CN108331597A - A kind of duct pieces of shield tunnel grouting behind shaft or drift lining construction method - Google Patents
A kind of duct pieces of shield tunnel grouting behind shaft or drift lining construction method Download PDFInfo
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- CN108331597A CN108331597A CN201810060111.XA CN201810060111A CN108331597A CN 108331597 A CN108331597 A CN 108331597A CN 201810060111 A CN201810060111 A CN 201810060111A CN 108331597 A CN108331597 A CN 108331597A
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- jurisdiction
- section
- tunnel
- ring
- slurry
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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 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 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
- E21D11/385—Sealing means positioned between adjacent lining members
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- 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)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention belongs to a kind of duct pieces of shield tunnel grouting behind shaft or drift lining construction method, method, which is included in be equipped between section of jurisdiction and tunnel soil layer, blocks slurry net, blocks the slurries that slurry net is used to encapsulate the injected hole injection reserved from section of jurisdiction；Block slurry net in below to the middle part of the tunnel ring formed by each section of jurisdiction carries out pressure injection mortar, and by grouting at the tail of the shield machine hole while shield driving, below block in slurry net in the middle part of the tunnel ring formed by each section of jurisdiction to shield tail carries out pressure injection mortar；Every 10 endless tube pieces, it to 10 endless tube pieces and blocks gap injection dual slurry closing between slurry net in the ring seal orifice reserved on section of jurisdiction more than in the middle part of the 10th ring before closed ring is after, the gap injection supplement mortar of the injected hole reserved from the top of the 5th endless tube piece to section of jurisdiction and tunnel soil layer between two adjacent closed-loops.The present invention can efficiently solve fullness coefficient big and leakiness and ground settlement problems of too, and construction risk is low, at low cost, save duration and the good advantage of using effect.
Description
Technical field
The invention belongs to a kind of duct pieces of shield tunnel grouting behind shaft or drift lining construction methods.
Background technology
Currently, shield construction is fast with its speed of application as a kind of advanced construction method, safe coefficient is high, to ground
It disturbs less, suitable for being increasingly widely used underground tunnel project construction the features such as all kinds of bad grounds.Shield
Structure construction technology using more and more extensive, has become the main method of cross-river tunnel construction in China's underground engineering.Work as shield
After machine driving between section of jurisdiction and stratum, there will be certain gaps between section of jurisdiction and shield tail shell, stratum deformation, subtracts in order to control
Few sedimentation, and stablize conducive to the early stage for improving tunnel impermeability and pipe-plate lining, it needs to be filled slurries after the wall of section of jurisdiction.
I.e.：Wish adequately to fill the gap between section of jurisdiction and stratum with slurries, after making grout cures, substantially achieves section of jurisdiction and stratum
Between tight.
The mode of grouting behind shaft or drift lining is mostly synchronous grouting, timely slip casting or reinforcement slip casting.However, on shield machine production line
Soil property be it is ever-changing, such as：When shield machine tunnels in upper soft lower hard stratum, the resistance suffered by shield machine upper and lower part
Difference causes the cutterhead of shield machine often to soft formation direction " sliding ", the top soil body of production line is caused to backbreak seriously, traditional
Grouting mode cannot be fully filled the gap between section of jurisdiction and stratum, sink after causing section of jurisdiction to deviate from shield tail, make segment damage
And percolating water.For another example：In complicated ground seam rock section driving, the slurries of injection can penetrate into bottomless ground seam shield machine, no
But the gap between section of jurisdiction and lithostratigraphy can not be filled, a large amount of wastes of slurries can be also caused, increases construction cost.Therefore,
Fullness coefficient existing for existing grouting mode is big and leakiness and ground settlement problems of too.
Invention content
The object of the present invention is to provide a kind of duct pieces of shield tunnel grouting behind shaft or drift lining construction methods, can efficiently solve full system
Big and leakiness and ground settlement problems of too are counted, and construction risk is low, it is at low cost, it saves the duration and using effect is good
The advantages of.
For this purpose, a kind of duct pieces of shield tunnel grouting behind shaft or drift lining construction method of the present invention, includes the following steps：
(1) it to carrying out pressure injection mortar below the middle part of the tunnel ring formed by each section of jurisdiction, is pushed away in shield by grouting at the tail of the shield machine hole
Into while, pressure injection mortar is carried out below the middle part of the tunnel ring formed by each section of jurisdiction to shield tail, to ensure that middle part is below
Filled between section of jurisdiction and tunnel soil layer it is closely knit, with prevent section of jurisdiction deviate from shield tail after sink, cause segment damage and percolating water.
