CN114810147A - Shield tunnel inner radial split type grouting reinforcement and combined type plugging method - Google Patents
Shield tunnel inner radial split type grouting reinforcement and combined type plugging method Download PDFInfo
- Publication number
- CN114810147A CN114810147A CN202210466516.XA CN202210466516A CN114810147A CN 114810147 A CN114810147 A CN 114810147A CN 202210466516 A CN202210466516 A CN 202210466516A CN 114810147 A CN114810147 A CN 114810147A
- Authority
- CN
- China
- Prior art keywords
- grouting
- pipe
- split
- slurry
- shield tunnel
- 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.)
- Pending
Links
- 230000002787 reinforcement Effects 0.000 title claims abstract description 28
- 238000000034 method Methods 0.000 title claims abstract description 25
- 239000002002 slurry Substances 0.000 claims abstract description 46
- 239000004568 cement Substances 0.000 claims abstract description 16
- 230000000694 effects Effects 0.000 claims abstract description 11
- 239000007788 liquid Substances 0.000 claims abstract description 9
- 239000011440 grout Substances 0.000 claims description 25
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 23
- 238000005553 drilling Methods 0.000 claims description 6
- 238000010276 construction Methods 0.000 claims description 4
- 230000015271 coagulation Effects 0.000 claims description 3
- 238000005345 coagulation Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 238000011112 process operation Methods 0.000 abstract description 4
- 230000003014 reinforcing effect Effects 0.000 abstract description 4
- 239000012530 fluid Substances 0.000 abstract description 3
- 230000000903 blocking effect Effects 0.000 abstract description 2
- 239000004576 sand Substances 0.000 description 4
- 239000000243 solution Substances 0.000 description 4
- 238000007711 solidification Methods 0.000 description 3
- 230000008023 solidification Effects 0.000 description 3
- 230000002093 peripheral effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 230000008961 swelling Effects 0.000 description 1
Images
Classifications
-
- 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
-
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
-
- 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
-
- 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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention provides a method for reinforcing and blocking a shield tunnel hole by split grouting in the radial direction, which comprises the following steps that after ring assembly of a shield tunnel segment is completed, a self-propelled drill bit connected with the front end of a split grouting pipe drills into the depth required by the design along a segment reserved grouting hole; plugging a temporary plugging piece for grouting operation between the rear end split pipe and the reserved grouting hole of the duct piece; injecting cement slurry from the tail part of the rear split pipe, and allowing the cement slurry to flow into a stratum outside the tunnel structure through a slurry outlet on the pipe wall of the front grouting pipe; after the cement slurry is grouted, adjusting the cement slurry into double-liquid slurry, and performing double-liquid grouting; after the double-fluid slurry is solidified, separating the front-end grouting pipe from the rear-end separate pipe; and sequentially carrying out three plugging measures in the reserved grouting holes of the duct piece. The invention has the advantages of simple structure, simple and convenient process operation, strong implementability, good reinforcement quality and good plugging effect.
Description
Technical Field
The invention belongs to the technical field of shield tunnel construction, and particularly relates to a split type grouting reinforcement and combined type plugging method for the inner diameter of a shield tunnel.
Background
With the rapid development of urban infrastructure, shield tunnels crossing the river and the sea in China also face the problem of various and complex stratums. For an underwater deep-buried shield tunnel, if the peripheral part has bad stratums such as deep silt, a liquefied sand layer and the like, more and more tunnels are implemented by adopting a hole internal radial grouting reinforcement scheme, the scheme can effectively avoid the interference and influence of earth surface operation on the peripheral environment, and is strong in pertinence and good in reinforcement effect.
In the conventional inner radial grouting of the shield tunnel, during the construction process, the general operation sequence is to drill holes firstly, replace retreating grouting equipment when the drilling depth meets the design requirement, and finally plug the reserved holes after grouting reinforcement operation is completed. In the related existing engineering case, the phenomena of sand seepage and water leakage when the drilling hole is adjusted and connected with grouting equipment, duct piece dislocation caused by overlarge grouting pressure in the retreating type grouting process, slurry solidification slowly caused by slurry overflow after grouting is completed and the like generally exist, the reinforcing effect is difficult to guarantee, secondary damage is easy to generate, and therefore normal traffic of a tunnel and tunnel structure safety are affected.
