CN115201456A - Indoor experimental device and method for micro-disturbance grouting technology of operation subway - Google Patents
Indoor experimental device and method for micro-disturbance grouting technology of operation subway Download PDFInfo
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- CN115201456A CN115201456A CN202210765201.5A CN202210765201A CN115201456A CN 115201456 A CN115201456 A CN 115201456A CN 202210765201 A CN202210765201 A CN 202210765201A CN 115201456 A CN115201456 A CN 115201456A
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- 238000000034 method Methods 0.000 title claims abstract description 14
- 238000005516 engineering process Methods 0.000 title claims abstract description 13
- 239000002689 soil Substances 0.000 claims abstract description 30
- 230000007246 mechanism Effects 0.000 claims abstract description 16
- 238000001514 detection method Methods 0.000 claims abstract description 11
- 238000002474 experimental method Methods 0.000 claims abstract description 10
- 238000006243 chemical reaction Methods 0.000 claims abstract description 9
- 238000007569 slipcasting Methods 0.000 claims description 45
- 230000007704 transition Effects 0.000 claims description 9
- 239000002002 slurry Substances 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 238000013461 design Methods 0.000 claims description 5
- 238000009434 installation Methods 0.000 claims description 5
- 238000003825 pressing Methods 0.000 claims description 5
- 230000008878 coupling Effects 0.000 claims description 3
- 238000010168 coupling process Methods 0.000 claims description 3
- 238000005859 coupling reaction Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 230000002093 peripheral effect Effects 0.000 claims description 3
- 238000004062 sedimentation Methods 0.000 claims 3
- 238000004088 simulation Methods 0.000 abstract description 12
- 230000008569 process Effects 0.000 abstract description 6
- 238000009966 trimming Methods 0.000 abstract 1
- 239000011440 grout Substances 0.000 description 7
- 230000005540 biological transmission Effects 0.000 description 5
- 238000010276 construction Methods 0.000 description 4
- 238000012360 testing method Methods 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 3
- 238000006073 displacement reaction Methods 0.000 description 3
- 238000005259 measurement Methods 0.000 description 3
- 230000008439 repair process Effects 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 230000008859 change Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
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- 230000002035 prolonged effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001802 infusion Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000011159 matrix material Substances 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
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- 238000004080 punching Methods 0.000 description 1
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/38—Concrete; Lime; Mortar; Gypsum; Bricks; Ceramics; Glass
- G01N33/383—Concrete or cement
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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Abstract
The invention relates to simulation detection equipment of tunnel and shield equipment, in particular to an indoor experimental device and an experimental method for a micro-disturbance grouting technology of an operation subway. The problem that simulation equipment is lacked in a laboratory about the perturbation condition in the operation process in the prior art is solved. The invention comprises a soil box for accommodating reduced scale pipe pieces, wherein a press-fitting type cover body is arranged on the upper surface of the soil box, the cover body is arranged on a gantry-shaped reaction frame, a hydraulic telescopic rod is arranged between the cover body and the reaction frame, the reduced scale pipe pieces form reduced scale tunnels, a grouting hole is reserved at the bottom of each reduced scale tunnel and is connected with a grouting loop, a non-contact type measuring mechanism is sleeved on the grouting loop, the grouting loop also comprises a bypass branch connected with a bypass grouting pipe, the bypass grouting pipe penetrates through the cover body, and the tail end of the bypass grouting pipe is positioned on the outer side of the reduced scale tunnel. Has the advantages that: and performing a small amount of multiple superimposed grouting around the reduced tunnel stage by stage to realize roundness trimming.
Description
Technical Field
The invention relates to the field of indoor experimental devices for a micro-disturbance grouting technology of an operation subway, in particular to an indoor experimental device and an experimental method for a micro-disturbance grouting technology of an operation subway.
Background
In the field of tunnel construction, in the process of tunnel construction, the periphery is fixed by duct pieces. This is a conventional means of securing, however, after prolonged use, the applicant has found that the segment at the present stage is susceptible to deformation after prolonged use, and that repair of the deformation is very difficult.