(2) every 10 endless tube pieces, from the 10th ring in the middle part of more than section of jurisdiction in the ring seal orifice reserved to 10 endless tube pieces with
Gap injection dual slurry between tunnel soil layer is closed to form preceding closed-loop, to prevent supplement injection slurry from entering circulating mud, makes
It is lost at slurry stream, closed ring is after before, and the injected hole reserved from the top of the 5th endless tube piece is to two adjacent closed-loops
Between section of jurisdiction and tunnel soil layer gap injection supplement mortar, mortar is filled in section of jurisdiction top clearance in time.
Or：
(1) arrangement for blocking slurry net is equipped between section of jurisdiction and tunnel soil layer and blocks slurry net, blocks slurry net and is reserved from section of jurisdiction for encapsulating
Injected hole injection slurries, ensure to fill between section of jurisdiction and tunnel soil layer closely knit.
(2) block slurry net in below to the middle part of the tunnel ring formed by each section of jurisdiction carries out pressure injection mortar, passes through shield tail
Below block in the middle part for the tunnel ring that injected hole is formed while shield driving, to shield tail by each section of jurisdiction is pressed in slurry net
Mortar is noted, it is closely knit to ensure to fill between middle part section of jurisdiction below and tunnel soil layer, to sink after preventing section of jurisdiction from deviating from shield tail, make
At segment damage and percolating water.
(3) every 10 endless tube pieces, from the 10th ring in the middle part of more than section of jurisdiction in the ring seal orifice reserved to 10 endless tube pieces with
The gap injection dual slurry blocked between slurry net is closed to form preceding closed-loop, and closed ring is after before, from the top of the 5th endless tube piece
Upper reserved injected hole injects supplement mortar to the gap of section of jurisdiction and tunnel soil layer between two adjacent closed-loops, right in time
Fill in mortar in section of jurisdiction top clearance.
Sew on end face in the ground for blocking slurry net capping tunnel rock section.
It is by being located at tunnel ring that pressure injection mortar is carried out below the middle part to the tunnel ring formed by each section of jurisdiction
On the middle part and lower part of circle reserve grouting at the tail of the shield machine hole simultaneously inject slurries, until slurries fill up the middle part of tunnel ring or less with it is right
Answer the gap between the tunnel soil layer in portion.
The middle part to the tunnel ring formed by each section of jurisdiction the slurry net interior pressure injection mortar that carries out below that blocks is to pass through
Slurries are injected in the grouting at the tail of the shield machine hole reserved on the middle part and lower part of tunnel ring simultaneously, until slurries fill up in tunnel ring
With the gap blocked between slurry net in corresponding portion below portion, blocks slurry net and be tightly attached on tunnel soil layer or tunnel rock section face.
It is described in the middle part of the 10th ring more than section of jurisdiction in the ring seal orifice reserved to 10 endless tube pieces and tunnel soil layer it
Between gap injection dual slurry closing be below the middle part of tunnel ring carry out pressure injection mortar after, after mortar solidification after carry out
's.
It is described in the middle part of the 10th ring more than section of jurisdiction on to 10 endless tube pieces and block between slurry net in the ring seal orifice reserved
Gap injection dual slurry closing be to be carried out after mortar solidification after carrying out pressure injection mortar below the middle part of tunnel ring.
The slurry net that blocks is iron net, and the mesh aperture for blocking slurry net is less than or equal to mortar sand grains diameter.
The slurry net that blocks is iron net, or is net made of synthetic plastic, or is plastic cloth.
The above method has reached the purpose of the present invention.
The present invention can efficiently solve fullness coefficient big and leakiness and ground settlement problems of too, and construction risk
It is low, it is at low cost, save duration and the good advantage of using effect.
Compared with the prior art the present invention has the advantages that：
（1）The present invention by grouting at the tail of the shield machine hole while shield driving, in the tunnel ring formed by each section of jurisdiction to shield tail
Pressure injection mortar is carried out below portion, is reduced the time that shield pause synchronizes slip casting, is improved shield driving rate, ensure that
The continuity of shield-tunneling construction effectively reduces the generation of cyclic section of jurisdiction circumferential direction faulting of slab ends.
