methods 0.000 title claims abstract description 22
- 239000011435 rock Substances 0.000 claims abstract description 76
- 239000000463 material Substances 0.000 claims abstract description 40
- 229910000831 Steel Inorganic materials 0.000 claims description 44
- 239000010959 steel Substances 0.000 claims description 44
- 239000004567 concrete Substances 0.000 claims description 40
- 238000004873 anchoring Methods 0.000 claims description 29
- 239000002689 soil Substances 0.000 claims description 24
- 238000006243 chemical reaction Methods 0.000 claims description 20
- 230000002787 reinforcement Effects 0.000 claims description 20
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 12
- TZCXTZWJZNENPQ-UHFFFAOYSA-L barium sulfate Chemical compound [Ba+2].[O-]S([O-])(=O)=O TZCXTZWJZNENPQ-UHFFFAOYSA-L 0.000 claims description 9
- 229910052602 gypsum Inorganic materials 0.000 claims description 9
- 239000010440 gypsum Substances 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 9
- 239000000843 powder Substances 0.000 claims description 9
- 239000011150 reinforced concrete Substances 0.000 claims description 9
- 239000004576 sand Substances 0.000 claims description 9
- 238000002474 experimental method Methods 0.000 claims description 6
- 230000005855 radiation Effects 0.000 claims description 6
- 238000005266 casting Methods 0.000 claims description 4
- 238000004088 simulation Methods 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 description 6
- 238000012544 monitoring process Methods 0.000 description 5
- 210000003205 muscle Anatomy 0.000 description 5
- 239000003795 chemical substances by application Substances 0.000 description 4
- 238000011161 development Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 238000013461 design Methods 0.000 description 3
- 238000009415 formwork Methods 0.000 description 3
- 230000008859 change Effects 0.000 description 2
- 230000007812 deficiency Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 201000010099 disease Diseases 0.000 description 2
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 230000007246 mechanism Effects 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 239000003245 coal Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000004519 grease Substances 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000005457 optimization Methods 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 230000009897 systematic effect Effects 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
Landscapes
- Lining And Supports For Tunnels (AREA)
Abstract
The application belongs to the technical field of tunnel model tests, and particularly relates to a tunnel full-scale model test device and a construction method thereof, wherein the test device comprises: a raft foundation serving as a supporting foundation of the test device; the support wall is provided with 16 sets of independent servo oil source control devices, and the independent servo oil source control devices comprise hydraulic devices and can stretch towards the axis of the support wall; the loading plate is connected with the hydraulic device so that the servo oil source control device can apply pressure to the loading plate; the inner template is arranged concentrically with the supporting wall; filling similar ratio materials between the loading plate and the inner template to form a surrounding rock structure so as to simulate the surrounding rock environment of the tunnel; and the NPR anchor rod/anchor cable is fixedly arranged in the surrounding rock structure. The full-scale model test device for the tunnel can perform full-scale test on the tunnel supporting structure, effectively simulate actual supporting load and effectively simulate complex stress condition of the tunnel supporting structure on deep rock.
Description
Technical Field
The invention belongs to the technical field of tunnel model tests, and particularly relates to a tunnel full-scale model test device and a test method thereof.
Background
With the deep development of domestic engineering, the roadway, tunnel and the like often show large deformation characteristics, such as large deformation of soft rock, large deformation of rock burst, large deformation of impact, large deformation of gas and the like. The constant-resistance large-deformation NPR anchor rod/anchor cable with the negative Poisson ratio effect is embedded into a rock mass through an anchoring agent, and then the constant-resistance large-deformation NPR anchor rod/anchor cable and the anchoring agent are interacted to generate cooperative deformation to form an NPR rock mass, so that surrounding rock conditions can be improved. In this regard, it is desirable to ensure adequate mechanical properties of the NPR anchor rod/cable. The mechanical properties of the NPR material can be tested to effectively obtain the superiority of the NPR material, and a great deal of work is done on the tensile, shearing and impact resistance properties of the NPR material at present. In the prior art, the mechanical property test of NPR steel materials under different pull-shear angles and the test of the NPR anchoring property are realized. But the effect of NPR anchor rod/cable support has not been tested in a very good manner.
The existing full-size tunnel full-scale model test equipment is more large-size full-scale tests aiming at the shield segments, and can restore the true stress state and disease development mechanism of the shield segments. However, for the tunnel surrounding rock structure under the NPR anchor rod/anchor rope support, no better method is carried out for full-size full-scale experiments to study the stress characteristics of the NPR anchor rod/anchor rope support. It is therefore necessary to design full-scale model test equipment for full-scale tunnels to test NPR anchor rod/cable support effectiveness.
Accordingly, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The invention aims to overcome the defect that the stress characteristics of NPR anchor rod/anchor cable support cannot be studied in the prior art. Therefore, the full-scale model test equipment for the full-scale tunnel is designed, full-scale tests can be carried out on the tunnel supporting structure, actual supporting load can be effectively simulated, and the complex stress condition of the tunnel supporting structure on deep rocks can be effectively simulated.
In order to achieve the above object, the present invention provides the following technical solutions:
In a tunnel full-scale model test apparatus, the improvement comprising:
a concrete reaction structure comprising:
the raft foundation 1 comprises a reinforced concrete foundation with a circular section and is used as a supporting foundation of a tunnel full-scale model test device;
a support wall 2 comprising an annular concrete structure; the supporting wall and the raft foundation are coaxially arranged on the raft foundation, and the outer diameter of the supporting wall is smaller than the diameter of the raft foundation;
the test device further comprises: 16 sets of independent servo oil source control devices 3 are uniformly arranged on the inner wall of the supporting wall 2 in the circumferential direction; the servo oil source control device 3 comprises a hydraulic device which can extend and retract towards the axle center of the supporting wall;
The test device further comprises:
a loading plate 4 comprising 16 arcuate plates; the center line of each plate-shaped object points to the axle center of the supporting wall; the 16 plate-shaped objects form a ring corresponding to the supporting wall; the loading plate is connected with a hydraulic device so that the servo oil source control device 3 can apply pressure to the loading plate 4;
An inner die plate 5 comprising a circular ring-shaped steel plate; the inner template 5 is arranged concentrically with the supporting wall;
filling a similar ratio material 6 between the loading plate 4 and the inner template 5 to form a surrounding rock structure so as to simulate the surrounding rock environment of a tunnel; and the NPR anchor rod/anchor cable is fixedly arranged in the surrounding rock structure.
