CN105909265B - Pass through the anti-protuberance retrusive deep hole grouting system and method for existing shield tunnel - Google Patents
Pass through the anti-protuberance retrusive deep hole grouting system and method for existing shield tunnel Download PDFInfo
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- CN105909265B CN105909265B CN201610407897.9A CN201610407897A CN105909265B CN 105909265 B CN105909265 B CN 105909265B CN 201610407897 A CN201610407897 A CN 201610407897A CN 105909265 B CN105909265 B CN 105909265B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0607—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining the shield being provided with devices for lining the tunnel, e.g. shuttering
Abstract
The invention discloses one kind to pass through the anti-protuberance retrusive deep hole grouting system and method for existing shield tunnel, solves down the problem that the top soil body in Mining Method excavation section tunnel when wearing existing buildings easily swells.It is included in existing shield tunnel（1）Lower section be provided with the Mining Method tunneling of pre- excavation and wear a section running tunnel（3）, a section running tunnel is worn under the Mining Method tunneling excavated in advance（3）Left end be provided with the section people's air defense section tunnel excavated（4）, in the section people's air defense section tunnel excavated（4）In pre- excavation Mining Method tunneling under wear a section running tunnel（3）Upper pilot drift（15）On be densely covered with deep hole grouting hole（16）, in deep hole grouting hole（16）In be provided with the drilling rod and slip casting sleeve pipe of retrusive deep hole grouting machine, the grouting pressure of retrusive deep hole grouting machine is 1 1.5 MPas, and the injection slurry in retrusive deep hole grouting machine is modified water glass.Present invention utilizes the existing device at scene, it ensure that existing shield tunnel does not swell.
Description
Technical field
The present invention relates to during a kind of Metro Excavation tunnel using Mining Method above tunneling the soil body carry out retrusive
The system and method for deep hole grouting, the closely top of excavation section is set during more particularly to a kind of Metro Excavation tunnel using Mining Method
Existing shield tunnel is equipped with, in new tunnel excavation, the pipe curtain construction that the sedimentation to existing buildings is controlled and compensated is heavy
The system and method for the retrusive deep hole grouting of control drop.
Background technology
In Urban Metro Construction, the situation for closely wearing existing line tunnel down is more and more.When existing line is shield
During structure tunnel, because the structure of shield tunnel is made up of flexible segment, between each section of jurisdiction connected using high-strength bolt, work as shield
When the soil body below structure tunnel is disturbed, the section of jurisdiction in range of disturbance can produce the relative settlement transfinited, so as to have influence on both
Have a normal operation of shield tunnel, thus control settlement turn under wear important topic in the constructing tunnel of existing line.When
Closely construct below existing shield tunnel new tunnel when, according to being worn under shield method, existing shield tunnel sedimentation can be made to transfinite,
Therefore Tunneling by mining method can only be used to construct., it is necessary to carry out deep hole note to the front of tunnel heading soil body before Tunneling by mining method is excavated
Slurry is reinforced, and injects dual slurry.As the solidification of dual slurry can be produced the effect swelled upwards by the soil body of grouting and reinforcing after slip casting.
The power of protuberance is passed up in existing shield tunnel, easily makes tunnel splicing section of jurisdiction that protuberance deformation occur, more than Deformation control
Index.In the prior art, when Mining Method closely wears existing shield tunnel down, typically tunneling boring deep hole grouting method is used.