（2）The present invention sinks, to top in 5 rings of driving to carrying out pressure injection mortar in the middle part of shield tail after preventing section of jurisdiction from deviating from shield tail
Portion's supplement note mortar, improves the compactness of grouting be- hind segment, reduces the construction risk of duct piece float upward.
（3）The present invention tunnels every 10 ring and carries out dual slurry closing to reserved injected hole, and it is excessive existing to effectively reduce slip casting
The generation of elephant avoids slip casting breakage caused by section of jurisdiction, decreases the waste of injecting paste material.
（4）The present invention, which uses to be equipped between section of jurisdiction and tunnel soil layer, blocks slurry net, and it is pre- from section of jurisdiction for encapsulating to block slurry net
The slurries for the injected hole injection stayed, ensure to fill between section of jurisdiction and tunnel soil layer closely knit, slurries can be effectively prevent to penetrate into bottomless
In ground seam, the waste of slurries will not be caused, the gap between section of jurisdiction and lithostratigraphy can be not only filled, can largely reduce and be constructed into
This.In fact, can reach ideal slip casting effect using slurry network technology is blocked, even if after cement grout solidification, formation is wrapped in
The cement retainer plate outside tunnel ring formed by each section of jurisdiction.No matter and can, how the geological state outside cement retainer plate changes.
（5）The present invention can efficiently control ground settlement, and seam percolating water phenomenon occurs after reducing pipe sheet assembling.
Description of the drawings
Fig. 1 is the construction area cross-sectional view of the present invention being related to.
Fig. 2 is the construction area structural schematic diagram of the present invention.
Specific implementation mode
Embodiment 1：As depicted in figs. 1 and 2, a kind of duct pieces of shield tunnel grouting behind shaft or drift lining construction method, includes the following steps：
(1) in construction tunnel 14, to carried out below the middle part of the tunnel ring 2 formed by each section of jurisdiction 13 pressure injection mortar (Fig. 1,
Arrow meaning flows to for particle loaded fluid in Fig. 2), pass through the slip casting in the middle part injected hole 3 and lower part injected hole 4 in grouting at the tail of the shield machine hole
Pipe carries out pressure injection mortar while shield driving below the middle part of the tunnel ring formed by each section of jurisdiction to shield tail.Tunnel ring
It is position below the horizontal diameter of tunnel ring below the middle part of circle.The middle part for the tunnel ring that shield tail is formed by each section of jurisdiction with
It is lower to carry out pressure injection mortar to be that the clearance space 10 for ensureing between middle part section of jurisdiction below and tunnel soil layer 11 is filled closely knit, to prevent
Sink after section of jurisdiction abjection shield tail, causes segment damage and percolating water.
(2) every 10 endless tube pieces, to 10 endless tube pieces in reserved ring seal orifice 9 from section of jurisdiction more than 10th ring middle part
Gap injection dual slurry between tunnel soil layer closes a bar segment distance, closed-loop 12 before being formed.To prevent supplement slip casting
Liquid enters circulating mud, and slurries is caused to be lost in, after before closed ring after, between preceding closed-loop and the rear enclosed ring 7 that oneself has and
Section of jurisdiction is supplement note mortar space 6 with the space that tunnel soil layer surrounds.Rear enclosed ring is that preceding 10th ring supplement note mortar is formed.
Then, the injected hole 5 reserved from the top of the 5th endless tube piece is to section of jurisdiction and the tunnel soil layer between two adjacent closed-loops
Gap, i.e., by the top Grouting Pipe 1 in the injected hole 5 reserved from the top of the 5th endless tube piece to two adjacent closed-loops
Between section of jurisdiction and tunnel soil layer gap, i.e., supplement note mortar is carried out in supplement note mortar space, in time between at the top of section of jurisdiction
Gap fills in mortar.
The method of embodiment 1 is suitable for upper soft lower hard stratum.
Embodiment 2：As depicted in figs. 1 and 2, a kind of duct pieces of shield tunnel grouting behind shaft or drift lining construction method, includes the following steps：
(1) arrangement of slurry net 8 is blocked：It is equipped between section of jurisdiction and tunnel soil layer and blocks slurry net.It is pre- from section of jurisdiction for encapsulating to block slurry net
The slurries for the injected hole injection stayed ensure to fill between section of jurisdiction and tunnel soil layer closely knit.The slurry net that blocks is iron net, blocks slurry
The mesh aperture of net is less than or equal to mortar sand grains diameter, encapsulates the slurries of injection.The slurry net that blocks is iron net, or to close
At net made of plastics, or it is plastic cloth.