Preferably, the apparatus further comprises: the secondary lining 9 is of an annular concrete structure; the outer diameter size of the secondary lining is matched with the inner diameter size of the surrounding rock structure; the secondary lining is arranged concentrically with the surrounding rock structure.
Preferably, the apparatus further comprises: foundation pit plain soil 7 is filled at the periphery of the supporting wall; the filling height of the foundation pit plain soil 7 is flush with the upper surface of the supporting wall.
Preferably, the reinforcement of the raft foundation comprises an upper layer annular rib 1-1, a lower layer annular rib 1-2, a radiation rib 1-3 and a single limb stirrup 1-4 which are arranged in a mutually crossed manner:
wherein, the upper layer annular rib 1-1 is three-level steel with phi 22mm and parallel spacing of 200 mm;
the lower annular rib 1-2 is three-stage steel with phi 22mm and parallel spacing of 200 mm;
The raft foundation radial ribs 1-3 are three-stage steel with phi 22mm and end spacing of 200 mm; the radial ribs 1-3 are radially paved on the upper annular rib 1-1 and the lower annular rib 1-2 by taking the center of the raft foundation as an origin;
The single-limb stirrup 1-4 is three-stage steel with phi 6mm and the transverse and longitudinal spacing of 600 mm; the single-limb stirrup 1-4 is connected with the upper annular rib 1-1 and the lower annular rib 1-2.
Preferably, the reinforcement arrangement of the support wall comprises annular ribs, vertical ribs and support wall radiation ribs which are arranged in a mutually crossed manner;
The annular rib includes: the outer annular rib 2-1 is three-stage steel with phi 25mm and vertical spacing of 100 mm; the inner annular rib 2-2 is three-stage steel with phi 22mm and vertical spacing of 100 mm; and the middle annular rib 2-3 is three-level steel with phi 20mm, vertical spacing and horizontal spacing of 200 mm;
The vertical muscle includes: the first vertical ribs 2-4 are three-level steel with phi 25mm and circumferential spacing of 200mm and are connected with the outer annular ribs 2-1; the second vertical ribs 2-5 are three-level steel with phi 22mm and circumferential spacing of 200mm and are connected with the inner annular ribs 2-2; the third vertical rib 2-6 is three-level steel with phi 20mm and circumferential spacing of 200mm and is connected with the middle annular rib 2-3;
the support wall radiation muscle includes: three rows of horizontally distributed first radial ribs 2-7 overlapped with the raft foundation 1 are three-level steel with phi 18mm, vertical spacing of 200mm and end spacing of 200 mm;
and eight rows of second radiating ribs 2-8 which are horizontally distributed are three-level steel with phi 18mm, vertical spacing of 200mm and end spacing of 200 mm.
Preferably, the similarity ratio material comprises:
river sand: gypsum powder: barite powder: the weight ratio of the water is 8:2:5:1, a simulation method for hard rock;
river sand: gypsum powder: barite powder: the weight ratio of the water is 8:3:2:1, a medium hard rock is simulated;
river sand: gypsum powder: barite powder: the weight ratio of the water is 8:5:1:1, for simulating soft rock.
Preferably, the test device further comprises a main machine and four extensions; each extension controls four sets of servo oil source control devices 3, and the host computer controls four extensions.
Preferably, the test device further comprises an anchoring system 8, and the anchoring system 8 extends into the foundation pit plain soil 7 along the radial direction of the supporting wall; the anchoring system 8 comprises:
the anchor cable pipeline 8-1 is pre-buried, and the diameter of the pre-buried anchor cable pipeline 8-1 corresponds to the diameter of the NPR anchor rod/anchor cable;
the lockset 8-2 is arranged at the extending end of the embedded anchor cable pipeline 8-1; the extending end extends out of foundation pit plain soil 7;
the lock 8-2 is arranged in the anchoring pit 8-3, and the lock 8-2 and the embedded anchor cable duct 8-1 are fixed by the anchor bolts 8-4.
The application also relates to a construction method of the tunnel full-scale model test device, which is improved in that the method comprises the following steps:
Step S1, a foundation pit is formed; the diameter of the foundation pit is 20m, and the depth is 2.8m;
Step S2, setting a concrete reaction structure:
S2-1, setting a raft foundation; the diameter of the foundation raft is 18.6m, and the height is 1.3m;
s2-2, setting a supporting wall; the inner diameter of the supporting wall is 14m, and the outer diameter is 16.6m; 1.5m higher than the foundation raft;
s4, backfilling the foundation pit plain soil; filling foundation pit plain soil at the periphery of a concrete reaction structure; the backfill height is the same as the height of the supporting wall; the backfill range at the bottommost part is at least 1m more than the raft foundation;
Step S5, setting a servo oil source control device; uniformly and fixedly placing 16 servo oil source control devices at positions required by experiments;
S6, setting a loading plate; connecting the loading plate with a hydraulic device in the servo oil source control device; the loading plate can move towards the center of the concrete reaction structure through the pressure applied by the servo oil source control device;
s7, setting an inner template, wherein the inner template is arranged at the center of the concrete reaction structure;
S8, pouring a similar ratio material;
And S9, setting an NPR anchor rod/anchor rope, installing an anchor rope axial force meter at the tensioning end of the NPR anchor rod/anchor rope, and setting a strain gauge on the NPR anchor rod/anchor rope to simulate the tunnel environment with NPR anchor rod/anchor rope support.