Because existing tunnel and tunneling distance are too near, in tunneling boring deep hole grouting, in order to reach the effect of deep hole grouting, it is necessary to
Larger grouting pressure, but larger grouting pressure can cause closely to locate soil body arch seriously again, aggravate existing shield tunnel
The dislocation deformation of road section of jurisdiction, can not meet the requirement of existing tunnel protuberance Con trolling index.If reducing grouting pressure, control can be played
The purpose of system protuberance deformation, but the too low effect that can be reduced grout spreading range, not reach soil mass consolidation of pressure.General slurries expand
Scattered radius can reach 25 cms, so conventional deep hole grouting pitch-row is 50 cms, to ensure in larger slip casting
Under pressure, the soil body is fully reinforced between injected hole.After grouting pressure reduces, grout spreading range can reduce, 50 lis
The pitch-row of rice can not ensure the purpose that the soil body is fully reinforced.Existing pipe canopy supporting process soil body above pipe canopy has certain
Canopy shield acts on, but pipe boron steel pipe drilling is more using band water pore-forming operation technique, because water enters the soil body, it is easier to sedimentation is induced,
If not submersible, the direct jacking soil body of Large Diameter Pipeline steel pipe, jacking difficulty again be present.In addition, adjacent steel ligament in pipe canopy,
The sedimentation of the soil body above it can be induced.
The content of the invention
The invention provides one kind to pass through the anti-protuberance retrusive deep hole grouting system and method for existing shield tunnel, solves
Under the top soil body in Mining Method excavation section tunnel easily swells when wearing existing buildings problem.
The present invention is that solve above technical problem by the following technical programs：
One kind passes through the anti-protuberance retrusive deep hole grouting system of existing shield tunnel, including existing shield tunnel, existing
It is provided with below shield tunnel under the Mining Method tunneling of pre- excavation and wears a section running tunnel, is worn under the Mining Method tunneling excavated in advance
The left end of section running tunnel is provided with the section people's air defense section tunnel excavated, and pre- in the section people's air defense section tunnel excavated opens
Worn under the Mining Method tunneling of digging and deep hole grouting hole is densely covered with the upper pilot drift of section running tunnel, adjacent deep hole grouting hole
Spacing be 20-30 centimetres, the drilling rod and slip casting sleeve pipe of retrusive deep hole grouting machine, retrusive are provided with deep hole grouting hole
The grouting pressure of deep hole grouting machine is 1-1.5 MPas, and the injection slurry in retrusive deep hole grouting machine is modified water glass.
Lock pipe curtain is provided with the top termination wall in section people's air defense section tunnel, lock pipe curtain is arranged on existing shield tunnel
The underface in road, behind the right angle in lock pipe curtain and the section people's air defense section tunnel excavated being provided with steel pipe jacking between parados sets
Standby, the auger stem in steel pipe jacking device is provided in the lock pipe curtain steel pipe in lock pipe curtain, the end of auger stem
The distance between the outer face of right output port of crown end with latching pipe curtain steel pipe is 10 centimetres, below the soil outlet of jacking device
Metering soil bucket is provided with, lock is provided between two adjacent lock pipe curtain steel pipes, in the lateral wall of lock pipe curtain steel pipe
On be fixedly welded with mini-valve tube, bentonite slurry liquid grouting machine is connected with the pulp inlet of mini-valve tube.
One kind passes through the anti-protuberance retrusive deep hole grouting method of existing shield tunnel, comprises the following steps：
The first step, deep hole grouting is marked on the upper pilot drift for wearing section running tunnel under the Mining Method tunneling excavated in advance
The hole position in hole, the spacing for making adjacent deep hole grouting hole are 20-30 centimetres；
Second step, the drilling rod of retrusive deep hole grouting machine and slip casting sleeve pipe are arranged on to the hole position for marking deep hole grouting hole
On, carry out bore operation；
3rd step, deep hole grouting is carried out with the grouting method of retrusive, grouting pressure is maintained at 1-1.5 MPas, injection slurry
For modified water glass.