In actual work, the deformation of the segment is divided into various forms, two sides of the segment are pressed to be wide, the segment is deformed into an oval shape integrally, and the integral part of the longitudinal surface of a front-back deformed tunnel is also subjected to settlement, in a published patent application document with the application number of CN202210386268.8, a technical method is disclosed for the shield tunnel segment wall back grouting construction method, and the method specifically comprises the following steps: s1: when the shield equipment excavates the tunnel, a tunnel segment is laid next to the shield equipment, then the telescopic transmission pipe is inserted into the space between the tunnel segment and the tunnel soil wall, and concrete is injected into the telescopic transmission pipe through the supply equipment; s2: along with the infusion of the transmission pipe, the wrapping bag at the end part of the transmission pipe is expanded, and the concrete is shaped and solidified at the inner side of the wrapping bag 2; through this kind of setting, let the expanded concrete advance get into in the parcel bag, let all parcel bags expand earlier, confirm basic shape, after the whole inflation of parcel bag, remaining concrete outwards inflation infiltration again fills up tiny gap, has not only reduced the concrete to the pressure of section of jurisdiction and soil wall, reduces the tunnel grout leakage problem that pressure too big leads to, even just take place to leak simultaneously, the concrete also can be blockked by the parcel bag, can not take place to reveal on a large scale. However, this method merely solves the problem of slurry leakage, and cannot repair deformation.
Furthermore, application number is CN202210387965.5, entitled simulation device and simulation method that shield tunnel section of jurisdiction warp and earth's surface subside, realized the effective prevention and control to displacement on the shield tunnel section of jurisdiction horizontal plane through extending structure's stopper, utilize the multilayer stratum spring that can freely dismantle in bottom, upper portion is through the subside deformation of high accuracy displacement sensor monitoring tunnel multiposition, assemble the fixed of realizing the shield tunnel section of jurisdiction position through extending structure's stopper and the cooperation of shell subassembly after accomplishing at the shield tunnel section of jurisdiction. However, the large-scale reservation equipment increases the construction cost to some extent because the deformation can not be predicted.
However, when the pipeline is subjected to overall arc-shaped settlement and deformation, the settlement is carried out in a large area and in a large length, and corresponding equipment is lacked at the present stage to repair the settled pipe pieces in batches and solve the problem of large-area deformation settlement, which cannot be solved in the prior art and a comparison document, especially, laboratory simulation equipment aiming at the problem is lacked, which is a problem that needs to be solved urgently in the prior art.
Disclosure of Invention
The invention aims to solve the problem that the micro-disturbance condition in the operation process in the prior art lacks the vacancy of simulation equipment in a laboratory.
The specific scheme of the invention is as follows: including the soil box that holds the reduced scale section of jurisdiction, the upper surface of soil box is provided with pressure equipment formula lid, the lid is installed on longmen shape reaction frame, set up hydraulic telescoping rod between lid and reaction frame, the reduced scale section of jurisdiction forms the reduced scale tunnel, reserve in every section reduced scale tunnel bottom and have the slip casting jogged joint slip casting return circuit, the slip casting return circuit includes the slip casting person in charge as the trunk road, still include to be connected with the slip casting person in charge, and with the unanimous slip casting branch pipe of tube coupling number of turns, flexonics between slip casting branch pipe and the slip casting hole that corresponds, suit measuring mechanism on the slip casting return circuit, the slip casting return circuit still includes the bypass branch road of connecting the bypass slip casting pipe, the bypass slip casting pipe pierces through the lid, its end is in the outside of reduced scale tunnel.
In the concrete implementation, be equipped with two at least transverse connection poles on the apron, longitudinal tie rod is connected to transverse connection pole's top, longitudinal tie rod's upper surface is connected the piston end of flexible hydraulic stem between the apron upper and transverse connection pole, the in-line equipartition sets up a plurality of side holes of reserving.
In specific implementation, the grouting main pipe is installed on the pipeline support, and the installation position of the tail end of the grouting main pipe coincides with the design axis of the reduced-scale tunnel.
In specific implementation, the measuring mechanism comprises a sliding block which is sleeved on the grouting main road in a sliding mode, and a non-contact distance meter is installed on the sliding block.
In specific implementation, a transition block is clamped above the grouting main road, an open stepped hole corresponding to the outline of the grouting main road is formed in the bottom of the transition block, a sliding pair is arranged between the top of the transition block and the sliding block for connection, and the non-contact range finders are arranged on the top surface and the side surfaces of the two sides of the sliding block respectively.
In specific implementation, the end part of the grouting branch pipe is also provided with an extension pipe which extends towards the bottom of the reduced scale tunnel.