Preferably, step S8 further includes secondary lining construction, including the steps of:
s8-1 surrounding rock structure construction: casting a concrete surrounding rock structure with the diameter of 1.3m and the thickness of 0.5m by using a similar ratio material;
And the step S8-2 of secondary lining construction comprises the step of pouring concrete secondary lining with the diameter of 1.2m and the thickness of 0.4m on the inner wall of the surrounding rock structure.
The beneficial effects are that:
1. Providing high stress. For full-size tunnel full-scale model tests, a test model needs to be given a stress large enough to simulate the stress of an actual tunnel structure. The test device can provide 16000kN maximum full-edge bearing capacity and 20000kN limit full-edge bearing capacity, and can meet the strength required by full-scale test.
2. Loading system optimization: pressure sensors are added at the front end and the inside of the hydraulic device to provide pressure monitoring and displacement monitoring. The control precision can reach 1%. The loading system is easy to be connected with a PLC (programmable logic controller) and other control systems, so that high-precision motion control is realized. The maintenance cost is low, the servo oil source control device only needs to be lubricated by injecting grease regularly when working in a complex environment, and no vulnerable part needs to be maintained and replaced.
3. NPR anchor rod/cable anchor. The test device can realize the anchoring of the NPR anchor rod/anchor cable, thereby carrying out full-scale test on the NPR tunnel supporting structure.
4. And (5) testing a multi-working-condition model. The inside tunnel inner formworks that is equipped with of test system can realize the model test of different tunnel diameters through changing inner formworks size to through changing surrounding rock joint condition, support mode and material ratio, can carry out full-scale test to the tunnel structure under the multiplex condition.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application. Wherein:
FIG. 1 is a schematic top view of a tunnel full-scale model test apparatus according to the present application;
FIG. 2 is a schematic cross-sectional view of a tunnel full-scale model test device according to the present application;
FIG. 3 is a diagram of a raft foundation according to the present application;
Fig. 4 is a raft foundation reinforcement graph according to the present application;
FIG. 5 is a schematic view of a support wall according to the present application;
FIG. 6 is a schematic view of a reinforcement of a support wall according to the present application;
FIG. 7 is a schematic illustration of a simulated surrounding rock joint according to the present application;
FIG. 8 is a schematic diagram of a test setup for NPR anchor rod/cable support in accordance with the present application;
FIG. 9 is a schematic view of an anchoring system according to the present application;
FIG. 10 is an enlarged schematic view of an anchoring system according to the present application;
FIG. 11 is a schematic illustration of a test rig with secondary lining in accordance with the present application;
FIG. 12 is a schematic view of a secondary lining reinforcement according to the present application;
1, a raft foundation; 1-1, upper annular ribs; 1-2, lower annular ribs; 1-3, radiating ribs; 1-4, single limb stirrups; 2. supporting walls; 2-1, outer annular ribs; 2-2, inner annular ribs; 2-3, middle annular ribs; 2-4, first vertical ribs; 2-5, second vertical ribs; 2-6, a third vertical rib; 2-7, a first radial rib; 2-8, second radial ribs; 3. a servo oil source control device; 4. a loading plate; 5. an inner template; 6. a material of similar ratio; 7. foundation pit plain soil; 8. an anchoring system; 8-1, embedding anchor cable pipelines; 8-2, lockset; 8-3, anchoring pit; 8-4, anchoring bolts; 9. secondary lining; 9-1, longitudinal ribs; 9-2, stirrups; 10. a surrounding rock structure; 11. NPR anchor rod/cable.
Detailed Description
The following description of the technical solutions in the embodiments of the present invention will be clear and complete, and it is obvious that the described embodiments are only some embodiments of the present invention, but not all embodiments. All other embodiments, which are derived by a person skilled in the art based on the embodiments of the invention, fall within the scope of protection of the invention.
In the description of the present invention, the terms "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", etc. refer to the orientation or positional relationship based on that shown in the drawings, merely for convenience of description of the present invention and do not require that the present invention must be constructed and operated in a specific orientation, and thus should not be construed as limiting the present invention. The terms "coupled" and "connected" as used herein are to be construed broadly and may be, for example, fixedly coupled or detachably coupled; either directly or indirectly through intermediate components, the specific meaning of the terms being understood by those of ordinary skill in the art as the case may be.
The invention will be described in detail below with reference to the drawings in connection with embodiments. It should be noted that, without conflict, the embodiments of the present invention and features of the embodiments may be combined with each other.
With the deep development of domestic engineering, the roadway, tunnel and the like often show large deformation characteristics, such as large deformation of soft rock, large deformation of rock burst, large deformation of impact, large deformation of gas and the like. The constant-resistance large-deformation NPR anchor rod/anchor cable with the negative Poisson ratio effect is embedded into a rock mass through an anchoring agent, and then the constant-resistance large-deformation NPR anchor rod/anchor cable and the anchoring agent are interacted to generate cooperative deformation to form an NPR rock mass, so that surrounding rock conditions can be improved. In this regard, it is desirable to ensure adequate mechanical properties of the NPR anchor rod/cable. The mechanical properties of the NPR material can be tested to effectively obtain the superiority of the NPR material, and a great deal of work is done on the tensile, shearing and impact resistance properties of the NPR material at present. In the prior art, the mechanical property test of NPR steel materials under different pull-shear angles and the test of the NPR anchoring property are realized. But the NPR anchor rod/cable support effect has not been tested in a very good manner.
The existing full-size tunnel full-scale model test equipment is more large-size full-scale tests aiming at the shield segments, and can restore the true stress state and disease development mechanism of the shield segments. However, for the tunnel surrounding rock structure under the NPR anchor rod/anchor rope support, no better method is adopted to perform full-scale experiments so as to study the stress characteristics of the NPR anchor rod/anchor rope support. It is therefore necessary to design full-scale model test equipment for full-scale tunnels to test NPR anchor rod/cable support effectiveness.