The section people's air defense section tunnel excavated that the left end of section running tunnel is set is worn under the Mining Method tunneling excavated in advance
It is middle first to follow the steps below：
The left end that section running tunnel is worn under the Mining Method tunneling that the first step, the preparation below existing shield tunnel are excavated is first
Excavate out section people's air defense section tunnel；
Second step, the box of lock is welded on first lateral wall for latching pipe curtain steel pipe, pipe curtain is latched at second
The sub-buckle of lock is welded on the lateral wall of steel pipe, mini-valve tube is welded on the lateral wall that every latches pipe curtain steel pipe；In 1 parts by weight
Bentonite in, add 9-11 parts by weight water, stir, obtain bentonite slurry, by obtained bentonite slurry load
Into bentonite slurry liquid grouting machine；
3rd step, steel pipe jacking device is arranged on behind the right angle in section people's air defense section tunnel on parados, in section people's air defense section
First lock pipe curtain steel pipe is set between the top termination wall and steel pipe jacking device in tunnel, starts steel pipe jacking device, will
First lock pipe curtain steel pipe is pushed into the soil body below the existing shield tunnel in front of the wall of top termination；
4th step, latch at first pipe curtain steel pipe and headed into soil below the existing shield tunnel in front of the termination wall of top
During body, when the jacking pressure of steel pipe jacking device reaches 20 MPas, first is latched the sleeve welded on pipe curtain steel pipe
Valve pipe is connected on bentonite slurry liquid grouting machine, and bentonite slurry is injected into the surrounding soil of lock pipe curtain steel pipe, with drop
Frictional resistance of the low lock pipe curtain steel pipe in jack-in process；Pipe curtain steel pipe is latched at first to push under existing shield tunnel
During the entire process of necromancer body, the termination of the auger stem of steel pipe jacking device is provided in first lock pipe curtain steel pipe
, and 10 centimetres of the outer face of the right output port of first lock pipe curtain steel pipe of the termination top distance of auger stem；If steel pipe
When the jacking pressure of jacking device reaches 20 MPas again, auger stem is pushed ahead by steel pipe jacking device, makes spiral
The termination of drilling rod leans out 10 centimeters to outside the right output port outer face of the first lock pipe curtain steel pipe, reaches loosening lock pipe curtain steel pipe
The purpose of the front soil body；
5th step, complete to head into second lock pipe curtain steel of side positioning of first lock pipe curtain steel pipe of work
Pipe, make second lock pipe curtain steel pipe sub-buckle with first lock pipe curtain steel pipe box patch together with, startup steel pipe top
Enter equipment, second lock pipe curtain steel pipe is pushed into the soil body below the existing shield tunnel in front of the wall of top termination,
The 4th step is repeated during heading into, second lock pipe curtain steel pipe is smoothly headed into place；
6th step, follow-up lock pipe curtain steel pipe is pushed into below the existing shield tunnel in front of the wall of top termination successively
The soil body in, and adjacent two locks pipe curtain steel pipes are plugged in together, form lock pipe curtain.
Present invention utilizes the existing device at scene, easily operated, the sedimentation for making to have occurred timely is compensated, and is ensured
Existing shield tunnel does not swell.
Brief description of the drawings
Fig. 1 is the structural representation of the present invention；
Fig. 2 is B-B direction sectional view in Fig. 1；
Fig. 3 is the structural representation of the lock pipe curtain construction system of the present invention；
Fig. 4 be in Fig. 3 A-A to sectional view.
Embodiment
The present invention is described in detail below in conjunction with the accompanying drawings：
One kind passes through the anti-protuberance retrusive deep hole grouting system of existing shield tunnel, including existing shield tunnel 1, existing
The lower section of shield tunnel 1 is provided with the Mining Method tunneling of pre- excavation and wears section running tunnel 3, under the Mining Method tunneling excavated in advance
The left end for wearing section running tunnel 3 is provided with the section people's air defense section tunnel 4 excavated, in the section people's air defense section tunnel 4 excavated
Pre- excavation Mining Method tunneling under wear and be densely covered with deep hole grouting hole 16 on the upper pilot drift 15 of section running tunnel 3, it is adjacent
The spacing in deep hole grouting hole 16 be 20-30 centimetres, the drilling rod of retrusive deep hole grouting machine is provided with deep hole grouting hole 16
And slip casting sleeve pipe, the grouting pressure of retrusive deep hole grouting machine is 1-1.5 MPas, and the injection slurry in retrusive deep hole grouting machine is
Modified water glass.