In specific implementation, a timing opening and closing valve is arranged on the grouting branch pipe, and hydraulic cylinder groups are uniformly distributed on two sides of the soil box.
In specific implementation, a pressure detection mechanism for detecting the pressure of the internal pipeline is arranged on the grouting branch pipe.
The invention also relates to an experimental method for simulating the micro-disturbance of the subway sleeve, which comprises the following steps
(1) Installing equipment: forming a set of soil box with pressing and pulling equipment on the side surface and the upper surface, wherein the front surface of the soil box is provided with a through hole for installing a reduced scale pipe piece to form a reduced scale tunnel;
(2) Installing a detection device: installing a grouting branch pipe in the reduced-scale tunnel, wherein the outlet of the grouting branch pipe faces to the lower part of the reduced-scale tunnel, and a measuring mechanism is installed on the grouting branch pipe to monitor the deformation of the duct piece in real time;
(3) Grouting and repairing at proper time: and applying force to the soil box by the pressing and pulling equipment to simulate the peripheral pressure settlement deformation condition of the reduced scale tunnel, and filling reinforcing slurry layer by layer at the maximum corresponding uneven settlement position when the measuring mechanism detects that the central shaft of the reduced scale tunnel after deformation has uneven settlement.
In the step (3), the time interval of injection between each layer of the reinforcing grout is more than 15 minutes, and the secondary grouting grout is above the coagulated primary grouting grout.
The device also comprises bypass branches on two outer sides of the reduced-scale duct piece so as to form rounding of the side parts of the reduced-scale tunnel.
The invention has the beneficial effects that:
a set of simulated detection device is provided, the deformation condition on the simulation platform can be detected in real time, the side surface provides simulation for actual work, and the detection process is rapid and accurate;
the detection device adopts common non-contact measurement, single or small amount of sliding can realize the measurement of the distance in three directions, and the comparison with basic data is carried out, when the distance changes, the shape of the duct piece and the tunnel is disturbed and deformed, and then the reverse rounding can be realized by a mode of overlaying grouting;
aiming at the micro-disturbance condition, laboratory simulation is implemented, grouting quantitative control is performed every time, and by means of layering and overlapping grouting from the bottom of the tunnel for a small number of times in stages, detection of uneven settlement is achieved, and a scheme of reasonably determining rounding by means of a test bed is achieved.
Drawings
Figure 1 is a schematic illustration of axial differential settlement in a tunnel in actual practice;
FIG. 2 is a perspective view of the experimental set-up;
FIG. 3 is a perspective view of the test device from another angle;
FIG. 4 is a front view of the device of FIG. 2;
FIG. 5 is a top view of the device of FIG. 2;
FIG. 6 is a top view of another embodiment;
FIG. 7 is a schematic view of the installation of a main grouting pipe and a branch grouting pipe;
names of components in the drawings: 1. a hydraulic cylinder; 2. a self-reaction frame; 3. loading a cover plate; 4. a soil box; 5. reducing the size of the duct piece; 6. grouting a main pipe; 7. grouting branch pipes; 8. a slider; 9. a non-contact range finder; 10. reserving a side connection hole; 12. a bypass grouting pipe; 13. a hydraulic cylinder group; 14. a hydraulic top plate.
Detailed Description
The preferred embodiments of the present invention will be described in conjunction with the accompanying drawings, and it will be understood that they are described herein for the purpose of illustration and explanation and not limitation.
Example 1
The utility model provides an operation subway perturbation grouting technique indoor experiment device, refer to fig. 1 to 7, design an operation subway perturbation grouting technique indoor experiment device, including the soil box 4 that holds shrinkage pipe piece 5, the upper surface of soil box 4 is provided with pressure equipment formula lid, the lid is installed on longmen shape reaction frame, set up hydraulic telescoping rod between lid and the reaction frame, shrinkage pipe piece 5 forms the shrinkage tunnel, reserve the slip casting hole in each shrinkage tunnel bottom and connect the slip casting return circuit, the slip casting return circuit includes the slip casting main pipe 6 as the trunk, still include the slip casting branch pipe 7 that is connected with slip casting main pipe 6, and unanimous with the tube coupling number, slip casting branch pipe 7 and the flexible connection between the slip casting hole that corresponds, suit measuring mechanism on the slip casting return circuit, the slip casting return circuit still includes the bypass branch road of connecting bypass slip casting pipe 12, bypass slip casting pipe 12 pierces through the lid, its terminal is in the outside of shrinkage tunnel. The grouting main pipe 6 is arranged on the pipeline support, and the installation position of the tail end of the grouting main pipe coincides with the design axis of the reduced-scale tunnel.