Accordingly, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
In order to solve the problems, the invention provides a full-scale model test device for a tunnel and a construction method thereof, which can simulate the complex stress condition of deep rocks, simulate various stress combination modes and test the deformation condition of a tunnel supporting structure under the action of all stress combinations, thereby providing detailed and systematic test data for designing a novel supporting system.
The invention relates to the technical field of rock-soil deep foundation pit, tunnel and coal mine underground roadway support, in particular to a full-scale model test device for a tunnel and a construction method thereof.
The test device comprises a concrete counterforce structure, a servo oil source control device, a loading plate, a tunnel inner template and foundation pit plain filling soil. The concrete reaction structure adopts a reinforced concrete carrier, the internal dimension of the reinforced concrete carrier is 14000mm, the bottom dimension of the reinforced concrete carrier is 18600mm, the maximum whole edge bearing of the reinforced concrete carrier is 16000kN, the limit whole edge bearing capacity of the reinforced concrete carrier is 20000kN, the carrier adopts a threaded steel three-dimensional woven reinforced mesh with the diameter of 16mm, and the reinforced concrete carrier is formed by casting C30 concrete at one time.
Specifically, as shown in fig. 1 and 2, the application relates to a tunnel full-scale model test device, which is improved in that the test device comprises:
the concrete reaction structure comprises the following components,
The raft foundation 1 can be regarded as the lower part of a concrete counterforce structure, comprises a reinforced concrete foundation with a circular section and is used as a supporting foundation of the tunnel full-scale model test device;
The support wall 2, which can be regarded as the upper part of the concrete reaction structure, comprises an annular concrete structure; the supporting wall 2 and the raft foundation 1 are coaxially arranged on the raft foundation 1, and the outer diameter of the supporting wall 2 is smaller than the diameter of the raft foundation 1.
The test device further comprises: 16 sets of independent servo oil source control devices 3, wherein each servo oil source control device 3 comprises a servo loading device; the servo oil source control device 3 is uniformly arranged on the inner wall of the supporting wall 2 in the circumferential direction; the servo oil source control device 3 includes a hydraulic device and is capable of extending and contracting toward the axial center of the support wall 2. Specifically, the 16 servo oil source control devices 3 are all independently controlled, are uniformly and annularly arranged in the support wall 2 and are closely attached to the inner wall of the support wall 2. The roller with the buckle is arranged at the bottom of the servo oil source control device 3, so that the servo oil source control device 3 can conveniently move, and the roller can be locked by the buckle when moving to a designated position, so that the servo oil source control device is convenient to fix.
The test device further comprises:
A loading plate 4 comprising 16 arcuate plates; the center line of each plate-shaped object points to the axle center of the supporting wall 2; the 16 plate-shaped objects form a ring corresponding to the supporting wall 2; the loading plate 4 is connected with a hydraulic device so that the servo oil source control device 3 can apply pressure to the loading plate 4;
the inner template 5 comprises a circular ring surrounded by steel plates; the inner formwork 5 is disposed concentrically with the support wall 2.
Preferably, as shown in fig. 3 to 4, the raft foundation 1 is a circular foundation, and the reinforcement arrangement includes: the upper layer annular rib 1-1 with the phi 22mm and the parallel interval of 200mm is adopted, namely the upper layer annular rib 1-1 with the model of 22@200 is adopted; and adopting a lower annular rib 1-2 with phi 22mm and a parallel interval of 200mm, namely adopting the lower annular rib 1-2 with the model number of 22@200; wherein, the upper layer annular rib 1-1 and the lower layer annular rib 1-2 are respectively provided with a radial rib 1-3 with the tail end spacing of 200mm and phi 22mm, namely, the radial rib 1-3 with the model of 22@200 is adopted. Wherein, single limb stirrups 1-4 which are arranged in a rectangle with phi 6mm and 600mm of transverse and longitudinal intervals are adopted, namely, the model number is 6@600X100, and the upper annular rib and the lower annular rib are bound.
Preferably, as shown in fig. 5 and 6, the supporting wall 2 is an annular concrete structure, and the reinforcement arrangement of the supporting wall comprises annular ribs, vertical ribs and supporting wall radiating ribs which are connected with each other; the height of the reinforcing bars of the support wall is equal to that of the support wall.
Specifically, the reinforcement arrangement of the support wall 2 comprises annular ribs, vertical ribs and support wall radial ribs. Wherein, annular muscle includes: the outer annular rib 2-1 with the phi of 25mm and the vertical spacing of 100mm is adopted, namely the outer annular rib 2-1 with the model number of 25@100; adopting an inner annular rib 2-2 with phi 22mm and a vertical spacing of 100mm, namely the inner annular rib 2-2 with the model number of 22@100; the middle annular rib 2-3 with the phi of 20mm and the vertical spacing and the horizontal spacing of 200mm is adopted, namely the middle annular rib 2-3 with the model of 20@200X200.
Wherein, vertical muscle includes: the vertical ribs connected with the outer annular rib 2-1 adopt first vertical ribs 2-4 with phi 25mm and a circumferential spacing of 200mm, namely, the first vertical ribs 2-4 with the model number of 25@200; the vertical ribs connected with the inner annular rib 2-2 adopt second vertical ribs 2-5 with phi 22mm and a circumferential spacing of 200mm, namely second vertical ribs 2-5 with the model number of 22@200; the vertical ribs connected with the middle annular rib 2-3 adopt third vertical ribs 2-6 with phi 20mm and a circumferential spacing of 200mm, namely third vertical ribs 2-6 with the model number of 20@200. Wherein, the third vertical ribs 2-6 are uniformly arranged in 5 rows.
Wherein, the radiation muscle includes: the first radiating ribs 2-7 which are arranged at the bottom of the supporting wall 2, namely the connection superposition part with the raft foundation 1, are in three rows of horizontally distributed first radiating ribs 2-7 with phi 18mm, vertical spacing of 200mm and terminal spacing of 200mm, namely the model number of the first radiating ribs 2-7 is 18@200.