Lock pipe curtain is provided with the top termination wall 5 in section people's air defense section tunnel 4, lock pipe curtain is arranged on existing shield
The underface in tunnel 1, steel pipe is provided between parados 6 behind the right angle in lock pipe curtain and the section people's air defense section tunnel 4 excavated
Jacking device 8, the auger stem 9 in steel pipe jacking device 8 are provided in the lock pipe curtain steel pipe 7 in lock pipe curtain, spiral shell
The distance between the outer face of right output port of the termination top of rotary drill bar 9 with latching pipe curtain steel pipe 7 10 is 10 centimetres, is set in jacking
Metering soil bucket 11 is provided with below standby 8 soil outlet, lock 14 is provided between two adjacent lock pipe curtain steel pipes 7,
Mini-valve tube 12 is fixedly welded with the lateral wall of lock pipe curtain steel pipe 7, bentonite slurry is connected with the pulp inlet of mini-valve tube 12
Liquid grouting machine 13.
One kind passes through the anti-protuberance retrusive deep hole grouting method of existing shield tunnel, comprises the following steps：
The first step, deep hole is marked on the upper pilot drift 15 for wearing section running tunnel 3 under the Mining Method tunneling excavated in advance
The hole position of injected hole 16, the spacing for making adjacent deep hole grouting hole 16 are 20-30 centimetres；
Second step, the drilling rod of retrusive deep hole grouting machine and slip casting sleeve pipe are arranged on to the hole position for marking deep hole grouting hole 16
On, carry out bore operation；
3rd step, deep hole grouting is carried out with the grouting method of retrusive, grouting pressure is maintained at 1-1.5 MPas, injection slurry
For modified water glass.
The section people's air defense section tunnel excavated that the left end of section running tunnel 3 is set is worn under the Mining Method tunneling excavated in advance
First followed the steps below in 4：
The left end of section running tunnel 3 is worn under the Mining Method tunneling that the first step, the preparation below existing shield tunnel 1 are excavated
First excavate out section people's air defense section tunnel 4；
Second step, welding latches 14 box on first lateral wall for latching pipe curtain steel pipe 7, in second lock pipe
The sub-buckle of welding lock 14, welds mini-valve tube 12 on the lateral wall that every latches pipe curtain steel pipe 7 on the lateral wall of curtain steel pipe 7；
In the bentonite of 1 parts by weight, the water of 9-11 parts by weight is added, stirs, obtains bentonite slurry, the bentonite that will be obtained
Slurries are encased in bentonite slurry liquid grouting machine 13；
3rd step, steel pipe jacking device 8 is arranged on behind the right angle in section people's air defense section tunnel 4 on parados 6, in section people's air defense
First lock pipe curtain steel pipe 7 is set between the top termination wall 5 and steel pipe jacking device 8 in section tunnel 4, starts steel pipe jacking and sets
Standby 8, first lock pipe curtain steel pipe 7 is pushed into the soil body below the existing shield tunnel 1 in the front of top termination wall 5；
4th step, latch pipe curtain steel pipe 7 at first and headed into below the existing shield tunnel 1 in the front of top termination wall 5
The soil body during, when the jacking pressure of steel pipe jacking device 8 reaches 20 MPas, will be welded on first lock pipe curtain steel pipe 7
The mini-valve tube 12 connect is connected on bentonite slurry liquid grouting machine 13, and bentonite slurry is injected into around lock pipe curtain steel pipe 7
In the soil body, to reduce frictional resistance of the lock pipe curtain steel pipe 7 in jack-in process；Pipe curtain steel pipe 7 is latched at first to push into
During the entire process of the lower section soil body of existing shield tunnel 1, the termination of the auger stem 9 of steel pipe jacking device 8 is provided in first
In root lock pipe curtain steel pipe 7, and the right output port of first lock pipe curtain steel pipe 7 of the termination top distance of auger stem 9
10 centimetres of outer face；If the jacking pressure of steel pipe jacking device 8 reaches 20 MPas again, by steel pipe jacking device 8 by spiral shell
Rotary drill bar 9 is pushed ahead, and the termination of auger stem 9 is leant out to outside the right output port outer face of the first lock pipe curtain steel pipe 7 10 lis
At rice, reach the purpose for loosening the front soil body of lock pipe curtain steel pipe 7；
5th step, complete to head into second lock pipe curtain of side positioning of first lock pipe curtain steel pipe 7 of work
Steel pipe, make second lock pipe curtain steel pipe 2 sub-buckle patched with the box of first lock pipe curtain steel pipe 7 together with, startup steel
Pipe jacking device 8, second lock pipe curtain steel pipe 2 is pushed into the soil of the lower section of existing shield tunnel 1 in the front of top termination wall 5
In body, the 4th step is repeated during heading into, second lock pipe curtain steel pipe is smoothly headed into place；
6th step, the existing shield tunnel 1 that follow-up lock pipe curtain steel pipe 7 is pushed into the front of top termination wall 5 successively
In the soil body of lower section, and two adjacent lock pipe curtain steel pipes are plugged in together, form lock pipe curtain.