(2) block slurry net in below to the middle part of the tunnel ring formed by each section of jurisdiction carries out pressure injection mortar, passes through shield tail
The Grouting Pipe in middle part injected hole 3 and lower part injected hole 4 in injected hole is while shield driving, to shield tail by each section of jurisdiction shape
At tunnel ring middle part it is below block slurry net in carry out pressure injection mortar.It is the water of tunnel ring below the middle part of tunnel ring
Position below straight diameter.It blocks slurry net and is located at the horizontal diameter of tunnel ring or less position, the tunnel formed by each section of jurisdiction to shield tail
The middle part of the ring slurry net interior pressure injection mortar that carries out below that blocks is to ensure that the gap between middle part section of jurisdiction below and tunnel soil layer is empty
Between fill it is closely knit, with prevent section of jurisdiction deviate from shield tail after sink, cause segment damage and percolating water.
At this point, blocking ground seam, the taphrogenesis starched and netted between carrying out lid lithostratigraphy, you can prevent the particle loaded fluid of injection from flowing into
In stitching to bottomless rock, and can play uniformly extruding tunnel soil layer makes the particle loaded fluid uniform thickness of injection form uniform package pipe
The effect of strong tunnel ring.
(3) every 10 endless tube pieces, from the 10th ring in the middle part of more than section of jurisdiction in the ring seal orifice reserved to 10 endless tube pieces with
Block the gap injection dual slurry closing one bar segment distance of closing between slurry net, closed-loop 12 before being formed.To prevent supplement slip casting
Liquid enters circulating mud, and slurries is caused to be lost in, after before closed ring after, between preceding closed-loop and the rear enclosed ring 7 that oneself has and
Section of jurisdiction is supplement note mortar space 6 with the space that slurry net surrounds is blocked.Rear enclosed ring is that preceding 10th ring supplement note mortar is formed.And
Afterwards, the injected hole 5 reserved from the top of the 5th endless tube piece is between the section of jurisdiction between two adjacent closed-loops and tunnel soil layer
Gap, i.e., by from the top of the 5th endless tube piece reserve injected hole 5 in top Grouting Pipe 1 to two adjacent closed-loops it
Between section of jurisdiction and block the gap of slurry net, i.e., supplement note mortar is carried out in supplement note mortar space, the mortar extruding for supplementing injection is blocked
Slurry net so that squeeze fill up outside each section of jurisdiction with the top clearance of corresponding tunnel soil layer.
Suitable for there is seam, ground cleave in large quantities and be difficult to the severe stratum filled with particle loaded fluid in the method for embodiment 2.
Block ground seam, the taphrogenesis starched and netted between carrying out lid lithostratigraphy.Blocking slurry net is arranged before being laid with section of jurisdiction.Described blocks slurry net
Sew on end face in the ground of capping tunnel rock section.
It is by being located at tunnel ring that pressure injection mortar is carried out below the middle part to the tunnel ring formed by each section of jurisdiction
On the middle part and lower part of circle reserve grouting at the tail of the shield machine hole simultaneously inject slurries, until slurries fill up the middle part of tunnel ring or less with it is right
Answer the gap between the tunnel soil layer in portion.
The middle part to the tunnel ring formed by each section of jurisdiction the slurry net interior pressure injection mortar that carries out below that blocks is to pass through
Slurries are injected in the grouting at the tail of the shield machine hole reserved on the middle part and lower part of tunnel ring simultaneously, until slurries fill up in tunnel ring
With the gap blocked between slurry net in corresponding portion below portion, blocks slurry net and be tightly attached on tunnel soil layer or tunnel rock section face.
It is described in the middle part of the 10th ring more than section of jurisdiction in the ring seal orifice reserved to 10 endless tube pieces and tunnel soil layer it
Between gap injection dual slurry closing be below the middle part of tunnel ring carry out pressure injection mortar after, after mortar solidification after carry out
's.
It is described in the middle part of the 10th ring more than section of jurisdiction on to 10 endless tube pieces and block between slurry net in the ring seal orifice reserved
Gap injection dual slurry closing be to be carried out after mortar solidification after carrying out pressure injection mortar below the middle part of tunnel ring.