The measuring mechanism comprises a sliding block 8 which is sleeved on the grouting main road in a sliding mode, and a non-contact distance meter 9 is installed on the sliding block 8. In operation, can adopt a set of slidingtype to measure, also can install the multiunit, when measured data on a set of is different with normal data, can judge that the circularity appears the deviation, when the data of different positions appear the arithmetic change after present, can judge that differential settlement appears, appears when the condition of differential settlement, mainly at the bottom successive layer slip casting of settling department, when the deformation takes place at the side, utilize the bypass to carry out the slip casting, realize the extrusion restoration after the slip casting solidifies.
A transition block is clamped above the grouting main road, an open stepped hole corresponding to the outline of the grouting main road is formed in the bottom of the transition block, a sliding pair is arranged between the top of the transition block and the sliding block 8, and the non-contact distance measuring instruments 9 are arranged on the top surface and the side surfaces of the two sides of the sliding block 8 respectively.
The end part of the grouting branch pipe 7 is also provided with an extension pipe which extends towards the bottom of the reduced-size tunnel. So that the device can be used when the distance needing to be repaired is longer.
The grouting branch pipe 7 is provided with a timing opening and closing valve, the two sides of the soil box 4 are also provided with hydraulic cylinder groups 13 which are uniformly distributed, and the simulation of side pressure application can be realized through the pressurization of the hydraulic cylinder groups 13 in specific working conditions. And the hydraulic cylinders in the hydraulic cylinder groups control each hydraulic top plate in the corresponding box body, so that force transmission is realized.
And a pressure detection mechanism for detecting the pressure of the internal pipeline is arranged on the grouting branch pipe 7.
The invention also relates to an experimental method for simulating the micro-disturbance of the subway sleeve, which comprises the following steps
(1) Installing equipment: forming a set of soil box 4 with pressing and pulling equipment on the side surface and the upper surface, wherein the front surface of the soil box 4 is provided with a through hole for installing a reduced scale pipe piece 5 to form a reduced scale tunnel;
(2) Installing a detection device: installing a grouting branch pipe 7 in the reduced-scale tunnel, wherein the outlet of the grouting branch pipe 7 faces to the lower part of the reduced-scale tunnel, and a measuring mechanism is installed on the grouting branch pipe 7 to monitor the deformation of the duct piece in real time;
(3) Grouting and repairing at proper time: and the pressing and pulling equipment applies force to the soil box 4 to simulate the peripheral pressure settlement deformation condition of the reduced scale tunnel, and when the measuring mechanism detects that the central shaft of the reduced scale tunnel after deformation has uneven settlement, the reinforcing slurry is injected layer by layer at the maximum corresponding uneven settlement.
In the step (3), the time interval of injection between each layer of the reinforcing grout is more than 15 minutes, and the secondary grouting grout is arranged above the coagulated primary grouting grout.
The pipe fitting further comprises bypass branches on two outer sides of the reduced-scale pipe piece 5 so as to form rounding of the side portions of the reduced-scale tunnel.
In the working process of the present example, the geometric ratio 1: 1.5mx 2m 2.2m. The length of the model pipe piece is about 12 rings, the width of the two sides of the pipe piece ring is slightly larger than one time of the diameter of the tunnel hole, the thickness of the simulated pipe piece ring upper soil covering is about 10m, and the thickness of the lower lying soil layer is one time of the diameter of the tunnel hole.
In order to facilitate the simulation of the inner side punching and grouting working condition of the pipeline and to facilitate the measurement of the convergence deformation and the settlement change of the pipe piece ring, the two ends of the pipe piece ring are arranged to be open, and are fixedly connected with the soil box 4, the boundary effect is considered, and the first and last ring pipe pieces are not taken as test research objects.
Because the big deformation of actual section of jurisdiction material own rigidity is little, and the section of jurisdiction out of round mainly lies in the deformation of joint, for the processing preparation of being convenient for, adopts the very big steel-pipe piece simulation of same rigidity, and the ring width is 1.2m, designs according to subway section of jurisdiction commonly used and counts 6, and the joint adopts the scale bolt fissure of displacement to assemble according to on-the-spot operating condition.
The grouting pressure is controlled within 0.5MPa, the unilateral soil box 4 bears the force of 250t at most, the soil box 4 is made of steel plates, and a ribbed plate is added on the outer side.
The upper oil cylinder is used for providing covering pressure and additional load of the ground, and the thickness of 10m covering soil is about 0.2MPa. The steel plate on the upper side of the soil box 4 can freely move in the height direction, and the pressure of the jack is uniformly transmitted to the upper surface of the stratum.
Example 2
The principle of this embodiment is the same as embodiment 1, and concrete difference lies in, like fig. 7, still include be equipped with two at least transverse connection poles on the apron, longitudinal tie rod is connected to transverse connection pole's top, longitudinal tie rod's upper surface is connected the piston end of flexible hydraulic stem on the apron, between transverse connection pole, the row equipartition sets up a plurality of side holes (10) of reserving. In specific implementation process, when the tunnel about take place deformation, can realize the slip casting pressurization through the bypass, help section of jurisdiction is restoreed. That is to say, reserve on the upside steel sheet and to dismantle the slip casting hole, the slip casting hole is the matrix and arranges, is convenient for carry out the perturbation test from earth's surface slip casting. The detachable grouting holes are reserved at the bottom of the segment ring, and the direction of the grouting holes is vertical.
Finally, it should be noted that: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments described above, or equivalents may be substituted for elements thereof. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. The utility model provides an operation subway perturbation grouting technique indoor experiment device which characterized in that: including soil box (4) that holds reduced scale section of jurisdiction (5), the upper surface of soil box (4) is provided with pressure equipment formula lid, the lid is installed on longmen shape reaction frame, set up hydraulic telescoping rod between lid and reaction frame, reduced scale section of jurisdiction (5) forms the reduced scale tunnel, reserve in every section reduced scale tunnel bottom and have the slip casting jogged joint slip casting return circuit, the slip casting return circuit includes slip casting person in charge (6) as the trunk, still include and be connected with slip casting person in charge (6), and with slip casting branch pipe (7) that the tube coupling number of turns is unanimous, slip casting branch pipe (7) and the slip casting jogged joint who corresponds, suit measuring mechanism on the slip casting return circuit, the slip casting return circuit still includes the bypass branch road of connecting bypass slip casting pipe (12), bypass slip casting pipe (12) are through the lid, its end is in the outside of reduced scale tunnel.
2. The indoor experimental device for the micro-disturbance grouting technology of the operation subway of claim 1, characterized in that: the cover plate is provided with at least two transverse connecting rods, a longitudinal connecting rod is connected above the transverse connecting rods, the upper surface of the longitudinal connecting rod is connected with the piston end of the telescopic hydraulic rod, and a plurality of reserved side connecting holes (10) are uniformly distributed in rows on the cover plate and between the transverse connecting rods.
3. The operation subway perturbation grouting technology indoor experimental device of claim 2, characterized in that: the grouting main pipe (6) is installed on the pipeline support, and the installation position of the tail end of the grouting main pipe coincides with the design axis of the reduced-scale tunnel.
4. The operation subway micro-disturbance grouting technology indoor experimental device of claim 3, characterized in that: the measuring mechanism comprises a sliding block (8) which is sleeved on the grouting main road in a sliding mode, and a non-contact range finder (9) is installed on the sliding block (8).
5. The indoor experimental device for the micro-disturbance grouting technology of the operation subway as claimed in claim 4, characterized in that: a transition block is clamped above the grouting main road, an open type stepped hole corresponding to the outline of the grouting main road is formed in the bottom of the transition block, a moving pair is arranged between the top of the transition block and the sliding block (8) to be connected, and the non-contact distance measuring instruments (9) are arranged on the top surface and the side surfaces of the two sides of the sliding block (8) respectively.
6. The indoor experimental device for the micro-disturbance grouting technology of the operation subway of claim 1, characterized in that: the tip of slip casting branch pipe (7) still is equipped with the extension pipe of extending the installation to the reduced scale tunnel bottom, be equipped with regularly opening and close the valve on slip casting branch pipe (7).
7. The indoor experimental device for the micro-disturbance grouting technology of the operation subway of claim 5, characterized in that: and hydraulic cylinder groups (13) which are uniformly distributed are also arranged on two sides of the soil box (4).