Because adjacent lock pipe curtain steel pipe is to latch to connect by primary and secondary, lock pipe curtain steel pipe is set to form a closing
Lock pipe curtain, serve in follow-up Mining Method digging process, branch played to closely wearing the soil body above existing shield tunnel down
The effect of support, effective control of settling amount is reached, has made its deformation amount controlling in the range of Con trolling index.In every lock of pipe curtain
In the work progress for detaining pipe curtain steel pipe 7, by injecting bentonite slurry, solve that to head into pipe curtain steel pipe resistance without water big, it is existing
There is the problem that equipment can not be completed.Particularly during heading into, by coordinating the control to the amount of being unearthed and jacking pressure in real time
System, control is influenceed to greatest extent on the soil body above newly built tunnels, and strict science is controlled and disturbed below existing shield tunnel
The disturbance discharge rate of the soil body, during heading into, existing shield is controlled by the quantitative control to the amount of being unearthed, strict science in real time
The disturbance discharge rate of disturbed soil, the completion to settling amount Con trolling index serve the effect to get instant result below structure tunnel.This
Invention scientifically solves the contradiction of grouting pressure and slip casting pitch of holes, that is, strengthens the soil body, overcomes the existing shield in top again
The problem of tunnel heaving.
Claims (2)
1. one kind passes through the anti-protuberance retrusive deep hole grouting system of existing shield tunnel, including existing shield tunnel（1）, existing
Shield tunnel（1）Lower section be provided with the Mining Method tunneling of pre- excavation and wear a section running tunnel（3）, it is dark in the Mining Method excavated in advance
Dig down and wear a section running tunnel（3）Left end be provided with the section people's air defense section tunnel excavated（4）, it is characterised in that excavating
Section people's air defense section tunnel（4）In pre- excavation Mining Method tunneling under wear a section running tunnel（3）Upper pilot drift（15）
On be densely covered with deep hole grouting hole（16）, adjacent deep hole grouting hole（16）Spacing be 20-30 centimetres, in deep hole grouting hole（16）
In be provided with the drilling rod and slip casting sleeve pipe of retrusive deep hole grouting machine, the grouting pressure of retrusive deep hole grouting machine is 1-1.5 million
Pa, the injection slurry in retrusive deep hole grouting machine is modified water glass；In section people's air defense section tunnel（4）Top termination wall（5）
In be provided with lock pipe curtain, lock pipe curtain be arranged on existing shield tunnel（1）Underface, in lock pipe curtain and the area excavated
Between people's air defense section tunnel（4）Right angle after parados（6）Between be provided with steel pipe jacking device（8）, steel pipe jacking device（8）In spiral shell
Rotary drill bar（9）The lock pipe curtain steel pipe being provided in lock pipe curtain（7）In, auger stem（9）Termination top with lock
Pipe curtain steel pipe（7）The distance between the outer face of right output port（10）For 10 centimetres, in jacking device（8）Soil outlet below set
It is equipped with metering soil bucket（11）, in two adjacent lock pipe curtain steel pipes（7）Between be provided with lock（14）, in lock pipe curtain steel pipe
（7）Lateral wall on be fixedly welded with mini-valve tube（12）, in mini-valve tube（12）Pulp inlet on be connected with bentonite slurry liquid grout
Machine（13）.