In short, the present invention can efficiently solve fullness coefficient big and leakiness and ground settlement problems of too, and apply
Work risk is low, at low cost, saves duration and the good advantage of using effect.
Claims (8)
1. a kind of duct pieces of shield tunnel grouting behind shaft or drift lining construction method, which is characterized in that include the following steps：
(1) it to carrying out pressure injection mortar below the middle part of the tunnel ring formed by each section of jurisdiction, is pushed away in shield by grouting at the tail of the shield machine hole
Into while, pressure injection mortar is carried out below the middle part of the tunnel ring formed by each section of jurisdiction to shield tail, to ensure that middle part is below
Filled between section of jurisdiction and tunnel soil layer it is closely knit, with prevent section of jurisdiction deviate from shield tail after sink, cause segment damage and percolating water；
(2) every 10 endless tube pieces, to 10 endless tube pieces and tunnel in reserved ring seal orifice from section of jurisdiction more than 10th ring middle part
Gap injection dual slurry between soil layer is closed to form preceding closed-loop, to prevent supplement injection slurry from entering circulating mud, causes to starch
Liquid stream is lost, and closed ring is after before, and the injected hole reserved from the top of the 5th endless tube piece is between two adjacent closed-loops
Section of jurisdiction and tunnel soil layer gap injection supplement mortar, mortar is filled in section of jurisdiction top clearance in time；
Or：
(1) arrangement for blocking slurry net is equipped between section of jurisdiction and tunnel soil layer and blocks slurry net, blocks slurry net and is reserved from section of jurisdiction for encapsulating
Injected hole injection slurries, ensure to fill between section of jurisdiction and tunnel soil layer closely knit；
(2) block slurry net in below to the middle part of the tunnel ring formed by each section of jurisdiction carries out pressure injection mortar, passes through grouting at the tail of the shield machine
Below block in slurry net in the middle part for the tunnel ring that hole is formed while shield driving, to shield tail by each section of jurisdiction carries out pressure injection sand
Slurry, it is closely knit to ensure to fill between middle part section of jurisdiction below and tunnel soil layer, to sink after preventing section of jurisdiction from deviating from shield tail, cause pipe
Piece breakage and percolating water；
(3) every 10 endless tube pieces, from the 10th ring in the middle part of more than section of jurisdiction on to 10 endless tube pieces and block slurry in the ring seal orifice reserved
Gap injection dual slurry between net is closed to form preceding closed-loop, and closed ring is pre- from the top of the 5th endless tube piece after before
The injected hole stayed injects supplement mortar to the gap of section of jurisdiction and tunnel soil layer between two adjacent closed-loops, in time to section of jurisdiction
Fill in mortar in top clearance.
2. according to the method for claim 1, it is characterised in that：Sew on end in the ground for blocking slurry net capping tunnel rock section
Face.
3. according to the method for claim 1, it is characterised in that：The middle part to the tunnel ring formed by each section of jurisdiction
It is by reserved grouting at the tail of the shield machine hole on the middle part and lower part of tunnel ring while to inject slurries to carry out pressure injection mortar below,
The gap between the middle part of tunnel ring or less and the tunnel soil layer in corresponding portion is filled up to slurries.
4. according to the method for claim 1, it is characterised in that：The middle part to the tunnel ring formed by each section of jurisdiction
The slurry net interior pressure injection mortar that carries out below that blocks is same by the grouting at the tail of the shield machine hole reserved on the middle part and lower part of tunnel ring
When inject slurries, until slurries fill up the gap blocked between slurry net in the middle part of tunnel ring or less and corresponding portion, block slurry net and be close to
On tunnel soil layer or tunnel rock section face.
5. according to the method for claim 1, it is characterised in that：It is described in the middle part of the 10th ring more than section of jurisdiction on reserve
It is below the middle part of tunnel ring to be closed to the gap injection dual slurry between 10 endless tube pieces and tunnel soil layer in ring seal orifice
After carrying out pressure injection mortar, carried out after mortar solidification.
6. according to the method for claim 1, it is characterised in that：It is described in the middle part of the 10th ring more than section of jurisdiction on reserve
In ring seal orifice to 10 endless tube pieces and the gap injection dual slurry closing for blocking between slurry net be below the middle part of tunnel ring into
After row pressure injection mortar, carried out after mortar solidification.