The upper part of the support wall 2, namely the part of the support wall 2 extending out of the raft foundation 1, the radiating ribs adopt eight rows of horizontally distributed second radiating ribs 2-8 with phi 18mm, vertical spacing 200mm and terminal spacing 200mm, namely the second radiating ribs 2-8 with the model number of 18@200X200.
Wherein, the steel bars used in the application are three-level steel.
Preferably, the 16 sets of independent servo oil source control devices 3 adopted by the application are annularly arranged on the inner side of the supporting wall 2, and support reaction force is provided by a concrete reaction force structure. The servo oil source control device 3 is finished products in the prior art, and mainly comprises a hydraulic device, namely a hydraulic telescopic oil cylinder, and other servo control systems. The hydraulic telescopic cylinder can extend and retract towards the axle center of the supporting wall 2.
Preferably, the 16 sets of servo oil source control devices 3 are controlled by closed loop servo, the control precision reaches 0.01mm, and the thrust can be precisely controlled. Specifically, the test device adopts an integrated design, each 4 sets of servo oil source control devices 3 are connected to one control extension, and each control extension realizes control, connection and data acquisition of the 4 sets of servo oil source control devices 3. The application relates to 16 sets of servo oil source control devices 3, so that 4 control extensions are required to be arranged. A main controller is further arranged to control and process data of the 4 control extensions so as to control 16 sets of servo oil source control devices 3. The loading plate 4 is applied with thrust force to the tunnel structure through a hydraulic device, and model tests of different tunnel diameters are realized through changing the size of the inner template 5. The main control machine and the control extension machine related to the application are all computers.
The application also needs to fill a similar ratio material 6 between the loading plate 4 and the inner template 5 to form a surrounding rock structure so as to simulate the surrounding rock environment of the tunnel; and fixing the NPR anchor/anchor line 11 in the similar ratio material 6, it is understood that fixing the NPR anchor/anchor line 11 in the surrounding rock structure. The tunnel surrounding rock environment comprises hard rock, medium hard rock and soft rock. Different tunnel surrounding rock environments can be simulated by selecting different similarity ratio materials 6.
Specifically, the test system can realize full-scale test on tunnel structures under different working conditions, as shown in fig. 7, and can simulate the stress characteristics of the tunnel structures under different working conditions by changing the joint of surrounding rock and by different supporting modes and different material ratios. The change of the surrounding rock joint can be realized by changing the joint density, and the supporting mode can be divided into NPR anchor rod/anchor rope supporting and NPR-free anchor rod/anchor rope supporting.
Specifically, a in fig. 7 represents an jointed surrounding rock tunnel; b in fig. 7 represents an articulated surrounding rock tunnel under NPR anchor rod/cable support; c in fig. 7 represents a very broken surrounding rock tunnel; d in fig. 7 represents a very broken surrounding rock tunnel under NPR anchor rod/cable support.
Preferably, as shown in table 1, the similarity ratio material 6 includes:
river sand: gypsum powder: barite powder: the weight ratio of water is 8:2:5:1, and the water is used for simulating hard rock; wherein the hard rock strength is greater than 100MPa, i.e. used to simulate a hard rock surrounding rock environment as shown by a in fig. 7 and b in fig. 7.
River sand: gypsum powder: barite powder: the weight ratio of water is 8:3:2:1, and the water is used for simulating medium hard rock; wherein the strength of the medium hard rock is between 50MPa and 100 MPa;
River sand: gypsum powder: barite powder: the weight ratio of water is 8:5:1:1, and the water is used for simulating soft rock; wherein the soft rock strength is less than 50MPa, i.e. simulating a soft rock surrounding rock environment as shown by c in fig. 7 and d in fig. 7.
Table 1 material composition ratio table of similarity ratio
Preferably, as shown in fig. 8, NPR anchor rods/ropes 11 are fixed in the similar ratio material 6 to simulate the supporting structure of the NPR anchor rods/ropes in the surrounding rock of the tunnel. Specifically, the supporting construction adopts the supporting construction that tunnel rock wall is commonly used can, includes:
A reinforcing mesh laid on the similar ratio material 6;
the steel belts are uniformly arranged on the steel bar net;
The tray is arranged on the steel belt;
The NPR anchor rod/anchor cable 11 passes through the tray, the steel belt and the steel bar net in sequence at the same time, and is fixed in the similar ratio material 6.
Preferably, the tunnel full-scale model test device further comprises: foundation pit plain soil 7 is filled at the periphery of the supporting wall 2; the filling height of the foundation pit plain soil 7 is flush with the upper surface of the supporting wall 2. Preferably, as shown in fig. 9, an anchoring system 8 is also provided for ease of installation and securing of the NPR anchor rod/cable 11. The anchoring system 8 extends radially along the supporting wall 2 and penetrates into the foundation pit plain soil 7. Specifically, the anchoring system 8 and the servo oil source control device 3 are arranged in a staggered manner along the circumferential direction of the support wall 2. As shown in fig. 10, the anchoring system 8 includes: pre-burying anchor cable pipelines 8-1 corresponding to the diameter of the NPR anchor rod/anchor cable 11; the extending end of the embedded anchor cable pipeline 8-1 extends out of the foundation pit plain soil 7, and a lock 8-2 is arranged at the extending end; the lock 8-2 is arranged in the anchoring pit 8-3, and the lock 8-2 and the embedded anchor cable duct 8-1 are fixed by the anchor bolts 8-4. Wherein, the embedded anchor cable duct 8-1 is used for placing the NPR anchor rod/anchor cable 11, and the size of the embedded anchor cable duct 8-1 corresponds to the diameter of the NPR anchor rod/anchor cable 11; the lockset 8-2 and the anchoring bolt 8-4 are made of common equipment in the prior art; the anchoring pit 8-3 forms a certain friction resistance and supporting function with the stratum through the NPR anchor rod/anchor cable 11, and ensures the reliability and stability of stress transmission through the mutual traction and support of the rod body of the NPR anchor rod/anchor cable 11 and the anchoring pit 8-3.