2. one kind passes through the anti-protuberance retrusive deep hole grouting method of existing shield tunnel, comprise the following steps：
A section running tunnel is worn under the Mining Method tunneling excavated in advance（3）Left end set the section people's air defense section tunnel excavated
（4）It is middle first to follow the steps below：
The first step, in existing shield tunnel（1）A section running tunnel is worn under the Mining Method tunneling that the preparation of lower section is excavated（3）Left end
First excavate out section people's air defense section tunnel（4）；
Second step, first latch pipe curtain steel pipe（7）Lateral wall on weld lock（14）Box, second lock pipe
Curtain steel pipe（7）Lateral wall on weld lock（14）Sub-buckle, every latch pipe curtain steel pipe（7）Lateral wall on welding sleeve valve
Pipe（12）；In the bentonite of 1 parts by weight, the water of 9-11 parts by weight is added, stirs, obtains bentonite slurry, will obtain
Bentonite slurry be encased in bentonite slurry liquid grouting machine（13）In；
3rd step, by steel pipe jacking device（8）Installed in section people's air defense section tunnel（4）Right angle after parados（6）On, in section people
Anti- section of tunnel（4）Top termination wall（5）With steel pipe jacking device（8）Between set first lock pipe curtain steel pipe（7）, start
Steel pipe jacking device（8）, pipe curtain steel pipe is latched by first（7）Push into top termination wall（5）The existing shield tunnel in front
（1）In the soil body of lower section；
4th step, first latch pipe curtain steel pipe（7）Headed into top termination wall（5）The existing shield tunnel in front（1）Under
During the soil body of side, when steel pipe jacking device（8）Jacking pressure when reaching 20 MPas, latch pipe curtain steel pipe by first
（7）The mini-valve tube of upper welding（12）It is connected to bentonite slurry liquid grouting machine（13）On, and bentonite slurry is injected into lock pipe curtain
Steel pipe（7）Surrounding soil in, with reduce latch pipe curtain steel pipe（7）Frictional resistance in jack-in process；In first lock
Pipe curtain steel pipe（7）Push into existing shield tunnel（1）During the entire process of the soil body of lower section, steel pipe jacking device（8）Auger
Bar（9）Termination be provided in first lock pipe curtain steel pipe（7）In, and auger stem（9）Termination top distance
A piece lock pipe curtain steel pipe（7）Right output port 10 centimetres of outer face；If steel pipe jacking device（8）Jacking pressure reach again
At 20 MPas, pass through steel pipe jacking device（8）By auger stem（9）Push ahead, make auger stem（9）Termination lean out to
One lock pipe curtain steel pipe（7）Right output port outer face outside 10 centimeters, reach loosening lock pipe curtain steel pipe（7）The mesh of the front soil body
's；
5th step, complete to head into first lock pipe curtain steel pipe of work（7）Side position second lock pipe curtain steel
Pipe, make the sub-buckle and first lock pipe curtain steel pipe of second lock pipe curtain steel pipe（7）Box patch together, start steel pipe
Jacking device（8）, second lock pipe curtain steel pipe is pushed into top termination wall（5）The existing shield tunnel in front（1）Lower section
The soil body in, during heading into repeat the 4th step, make second lock pipe curtain steel pipe smoothly head into place；
6th step, successively by follow-up lock pipe curtain steel pipe（7）Push into top termination wall（5）The existing shield tunnel in front
（1）In the soil body of lower section, and two adjacent lock pipe curtain steel pipes are plugged in together, form lock pipe curtain；
Then, follow the steps below：
7th step, a section running tunnel is worn under the Mining Method tunneling excavated in advance（3）Upper pilot drift（15）On mark deep hole
Injected hole（16）Hole position, make adjacent deep hole grouting hole（16）Spacing be 20-30 centimetres；