7. according to the method for claim 1, it is characterised in that：The slurry net that blocks is iron net, blocks the mesh hole of slurry net
Diameter is less than or equal to mortar sand grains diameter.
8. according to the method for claim 1, it is characterised in that：The slurry net that blocks is iron net, or is synthetic plastic system
At net, or be plastic cloth.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810060111.XA CN108331597A (en) | 2018-01-22 | 2018-01-22 | A kind of duct pieces of shield tunnel grouting behind shaft or drift lining construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810060111.XA CN108331597A (en) | 2018-01-22 | 2018-01-22 | A kind of duct pieces of shield tunnel grouting behind shaft or drift lining construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN108331597A true CN108331597A (en) | 2018-07-27 |
Family
ID=62926316
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810060111.XA Pending CN108331597A (en) | 2018-01-22 | 2018-01-22 | A kind of duct pieces of shield tunnel grouting behind shaft or drift lining construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108331597A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109611122A (en) * | 2018-12-28 | 2019-04-12 | 中国水利水电第四工程局有限公司 | A kind of method of TBM construction section of jurisdiction back closed-loop |
| CN109723465A (en) * | 2019-03-19 | 2019-05-07 | 成都理工大学 | TBM rock tunnel(ling) machine section of jurisdiction righting method |
| CN110159307A (en) * | 2019-05-16 | 2019-08-23 | 北京市政建设集团有限责任公司 | A kind of tunnel multilayer grouting process |
| CN111425208A (en) * | 2020-03-30 | 2020-07-17 | 济南市市政工程设计研究院（集团）有限责任公司 | Anti-suspension device, system and method based on shield segment |
| CN111706338A (en) * | 2020-05-28 | 2020-09-25 | 北京城建中南土木工程集团有限公司 | Shield advance grouting enclosure construction method |
| CN112727480A (en) * | 2021-02-02 | 2021-04-30 | 中建八局轨道交通建设有限公司 | Grouting method for shield construction of hard rock section |
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| CN101928122A (en) * | 2009-12-31 | 2010-12-29 | 中国建筑股份有限公司 | Synchronous grouting material used for tunnel and preparation method thereof |
| CN102733821A (en) * | 2012-06-19 | 2012-10-17 | 浙江大学 | Secondary double-liquid slurry re-grouting method capable of effectively controlling surface deformation |
| CN203097906U (en) * | 2013-03-01 | 2013-07-31 | 中国建筑第六工程局有限公司 | Pipe piece structure capable of conducting grouting |
| CN107120121A (en) * | 2017-05-31 | 2017-09-01 | 中建三局基础设施工程有限公司 | A kind of shield-tunneling construction supplements slip casting anti-settling control method in real time |
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| CN101928122A (en) * | 2009-12-31 | 2010-12-29 | 中国建筑股份有限公司 | Synchronous grouting material used for tunnel and preparation method thereof |
| CN102733821A (en) * | 2012-06-19 | 2012-10-17 | 浙江大学 | Secondary double-liquid slurry re-grouting method capable of effectively controlling surface deformation |
| CN203097906U (en) * | 2013-03-01 | 2013-07-31 | 中国建筑第六工程局有限公司 | Pipe piece structure capable of conducting grouting |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109611122A (en) * | 2018-12-28 | 2019-04-12 | 中国水利水电第四工程局有限公司 | A kind of method of TBM construction section of jurisdiction back closed-loop |
| CN109723465A (en) * | 2019-03-19 | 2019-05-07 | 成都理工大学 | TBM rock tunnel(ling) machine section of jurisdiction righting method |
| CN110159307A (en) * | 2019-05-16 | 2019-08-23 | 北京市政建设集团有限责任公司 | A kind of tunnel multilayer grouting process |
| CN111425208A (en) * | 2020-03-30 | 2020-07-17 | 济南市市政工程设计研究院（集团）有限责任公司 | Anti-suspension device, system and method based on shield segment |
| CN111706338A (en) * | 2020-05-28 | 2020-09-25 | 北京城建中南土木工程集团有限公司 | Shield advance grouting enclosure construction method |
| CN111706338B (en) * | 2020-05-28 | 2022-05-24 | 北京城建中南土木工程集团有限公司 | Shield advance grouting enclosure construction method |
| CN112727480A (en) * | 2021-02-02 | 2021-04-30 | 中建八局轨道交通建设有限公司 | Grouting method for shield construction of hard rock section |
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Application publication date: 20180727 |