8. The operation subway perturbation grouting technology indoor experimental device of claim 5, characterized in that: and a pressure detection mechanism for detecting the pressure of the internal pipeline is arranged on the grouting branch pipe (7).
9. An experimental method for simulating micro-disturbance of a subway sleeve by using the indoor experimental device for the micro-disturbance grouting technology of the subway in operation according to claim 1, which is characterized by comprising the following steps:
(1) Installing equipment: forming a set of soil box (4) with pressing and pulling equipment on the side surface and the upper surface, wherein the front surface of the soil box (4) is provided with a through hole for installing a reduced scale pipe piece (5) to form a reduced scale tunnel;
(2) Installing a detection device: a grouting branch pipe (7) is installed in the reduced scale tunnel, an outlet of the grouting branch pipe (7) faces to the lower side of the reduced scale tunnel, and a measuring mechanism is installed on the grouting branch pipe (7) to monitor the deformation of the duct piece in real time;
(3) Grouting and repairing at proper time: and (3) applying force to the soil box (4) by using the pressure pulling equipment to simulate the peripheral pressure sedimentation deformation condition of the reduced scale tunnel, and filling reinforcing slurry layer by layer corresponding to the maximum uneven sedimentation position when the measuring mechanism detects that the central shaft of the reduced scale tunnel after deformation has uneven sedimentation, wherein in the step (3), the time interval of injection among the reinforcing slurry layers is more than 15 minutes, and secondary filling slurry is above the condensed higher-level filling slurry.
10. An experimental method for simulating micro-disturbance of a metro sheath as claimed in claim 9, wherein: the device also comprises bypass branches on two outer sides of the reduced scale duct piece (5) so as to form rounding of the side edge part of the reduced scale tunnel.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210765201.5A CN115201456A (en) | 2022-07-01 | 2022-07-01 | Indoor experimental device and method for micro-disturbance grouting technology of operation subway |
| PCT/CN2022/124420 WO2024000916A1 (en) | 2022-07-01 | 2022-10-10 | Laboratory experiment device and experiment method for micro-perturbation grouting technology for subway in operation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210765201.5A CN115201456A (en) | 2022-07-01 | 2022-07-01 | Indoor experimental device and method for micro-disturbance grouting technology of operation subway |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115201456A true CN115201456A (en) | 2022-10-18 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210765201.5A Pending CN115201456A (en) | 2022-07-01 | 2022-07-01 | Indoor experimental device and method for micro-disturbance grouting technology of operation subway |
Country Status (2)
| Country | Link |
|---|---|
| CN (1) | CN115201456A (en) |
| WO (1) | WO2024000916A1 (en) |
Family Cites Families (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN204703926U (en) * | 2015-06-17 | 2015-10-14 | 中铁十局集团第三建设有限公司 | A kind of shield-tunneling construction synchronous grouting simulation test platform |
| CN109799327A (en) * | 2019-03-08 | 2019-05-24 | 西南交通大学 | A kind of visual shield tunnel construction detection of grouting effects experimental rig and method |
| CN110409518A (en) * | 2019-07-12 | 2019-11-05 | 河南理工大学 | A kind of high-speed railway goaf ground intends power stress model experimental rig and method |
| CN111156032B (en) * | 2020-01-20 | 2024-04-02 | 杭州临安中民筑友智造科技有限公司 | Grouting pipe inserted section steel grouting reinforcement existing subway tunnel structure and method |
| CN215332882U (en) * | 2021-07-20 | 2021-12-28 | 贵州大学 | Test device for simulating shield tunnel segment assembly and backfill grouting |
| CN216198104U (en) * | 2021-08-13 | 2022-04-05 | 中铁十八局集团第一工程有限公司 | Device for simulating shield dynamic excavation and shield tail grouting |
| CN114198107B (en) * | 2021-12-13 | 2023-02-28 | 西安交通大学 | Multifunctional reduced-scale shield model free of shield machine model and test method thereof |
| CN114607399A (en) * | 2022-04-13 | 2022-06-10 | 中铁十九局集团轨道交通工程有限公司 | Shield tunnel segment wall post-grouting construction method |
-
2022
- 2022-07-01 CN CN202210765201.5A patent/CN115201456A/en active Pending
- 2022-10-10 WO PCT/CN2022/124420 patent/WO2024000916A1/en unknown
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| WO2024000916A1 (en) | 2024-01-04 |
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