8th step, the drilling rod of retrusive deep hole grouting machine and slip casting sleeve pipe are arranged on and mark deep hole grouting hole（16）Hole position
On, carry out bore operation；
9th step, deep hole grouting is carried out with the grouting method of retrusive, grouting pressure is maintained at 1-1.5 MPas, and injection slurry is to change
Property waterglass.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610407897.9A CN105909265B (en) | 2016-06-12 | 2016-06-12 | Pass through the anti-protuberance retrusive deep hole grouting system and method for existing shield tunnel |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610407897.9A CN105909265B (en) | 2016-06-12 | 2016-06-12 | Pass through the anti-protuberance retrusive deep hole grouting system and method for existing shield tunnel |
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| CN105909265A CN105909265A (en) | 2016-08-31 |
| CN105909265B true CN105909265B (en) | 2018-02-09 |
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Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106837350B (en) * | 2017-01-13 | 2018-10-12 | 沈阳建筑大学 | The interflow of class rectangle shield machine construction is regulated and stored moldeed depth layer tunnel |
| CN109723468B (en) * | 2019-01-14 | 2020-10-16 | 北京建工土木工程有限公司 | Method for grouting underground excavation tunnel engineering based on remote control grouting trolley |
| CN110847916B (en) * | 2019-10-22 | 2020-11-24 | 中国电建集团铁路建设有限公司 | Construction method for shield tunneling civil air defense engineering |
| CN111709065B (en) * | 2020-05-07 | 2022-12-20 | 中铁十八局集团有限公司 | Method for determining hole distance of ultra-front deep hole grouting drilling under complex surrounding environment |
| CN113187507A (en) * | 2021-05-17 | 2021-07-30 | 中铁十二局集团第四工程有限公司 | Grouting reinforcement method for deformation control of underground excavation tunnel underpass operation subway section |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3530677A (en) * | 1967-09-13 | 1970-09-29 | Ainsley Neville Ede | Manholes inspection chambers and pipe junctions |
| JPS5119815B2 (en) * | 1971-08-07 | 1976-06-21 | ||
| CN102182470A (en) * | 2011-03-21 | 2011-09-14 | 同济大学 | Full-section sealing extrusion grouting method |
| CN203161250U (en) * | 2013-03-08 | 2013-08-28 | 中铁二十二局集团第一工程有限公司 | Deep hole grouting reinforcing system for tunnel |
| CN106050245A (en) * | 2016-08-03 | 2016-10-26 | 中铁第勘察设计院集团有限公司 | Supporting structure for zero distance underneath pass of existing station of rectangular tunnel section and construction method |
| CN205805553U (en) * | 2016-06-12 | 2016-12-14 | 中铁十九局集团轨道交通工程有限公司 | Pass through existing shield tunnel anti-protuberance retrusive deep hole grouting system |
-
2016
- 2016-06-12 CN CN201610407897.9A patent/CN105909265B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US3530677A (en) * | 1967-09-13 | 1970-09-29 | Ainsley Neville Ede | Manholes inspection chambers and pipe junctions |
| JPS5119815B2 (en) * | 1971-08-07 | 1976-06-21 | ||
| CN102182470A (en) * | 2011-03-21 | 2011-09-14 | 同济大学 | Full-section sealing extrusion grouting method |
| CN203161250U (en) * | 2013-03-08 | 2013-08-28 | 中铁二十二局集团第一工程有限公司 | Deep hole grouting reinforcing system for tunnel |
| CN205805553U (en) * | 2016-06-12 | 2016-12-14 | 中铁十九局集团轨道交通工程有限公司 | Pass through existing shield tunnel anti-protuberance retrusive deep hole grouting system |
| CN106050245A (en) * | 2016-08-03 | 2016-10-26 | 中铁第勘察设计院集团有限公司 | Supporting structure for zero distance underneath pass of existing station of rectangular tunnel section and construction method |
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| Publication number | Publication date |
|---|---|
| CN105909265A (en) | 2016-08-31 |
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