Preferably, as shown in fig. 11, the apparatus further comprises: the secondary lining 9 is of an annular concrete structure; the outer diameter size of the secondary lining 9 is matched with the inner diameter size of the surrounding rock structure 10; the secondary lining 9 is arranged concentrically with the surrounding rock structure 10;
in particular, in the case of secondary lining 9, NPR anchor rods/lines 11 are fixed in the similar ratio material 6 through the secondary lining 9.
Meanwhile, a surrounding rock structure 10 with the ring width of 500mm and the diameter of 13000mm is adopted; and a secondary lining 9 with a ring width of 400mm and a diameter of 12000mm is adopted; the secondary lining 9 reinforcement is shown in figure 12, and the 9 vertical reinforcements are bound by adopting a phi 22mm longitudinal reinforcement 9-1 with the interval of 240mm, namely the longitudinal reinforcement 9-1 with the model of phi 22@240, and a phi 8mm stirrup 9-2 with the interval of 200mm, namely the stirrup 9-2 with the model of phi 8@200.
Based on the tunnel full-scale model test device, the application also relates to a construction method of the tunnel full-scale model test device, which is improved in that the method comprises the following steps:
Step S1, a foundation pit is formed; the diameter of the foundation pit is 20m, and the depth is 2.8m;
Step S2, setting a concrete reaction structure:
S2-1, setting a raft foundation 1; the diameter of the foundation raft is 18.6m, and the height is 1.3m;
s2-2, setting a supporting wall 2; the inner diameter of the supporting wall 2 is 14m, and the outer diameter is 16.6m; height 1.5m. Wherein, raft foundation 1 and supporting wall arrangement of reinforcement adopt the former setting mode, after the arrangement of reinforcement is accomplished, pour the construction that concrete reaction structure was accomplished to the concrete.
S4, backfilling the foundation pit plain soil 7; and filling foundation pit plain soil 7 at the periphery of the concrete reaction structure. Specifically, the foundation pit plain soil 7 is filled outside the outer ring of the support wall 2, and covers a portion of the raft foundation 1 which is more than the support wall 2. The height of the backfilled foundation pit plain soil 7 is the same as that of the supporting wall 2; and the bottommost range of the backfilled foundation pit plain soil 7 is at least 1m more than the raft foundation.
Step S5, setting a servo oil source control device 3; each servo oil source control device 3 mainly comprises a hydraulic device, namely a hydraulic telescopic cylinder; the bottom of the servo oil source control device 3 is provided with a roller, and the servo oil source control device 3 is placed at the position required by the experiment during the experiment.
Step S6, setting a loading plate 4; specifically, the loading plate 4 is formed by an arc-shaped steel plate, is connected with a hydraulic device in the servo oil source control device 3, and can uniformly distribute the force transmitted by the hydraulic device. The loading plate 4 is movable toward the center of the concrete reaction structure by the pressure applied by the hydraulic device.
Step S7, setting an inner template 5, and setting the inner template 5 at the center position of the concrete reaction structure; specifically, the inner template 5 is a circular ring surrounded by steel plates with certain thickness, and when similar materials are poured, the inner template 5 is required to be ensured to be positioned at the right center of the concrete counterforce structure.
S8, pouring a similar ratio material 6; specifically, one material is used for each test, after the test is finished, the test material is removed and then the next group of tests are carried out, and the similar material is cleaned manually or mechanically after each test is finished. Wherein, the inner template 5 is required to be removed after the similar ratio material 6 is solidified and stabilized.
The tunnel full-scale model test device can be used for carrying out simulation experiments on the stress of an actual tunnel structure.
Preferably, the construction method further comprises a step S9 of providing NPR anchor rods/ropes 11 for simulating a tunnel environment with NPR anchor rod/ropes support. Specifically, step S9 includes:
Step S9-1: laying a reinforcing mesh on the similar ratio material 6;
step S9-2: uniformly arranging the steel strips on a reinforcing mesh;
Step S9-3: setting the tray on the steel belt;
Step S9-4: the NPR anchor rods/ropes 11 are simultaneously and sequentially passed through the pallet, steel belts and steel mesh and fixed in the similar ratio material 6.
Preferably, the step S8 further comprises the construction of a secondary lining 9, and the concrete steps are as follows:
Step S8-1, construction of the surrounding rock structure 10: casting a concrete surrounding rock structure 10 with the diameter of 1.3m and the thickness of 0.5m by using a similar ratio material 6;
The construction of the secondary lining 9 in the step S8-2 comprises the step of pouring a concrete secondary lining 9 with the diameter of 1.2m and the thickness of 0.4m on the inner wall of the surrounding rock structure 10. The reinforcement scheme is adopted. The concrete adopts C40 concrete.
In the construction of NPR anchor rod/anchor cable support with secondary lining 9, the reinforcing mesh is laid on secondary lining 9, NPR anchor rod/anchor cable 11 simultaneously passes through the pallet, steel belt and reinforcing mesh in sequence, passes through secondary lining 9 and surrounding rock structure 10, and fixes NPR anchor rod/anchor cable 11 in similar ratio material 6.
The loading plate 4, the inner template 5, the similar materials and the NPR anchor rods/cables 11 are all application examples, and can be changed according to different experimental requirements.
When the stress characteristic analysis of the NPR anchor rod/anchor rope support is carried out, the pressure sensor is additionally arranged at the front end and the inside of the hydraulic device of the servo oil source control device 3, so that pressure monitoring and displacement monitoring can be provided. Stress monitoring is performed by installing an anchor cable axial force meter at the tensioning end of the NPR anchor rod/anchor cable 11. Meanwhile, strain change of the anchor cable is obtained through a high-precision strain gauge arranged on the NPR anchor rod/anchor cable 11, wherein the strain gauge can be fixed on the NPR anchor rod/anchor cable 11 in a pasting mode. And finally, the sensing data are transmitted to a control extension machine and a main control machine for data processing and analysis of stress characteristics of the NPR anchor rod/anchor rope support.