Disclosure of Invention
In order to solve the technical problems, the invention provides a split type grouting reinforcement and combined type plugging method for the inner diameter of a shield tunnel, which has the advantages of simple structure, simple and convenient process operation, strong feasibility, good reinforcement quality and good plugging effect.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
the invention provides a shield tunnel bore inner radial split type grouting reinforcement and combined type plugging method, which comprises the following steps:
step S1, reserving a segment reserved grouting hole for meeting the shield tunnel radial grouting construction on a shield segment structure; after the assembly of the shield tunnel segment rings is completed, drilling the self-propelled drill bit connected with the front end of the split grouting pipe into the depth required by the design along the reserved grouting hole of the segment;
the split type grouting pipe comprises a front end grouting pipe and a rear end split pipe, and the front end grouting pipe is detachably connected with the rear end split pipe; the front end of the front end grouting pipe is connected with a self-propelled drill bit; the pipe wall of the front end grouting pipe is provided with a plurality of grout outlet holes;
step S2, plugging a temporary plugging piece for grouting operation between the rear-end split pipe and the reserved grouting hole of the duct piece to play a role in fixing and temporary plugging so as to ensure that grout cannot leak into a tunnel during grouting;
step S3, injecting cement slurry from the tail part of the rear split pipe, flowing into the stratum outside the tunnel structure through a slurry outlet hole on the pipe wall of the front grouting pipe, and then dynamically adjusting grouting pressure to ensure that the cement slurry generates splitting and permeation effects among the gaps of the stratum and diffuses to the design requirement reinforcement range;
step S4, after the cement slurry is injected, the cement slurry is adjusted to be double-liquid slurry, and double-liquid injection is carried out to play a role in rapid coagulation;
step S5, after the double-liquid-slurry is solidified, separating the front-end grouting pipe from the rear-end separate pipe, and avoiding disturbance on the finished reinforced body;
and step S6, sequentially performing three plugging measures in the segment reserved grouting holes to finish the combined plugging work of radial grouting reinforcement in the shield tunnel.
Preferably, in step S6, the three plugging measures performed sequentially are: a water-swelling water stop strip is arranged in a reserved grouting hole of the duct piece, then inert slurry is injected, and finally a slurry stop plug is plugged.
Preferably, the outer diameter of the front-end grouting pipe is matched with the inner diameter of the rear-end split pipe; the outer wall of the rear part of the front end grouting pipe is provided with a thread section, the inner wall of the front part of the rear end sub-pipe is provided with an internal thread section matched with the thread section, and the front end grouting pipe and the rear end sub-pipe are in threaded connection through the thread section and the internal thread section.
Preferably, the drill shape of the self-propelled drill is a pointed shape or a twisted shape.
Preferably, the shape and the size of the grout outlet on the pipe wall of the front-end grouting pipe are set according to grouting pressure and grouting amount, so that grout is ensured to be injected into the stratum from the grout outlet; the grout outlet holes are uniformly distributed on the pipe wall of the front end grouting pipe, and the shape of the grout outlet holes can be circular or long-strip.
Preferably, the size of the water-swelling water stop strip is matched according to the size of water pressure outside the tunnel and the size of a reserved grouting hole of the pipe piece.
Preferably, the water content of the inert slurry is matched according to the size of the water-swelling water stop strip.
Preferably, the two-fluid slurry in step S4 is a cement-water glass two-fluid slurry.
The invention has the following beneficial effects:
the split type grouting reinforcement and combined type plugging method for the inner diameter of the shield tunnel provided by the invention has the advantages of simple structure, simple and convenient process operation, strong feasibility, good reinforcement quality and good plugging effect. The phenomena of sand seepage and water leakage when the drilling hole is connected with grouting equipment in an adjusting way, duct piece dislocation caused by overlarge grouting pressure in the retreating type grouting process, slurry overflow caused by slow slurry solidification after grouting is finished and the like are avoided.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the description of the embodiments will be briefly introduced below, and it is apparent that the drawings in the following description are only some embodiments of the present invention.
FIG. 1 is a schematic view of a method for reinforcing a shield tunnel by grouting in a split manner in the radial direction in the shield tunnel according to an embodiment of the present invention;
FIG. 2 is a schematic sectional view of section 1-1 in FIG. 1;
FIG. 3 is a schematic view of a split type grouting reinforcement combined plugging method for the radial direction in a shield tunnel according to an embodiment of the present invention;
FIG. 4 is a schematic diagram of a rear-end split-tube of the split-type grouting tube according to an embodiment of the invention.
Description of reference numerals:
1. a self-propelled drill bit; 2. a slurry outlet; 3. a front end grouting pipe; 4. a threaded segment; 5. a shield segment; 6. a water-swelling sealing strip when meeting water; 7. an inert slurry; 8. a grout stopping plug; 9. a rear split pipe; 91. an internal thread section; 10. grouting operation temporary plugging pieces; 11. and grouting holes are reserved in the pipe piece.
Detailed Description
In order to make the technical solutions of the present invention better understood, the present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.
Examples
The railway river-crossing sea-crossing tunnel engineering is constructed by adopting a shield method, the outer diameter of the tunnel is 12.8m, the inner diameter of the tunnel is 11.7m, the thickness of a pipe piece is 550mm, the ring width is 2.0m, and the maximum water depth reaches 80 m.
Therefore, the present embodiment provides a method for reinforcing and blocking a shield tunnel bore by grouting in a split manner in a radial direction, as shown in fig. 1 to 4, the method includes the following steps:
step S1, reserving two pipe piece reserving grouting holes 11 with the diameter of 50mm on each shield pipe piece 5; after the ring assembly of the shield tunnel segment is completed, the self-propelled drill bit 1 connected with the front end of the split grouting pipe drills into the depth of 3.0m along the segment reserved grouting hole 11.
The split grouting pipe comprises a front end grouting pipe 3 and a rear end split pipe 9, and the front end grouting pipe is detachably connected with the rear end split pipe; the front end of the front end grouting pipe 3 is connected with a self-propelled drill bit 1; the pipe wall of the front end grouting pipe 3 is provided with a plurality of grout outlet holes 2.
Step S2, plugging a grouting operation temporary plugging piece 10 between the rear end branch pipe 9 and the segment reserved grouting hole 11 to play a role in fixing and temporary plugging so as to ensure that slurry cannot leak into a tunnel during grouting; the temporary plugging piece 10 for grouting operation needs to be matched with the rear-end split pipe 9 according to the size of the reserved grouting hole 11 of the pipe piece, and can be clamped into a gap between the reserved grouting hole and the rear-end split pipe.
And step S3, injecting cement paste with a water-cement ratio of 1:1 from the tail part of the rear split pipe 9, and flowing into the stratum outside the tunnel structure through the grout outlet 2 on the pipe wall of the front grouting pipe 3, wherein the maximum grouting pressure is controlled according to 1.0MPa, and the grouting diffusion radius is 1.5 m.
And step S4, after the cement slurry is injected, adjusting the cement slurry into cement-water glass double-liquid slurry, and performing double-liquid injection to play a role in rapid coagulation and serve as temporary plugging.
And step S5, after the cement-water glass double-liquid slurry is solidified, separating the front-end grouting pipe 3 from the rear-end separate pipe 9, and avoiding disturbance on the finished reinforced body.
Step S6, sequentially performing three plugging measures in the segment reserved grouting hole 11, namely, performing a first plugging measure in the segment reserved grouting hole 11, namely, setting a water-swelling water stop bar 6 (the first plugging measure is not limited to the water-swelling water stop bar, and other rubber materials with good durability and having swelling and elastic compression effects can be selected), then performing a second plugging measure, namely, injecting inert slurry 7, and finally performing a third plugging measure, namely, plugging a slurry stop plug 8, thereby completing the combined plugging work of radial grouting reinforcement in the shield tunnel.
Further, the outer diameter of the front end grouting pipe 3 is matched with the inner diameter of the rear end split pipe 9; the outer wall of the rear part of the front end grouting pipe 3 is provided with a thread section 4, the inner wall of the front part of the rear end separate pipe 9 is provided with an internal thread section 91 matched with the thread section 4, and the front end grouting pipe 3 and the rear end separate pipe 9 are in threaded connection through the thread section 4 and the internal thread section 91.
Further, the drill of the self-propelled drill 1 may be selected from a pointed shape, a twisted shape, and the like as needed, and the drill is shaped like a pointed shape in this embodiment.
Furthermore, the shape and the size of the grout outlet 2 on the pipe wall of the front end grouting pipe 3 are set according to grouting pressure and grouting amount, so that grout is ensured to be injected into the stratum from the grout outlet 2; the grout outlet holes 2 are uniformly distributed on the pipe wall of the front end grouting pipe 3, the shape of the grout outlet holes 2 can be circular or long-strip-shaped, and the shape of the grout outlet holes 2 in the embodiment is circular.
Further, the size of the water-swelling water stop strip 6 is matched according to the size of water pressure outside the tunnel and the size of the segment reserved grouting hole 11.
Further, the inert slurry 7 is injected and locally acts on the water-swelling water stop strip 6, so that the water-swelling water stop strip 6 generates an early active micro-swelling effect to excite the initial stage plugging effect, and therefore the water content of the inert slurry 7 is matched according to the size of the water-swelling water stop strip 6.
According to the technical scheme, the split type grouting reinforcement and combined type plugging method for the inner diameter of the shield tunnel provided by the embodiment has the advantages of simple structure, simple and convenient process operation, strong feasibility, good reinforcement quality and good plugging effect. The phenomena of sand seepage and water leakage when the drilling hole is connected with grouting equipment in an adjusting way, duct piece dislocation caused by overlarge grouting pressure in the retreating type grouting process, slurry overflow caused by slow slurry solidification after grouting is finished and the like are avoided.
The embodiments of the present invention have been described in detail through the embodiments, but the description is only exemplary of the embodiments of the present invention and should not be construed as limiting the scope of the embodiments of the present invention. The scope of protection of the embodiments of the invention is defined by the claims. In the present invention, the technical solutions described in the embodiments of the present invention or those skilled in the art, based on the teachings of the embodiments of the present invention, design similar technical solutions to achieve the above technical effects within the spirit and the protection scope of the embodiments of the present invention, or equivalent changes and modifications made to the application scope, etc., should still fall within the protection scope covered by the patent of the embodiments of the present invention.
Claims (8)
1. A split type grouting reinforcement and combined type plugging method for the radial direction in a shield tunnel is characterized by comprising the following steps:
step S1, reserving a segment reserved grouting hole (11) which meets the requirement of shield tunnel radial grouting construction on a shield segment structure (5); after the assembly of the shield tunnel segment rings is completed, drilling into the designed required depth along the segment reserved grouting holes (11) through a self-propelled drill bit (1) connected with the front end of the detachable grouting pipe;
the split type grouting pipe comprises a front end grouting pipe (3) and a rear end split pipe (9), and the front end grouting pipe is detachably connected with the rear end split pipe; the front end of the front end grouting pipe (3) is connected with a self-advancing drill bit (1); the pipe wall of the front end grouting pipe (3) is provided with a plurality of grout outlet holes (2);
step S2, plugging a grouting temporary plugging piece (10) between the rear end split pipe (9) and the segment reserved grouting hole (11) to play a role in fixing and temporary plugging, and ensuring that slurry cannot leak into a tunnel during grouting;
step S3, injecting cement slurry from the tail part of the rear split pipe (9), flowing into the stratum outside the tunnel structure through the slurry outlet hole (2) on the pipe wall of the front grouting pipe (3), and then dynamically adjusting grouting pressure to ensure that the cement slurry generates splitting and permeation effects in the gaps of the stratum and diffuses to the design requirement reinforcement range;
step S4, after the cement slurry is injected, the cement slurry is adjusted to be double-liquid slurry, and double-liquid injection is carried out to play a role in rapid coagulation;
step S5, after the double-liquid-slurry is solidified, separating the front-end grouting pipe (3) from the rear-end split pipe (9) to avoid disturbance on the finished reinforced body;
and step S6, sequentially performing three plugging measures in the segment reserved grouting holes (11) to finish the combined plugging work of radial grouting reinforcement in the shield tunnel.
2. The split grouting reinforcement and combined plugging method for the radial direction in the shield tunnel according to claim 1, wherein in step S6, the three plugging measures are performed in sequence: a water-swelling water stop strip (6) is arranged in a reserved grouting hole (11) of the duct piece, then inert slurry (7) is injected, and finally a slurry stop plug (8) is plugged.
3. The split grouting reinforcement and combined plugging method for the radial direction in the shield tunnel according to claim 1, characterized in that the outer diameter of the front grouting pipe (3) is matched with the inner diameter of the rear split pipe (9); the outer wall of the rear part of the front end grouting pipe (3) is provided with a threaded section (4), the inner wall of the front part of the rear end separate pipe (9) is provided with an internal threaded section (91) matched with the threaded section (4), and the front end grouting pipe (3) and the rear end separate pipe (9) are in threaded connection through the threaded section (4) and the internal threaded section (91).
4. The split grouting reinforcement and combined plugging method for the radial direction in the shield tunnel according to claim 1, wherein the self-propelled drill bit (1) has a shape of a pointed head or a twisted head.