The foregoing description of the preferred embodiments of the invention is not intended to limit the invention to the particular embodiments disclosed, but on the contrary, the intention is to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the invention as defined by the appended claims.
Claims (7)
1. A tunnel full-scale model test device, characterized in that the test device comprises:
a concrete reaction structure comprising:
the raft foundation (1) comprises a reinforced concrete foundation with a circular section and is used as a supporting foundation of the tunnel full-scale model test device;
A support wall (2) comprising an annular concrete structure; the supporting wall and the raft foundation are coaxially arranged on the raft foundation, and the outer diameter of the supporting wall is smaller than the diameter of the raft foundation;
The test device further comprises: 16 sets of independent servo oil source control devices (3) are uniformly arranged on the inner wall of the supporting wall (2) in a circumferential direction; the servo oil source control device (3) comprises a hydraulic device which can stretch and retract towards the axle center of the supporting wall;
The test device further comprises:
A loading plate (4) comprising 16 arc-shaped plate-like objects; the center line of each plate-shaped object points to the axle center of the supporting wall; the 16 plate-shaped objects form a ring corresponding to the supporting wall; the loading plate is connected with the hydraulic device so that the servo oil source control device (3) can apply pressure to the loading plate (4);
An inner die plate (5) comprising a circular steel plate; the inner template (5) and the supporting wall are concentrically arranged;
Filling a similar ratio material (6) between the loading plate (4) and the inner template (5) to form a surrounding rock structure so as to simulate the surrounding rock environment of a tunnel; the NPR anchor rod/anchor cable is fixedly arranged in the surrounding rock structure;
The reinforcement of the raft foundation comprises an upper layer annular reinforcement (1-1), a lower layer annular reinforcement (1-2), a radial reinforcement (1-3) and a single limb stirrup (1-4) which are arranged in a mutually crossing manner:
Wherein, the upper layer annular rib (1-1) is three-level steel with phi 22mm and parallel spacing of 200 mm;
The lower annular rib (1-2) is three-level steel with phi 22mm and parallel spacing of 200 mm;
The raft foundation radial ribs (1-3) are three-level steel with phi 22mm and end spacing of 200 mm; the radial ribs (1-3) are radially paved on the upper annular rib (1-1) and the lower annular rib (1-2) by taking the center of the raft foundation as an origin;
the single-limb stirrups (1-4) are three-level steel with phi 6mm and the transverse and longitudinal intervals of 600 mm; the single-limb stirrup (1-4) is connected with the upper annular rib (1-1) and the lower annular rib (1-2);
the reinforcement arrangement of the support wall comprises annular ribs, vertical ribs and support wall radiation ribs which are arranged in a crossing manner;
The annular rib includes: the outer annular rib (2-1) is three-stage steel with phi 25mm and vertical spacing of 100 mm; the inner annular rib (2-2) is three-stage steel with phi 22mm and vertical spacing of 100 mm; and the middle annular rib (2-3) is three-level steel with phi 20mm, vertical spacing and horizontal spacing of 200 mm;
the vertical rib includes: the first vertical ribs (2-4) are three-level steel with phi 25mm and circumferential spacing of 200mm and are connected with the outer annular ribs (2-1); the second vertical ribs (2-5) are tertiary steel with phi 22mm and circumferential spacing of 200mm and are connected with the inner annular ribs (2-2); the third vertical rib (2-6) is three-level steel with phi 20mm and circumferential spacing of 200mm and is connected with the middle annular rib (2-3);
the support wall radiation rib includes: three rows of horizontally distributed first radial ribs (2-7) overlapped with the raft foundation (1) are three-level steel with phi 18mm, vertical spacing of 200mm and end spacing of 200 mm;
eight rows of second radial ribs (2-8) which are horizontally distributed are three-level steel with phi 18mm, vertical spacing of 200mm and end spacing of 200 mm;
The similarity ratio material comprises:
river sand: gypsum powder: barite powder: the weight ratio of the water is 8:2:5:1, a simulation method for hard rock;
river sand: gypsum powder: barite powder: the weight ratio of the water is 8:3:2:1, a medium hard rock is simulated;
river sand: gypsum powder: barite powder: the weight ratio of the water is 8:5:1:1, for simulating soft rock.
2. The tunnel full-scale model test apparatus of claim 1, wherein the apparatus further comprises: the secondary lining (9) is of an annular concrete structure; the outer diameter size of the secondary lining is matched with the inner diameter size of the surrounding rock structure; the secondary lining is arranged concentrically with the surrounding rock structure.
3. The tunnel full-scale model test apparatus of claim 1, wherein the apparatus further comprises: foundation pit plain soil (7) is filled at the periphery of the supporting wall; and the filling height of the foundation pit plain soil (7) is flush with the upper surface of the supporting wall.
4. The tunnel full-scale model test apparatus of claim 1, further comprising a host machine and four extensions; each extension controls four sets of servo oil source control devices (3), and the host controls four extensions.
5. The tunnel full-scale model test device according to claim 1, further comprising an anchoring system (8), wherein the anchoring system (8) extends radially into the foundation pit plain soil (7) along the supporting wall; the anchoring system (8) comprises:
The diameter of the pre-buried anchor cable pipeline (8-1) corresponds to the diameter of the NPR anchor rod/anchor cable;
the lockset (8-2) is arranged at the extending end of the embedded anchor cable pipeline (8-1); the extending end extends out of foundation pit plain soil (7);
The lockset (8-2) is arranged in the anchoring pit (8-3), and the lockset (8-2) and the embedded anchor cable pipeline (8-1) are fixed by using the anchoring bolt (8-4).