5. The split grouting reinforcement and combined plugging method for the radial direction in the shield tunnel according to claim 1, wherein the shape and size of the grout outlet (2) on the wall of the front grouting pipe (3) are set according to grouting pressure and grouting amount to ensure that grout is injected into the stratum from the grout outlet (2); the grout outlet holes (2) are uniformly distributed on the pipe wall of the front end grouting pipe (3), and the shape of the grout outlet holes (2) can be circular or long.
6. The split grouting reinforcement and combined plugging method for the radial direction in the shield tunnel according to claim 2, wherein the size of the water-swelling water stop strip (6) is matched according to the size of water pressure outside the tunnel and the size of the segment reserved grouting hole (11).
7. The split grouting reinforcement and combined plugging method for the radial direction in the shield tunnel according to claim 6, characterized in that the water content of the inert grout (7) is matched according to the size of the water-swelling water stop strip (6).
8. The split grouting reinforcement and combined plugging method for the radial direction in the shield tunnel according to claim 1, wherein the double grout in step S4 is cement-water glass double grout.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210466516.XA CN114810147A (en) | 2022-04-29 | 2022-04-29 | Shield tunnel inner radial split type grouting reinforcement and combined type plugging method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210466516.XA CN114810147A (en) | 2022-04-29 | 2022-04-29 | Shield tunnel inner radial split type grouting reinforcement and combined type plugging method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114810147A true CN114810147A (en) | 2022-07-29 |
Family
ID=82509060
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210466516.XA Pending CN114810147A (en) | 2022-04-29 | 2022-04-29 | Shield tunnel inner radial split type grouting reinforcement and combined type plugging method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114810147A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116066154A (en) * | 2023-03-24 | 2023-05-05 | 北京城建集团有限责任公司 | Active regulation and control method for deformation of shield tunnel |
-
2022
- 2022-04-29 CN CN202210466516.XA patent/CN114810147A/en active Pending
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116066154A (en) * | 2023-03-24 | 2023-05-05 | 北京城建集团有限责任公司 | Active regulation and control method for deformation of shield tunnel |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109026020B (en) | Water-rich tunnel karst cave treatment and excavation method | |
| CN109653777A (en) | A kind of high-speed railway open trench tunnel percolating water and crack area entirety regulation method | |
| CN109024641A (en) | Triple tube double-liquid rotary spray is used for the construction method of deep basal pit leak stopping | |
| CN109944600B (en) | Shield receiving end reinforcing construction method | |
| CN111119940A (en) | Grouting construction treatment method | |
| CN208965598U (en) | The Anti-seeping technology structure of grout curtain and underground chamber intersection area | |
| CN110130936A (en) | It dashes forward in a kind of shield tunneling process and meets the construction method of untreated solution cavity or crack | |
| CN114810147A (en) | Shield tunnel inner radial split type grouting reinforcement and combined type plugging method | |
| CN106013078A (en) | Construction method for strong permeable ground layer strengthened curtain structure | |
| CN111287769A (en) | Tunnel surrounding rock advanced grouting reinforcement structure and construction method thereof | |
| CN110762287A (en) | Curved pipe jacking interface water stop structure suitable for high water pressure condition | |
| CN111425208A (en) | Anti-suspension device, system and method based on shield segment | |
| CN108915702B (en) | Shield receiving method in circular small-section tunnel | |
| CN110821498B (en) | Safe and rapid water plugging and reinforcing method in strong water-rich soft surrounding rock of operation tunnel | |
| CN110241837A (en) | A kind of construction method for preventing basement bottom board from cracking under high artesian geological conditions | |
| CN105220700A (en) | Foundation pit waterproof curtain reinforcement | |
| CN112145189A (en) | Novel duct piece grouting reinforcement method for soft soil area | |
| CN112482415A (en) | Consolidation grouting method for underground cavern under high external water pressure and flowing water condition | |
| CN207161121U (en) | A kind of assembled tunnel joint form | |
| CN210978736U (en) | Curved pipe jacking interface water stop structure suitable for high water pressure condition | |
| CN111441775B (en) | Rapid grouting arching reinforcement method before excavation of tunnel in stratum with poor groutability and difficult self-stabilization | |
| CN109519176B (en) | Mining tunnel grouting reinforcement method and structure for water-rich granite residual soil stratum | |
| CN113356881A (en) | Segment deep grouting method for treating tunnel leakage diseases | |
| CN113153364A (en) | Water burst treatment method suitable for inclined well under steep water-rich rock stratum | |
| CN110714792A (en) | Urban deep-buried tunnel partition sectional water-stopping comprehensive construction method |
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 |