6. A construction method for the tunnel full-scale model test apparatus according to any one of claims 1 to 5, characterized in that the method comprises:
Step S1, a foundation pit is formed; the diameter of the foundation pit is 20m, and the depth of the foundation pit is 2.8m;
Step S2, setting a concrete reaction structure:
S2-1, setting a raft foundation; the diameter of the foundation raft is 18.6m, and the height is 1.3m;
s2-2, setting a supporting wall; the inner diameter of the supporting wall is 14m, and the outer diameter of the supporting wall is 16.6m; 1.5m higher than the foundation raft;
s4, backfilling the foundation pit plain soil; filling the foundation pit plain soil at the periphery of the concrete reaction structure; the backfill height is the same as the height of the supporting wall; the backfill range at the bottommost part is at least 1m more than the raft foundation;
Step S5, setting a servo oil source control device; uniformly and fixedly placing 16 servo oil source control devices at positions required by experiments;
S6, setting a loading plate; connecting the loading plate with a hydraulic device in the servo oil source control device; the loading plate can move towards the center of the concrete reaction structure through the pressure applied by the servo oil source control device;
s7, setting an inner template, wherein the inner template is arranged at the center of the concrete reaction structure;
S8, pouring a similar ratio material;
and S9, setting an NPR anchor rod/anchor rope, installing an anchor rope axial force meter at the tensioning end of the NPR anchor rod/anchor rope, and setting a strain gauge on the NPR anchor rod/anchor rope to simulate a tunnel environment with NPR anchor rod/anchor rope support.
7. The method for constructing a full-scale model test device for tunnels according to claim 6, wherein the step S8 further comprises a secondary lining construction, comprising the steps of:
s8-1 surrounding rock structure construction: casting a concrete surrounding rock structure with the diameter of 1.3m and the thickness of 0.5m by using a similar ratio material;
and S8-2, performing secondary lining construction, namely pouring concrete secondary lining with the diameter of 1.2m and the thickness of 0.4m on the inner wall of the surrounding rock structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202410370190.XA CN117969292B (en) | 2024-03-29 | 2024-03-29 | Tunnel full-scale model test device and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202410370190.XA CN117969292B (en) | 2024-03-29 | 2024-03-29 | Tunnel full-scale model test device and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN117969292A CN117969292A (en) | 2024-05-03 |
| CN117969292B true CN117969292B (en) | 2024-06-18 |
Family
ID=90853352
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202410370190.XA Active CN117969292B (en) | 2024-03-29 | 2024-03-29 | Tunnel full-scale model test device and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN117969292B (en) |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111044375A (en) * | 2019-11-08 | 2020-04-21 | 浙江大学城市学院 | Reaction well loading device and method capable of carrying out large-scale full-scale test on pipe sheet |
| CN115326582A (en) * | 2022-08-09 | 2022-11-11 | 中国水利水电科学研究院 | Test device and test method for simulating supporting and lining stress under large deformation and fault dislocation of soft rock |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US10969314B2 (en) * | 2019-07-05 | 2021-04-06 | Shandong University Of Science And Technology | Device and method for anchor bolt (cable) supporting structure test and anchoring system performance comprehensive experiment |
-
2024
- 2024-03-29 CN CN202410370190.XA patent/CN117969292B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111044375A (en) * | 2019-11-08 | 2020-04-21 | 浙江大学城市学院 | Reaction well loading device and method capable of carrying out large-scale full-scale test on pipe sheet |
| CN115326582A (en) * | 2022-08-09 | 2022-11-11 | 中国水利水电科学研究院 | Test device and test method for simulating supporting and lining stress under large deformation and fault dislocation of soft rock |
Also Published As
| Publication number | Publication date |
|---|---|
| CN117969292A (en) | 2024-05-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Wang et al. | Comparative study of model tests on automatically formed roadway and gob-side entry driving in deep coal mines | |
| He et al. | Compensation excavation method control for large deformation disaster of mountain soft rock tunnel | |
| Song et al. | Field and laboratory study of cracking and safety of secondary lining for an existing highway tunnel in loess ground | |
| Wu et al. | Seismic response of subway station in soft soil: Shaking table testing versus numerical analysis | |
| CN103452144B (en) | Large-scale three-dimensional comprehensive simulation test bench for geotechnical engineering | |
| CN103454400B (en) | Model box applied to large stereoscopic synthesis simulation test bench in geotechnical engineering | |
| CN107301305B (en) | Modeling method for realizing structural mechanical property of three-dimensional loaded duct piece | |
| CN105673049B (en) | Empty horizontal tunnel model test device and method after a kind of simulation lining wall | |
| Zhu et al. | Failure and stability analysis of deep soft rock roadways based on true triaxial geomechanical model tests | |
| CN213875269U (en) | Multifunctional tunnel model test device | |
| CN114894514B (en) | Test system and test method for arch tunnel active support bearing structure model | |
| CN111894641B (en) | Treatment and construction process for tunnel to penetrate through super-huge water-containing cavity karst cave | |
| Zheng et al. | Field measurements and analysis of real-time capsule grouting to protect existing tunnel adjacent to excavation | |
| Ye et al. | Investigating the relationship between erosion-induced structural damage and lining displacement parameters in shield tunnelling | |
| Peng et al. | Multi-echelon support method to limit asymmetry instability in different lithology roadways under high ground stress | |
| He et al. | Field experiments and numerical simulations for two types of steel tube lining structures under high internal pressure | |
| CN117969292B (en) | Tunnel full-scale model test device and construction method thereof | |
| CN114419982A (en) | Model test system and method for deformation and damage of roadway in goaf of coal pillar reserved in soft rock stratum | |
| CN103971585B (en) | The simulating test device of gob-side entry retaining anchoring pack wall load-carrying properties and method of testing | |
| CN107525719A (en) | A kind of simple modular bag concrete support analogue means and its test method | |
| CN205422740U (en) | Horizontal tunnel model test device in cavity behind simulation lining wall | |
| CN207181165U (en) | A kind of simple modular bag concrete support analogue means | |
| CN106157792B (en) | Device and method for simulating spanning of mining rock mass of iron ore open-air transfer well | |
| CN113686603B (en) | Combined bearing simulation test method for surrounding rock and lining structure of deep-buried tunnel | |
| CN109187183B (en) | Test system for foundation tensile effect of structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |