CN105909265A - Heaving-prevention retrusive deep-hole grouting system and method for passing through existing shield tunnel - Google Patents

Heaving-prevention retrusive deep-hole grouting system and method for passing through existing shield tunnel Download PDF

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Publication number
CN105909265A
CN105909265A CN201610407897.9A CN201610407897A CN105909265A CN 105909265 A CN105909265 A CN 105909265A CN 201610407897 A CN201610407897 A CN 201610407897A CN 105909265 A CN105909265 A CN 105909265A
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China
Prior art keywords
snap close
steel pipe
tunnel
section
pipe curtain
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CN201610407897.9A
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CN105909265B (en
Inventor
赵辉
王江华
王云龙
罗文江
王汉霆
李建
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Rail Transit Engineering Co Ltd of China Railway 19th Bureau Group Co Ltd
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Rail Transit Engineering Co Ltd of China Railway 19th Bureau Group Co Ltd
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Priority to CN201610407897.9A priority Critical patent/CN105909265B/en
Publication of CN105909265A publication Critical patent/CN105909265A/en
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    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/06Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
    • E21D9/0607Making 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 a heaving-prevention retrusive deep-hole grouting system and method for passing through an existing shield tunnel. The problem that soil above a mining method excavation section tunnel is likely to heave when an existing structure is passed underneath is solved. The heaving-prevention retrusive deep-hole grouting system is characterized in that a pre-excavation mining method underground excavation underneath passing section interval tunnel (3) is arranged below the existing shield tunnel (1), an excavated section civil air defense section tunnel (4) is arranged at the left end of the pre-excavation mining method underground excavation underneath passing section interval tunnel (3), deep-hole grouting holes (16) are densely distributed on an upper pilot tunnel excavating face (15) of the pre-excavation mining method underground excavation underneath passing section interval tunnel (3) in the excavated section civil air defense section tunnel (4), a drill rod and a grouting casing pipe of a retrusive deep-hole grouting machine are arranged in each deep-hole grouting hole (16), the grouting pressure of the retrusive deep-hole grouting machine is 1-1.5 MPa, and grouting fluid in the retrusive deep-hole grouting machine is modified water glass. On-site existing equipment is utilized, and it is ensured that the existing shield tunnel does not heave.

Description

Pass through existing shield tunnel anti-protuberance retrusive deep hole grouting system and method
Technical field
The present invention relates to a kind of system and method that the soil body above tunneling is carried out when using Mining Method Metro Excavation tunnel retrusive deep hole grouting, particularly to a kind of use Mining Method Metro Excavation tunnel time excavation section be closely provided above existing shield tunnel, when new tunnel excavation, the system and method for the retrusive deep hole grouting that the sedimentation to existing buildings is controlled and the pipe curtain construction settlement that compensates controls.
Background technology
In Urban Metro Construction, the situation wearing down existing line tunnel gets more and more.When existing line is shield tunnel, owing to the structure of shield tunnel is made up of flexible segment, it is to use high-strength bolt to connect between each section of jurisdiction, when the soil body below shield tunnel is disturbed, section of jurisdiction in range of disturbance can produce the relative settlement transfinited, thus have influence on the normal operation of existing shield tunnel, wear the important topic in the constructing tunnel of existing line under therefore control settlement becomes.When closely construct below existing shield tunnel new tunnel time, wear according under shield method, can make existing shield tunnel sedimentation transfinite, Tunneling by mining method therefore can only be used to construct.Before excavation Tunneling by mining method, need the front of tunnel heading soil body is carried out deep hole grouting reinforcing, inject dual slurry.After slip casting, the solidification along with dual slurry can be produced, by the soil body of grouting and reinforcing, the effect upwards swelled.The power of protuberance is passed up in existing shield tunnel, easily makes splicing section of jurisdiction, tunnel that protuberance deformation occurs, exceedes Deformation control index.In the prior art, when Mining Method wears existing shield tunnel down, general employing tunneling boring deep hole grouting method.Owing to existing tunnel is the nearest with tunneling distance, when tunneling boring deep hole grouting, in order to reach the effect of deep hole grouting, need bigger grouting pressure, but it is serious that bigger grouting pressure can cause again closely locating soil body arch, increase the weight of the dislocation deformation of existing shield tunnel section of jurisdiction, it is impossible to meet the requirement of existing tunnel protuberance Con trolling index.If reduction grouting pressure, the purpose controlling protuberance deformation can be played, but pressure is the lowest can reduce grout spreading range, not reach the effect of soil mass consolidation.General grout spreading range can reach 25 cm, so the deep hole grouting pitch-row of routine is 50 cm, to ensure that between injected hole, the soil body is reinforced fully under bigger grouting pressure.After grouting pressure reduces, grout spreading range can reduce, and the pitch-row of 50 centimetres cannot ensure the purpose that the soil body is fully reinforced.The soil body above pipe canopy is had certain canopy to protect effect by existing pipe canopy supporting process, but pipe boron steel pipe creeps into many employing band water pore-forming operation techniques, owing to water enters the soil body, it is easier to induction sedimentation, if not submersible, the Large Diameter Pipeline steel pipe direct jacking soil body, there is again jacking difficulty.It addition, adjacent steel ligament in pipe canopy, the sedimentation of the soil body above it also can be induced.
Summary of the invention
The invention provides one and pass through existing shield tunnel anti-protuberance retrusive deep hole grouting system and method, solve down the difficult problem that when wearing existing buildings, the top soil body in Mining Method excavation section tunnel easily swells.
The present invention is to solve above technical problem by the following technical programs:
One passes through existing shield tunnel anti-protuberance retrusive deep hole grouting system, including existing shield tunnel, the section of wearing running tunnel under the Mining Method tunneling that the lower section of existing shield tunnel is provided with pre-excavation, under the Mining Method tunneling of pre-excavation, the left end of the section of wearing running tunnel is provided with the interval people's air defense section tunnel excavated, it is densely covered with deep hole grouting hole on the upper pilot drift of the section of wearing running tunnel under the Mining Method tunneling of the pre-excavation in the interval people's air defense section tunnel excavated, the spacing in adjacent deep hole grouting hole is 20-30 centimetre, drilling rod and the slip casting sleeve pipe of retrusive deep hole grouting machine it is provided with in deep hole grouting hole, the grouting pressure of retrusive deep hole grouting machine is 1-1.5 MPa, injection slurry in retrusive deep hole grouting machine is modified water glass.
Above interval people's air defense section tunnel, termination wall is provided with snap close pipe curtain, snap close pipe curtain is arranged on the underface of existing shield tunnel, it is provided with steel pipe jacking device between parados after snap close pipe curtain and the right angle in interval people's air defense section tunnel that excavated, in the snap close pipe curtain steel pipe that auger stem in steel pipe jacking device is provided in snap close pipe curtain, distance between the outer face of the top, termination of auger stem and the right output port of snap close pipe curtain steel pipe is 10 centimetres, metering soil bucket it is provided with below the soil outlet of jacking device, it is provided with snap close between two adjacent snap close pipe curtain steel pipes, the lateral wall of snap close pipe curtain steel pipe is fixedly welded with mini-valve tube, the pulp inlet of mini-valve tube connects and has bentonite slurry liquid grouting machine.
One passes through existing shield tunnel anti-protuberance retrusive deep hole grouting method, comprises the following steps:
The first step, marks the position, hole in deep hole grouting hole under the Mining Method tunneling of pre-excavation, makes the spacing in adjacent deep hole grouting hole be 20-30 centimetre on the upper pilot drift of the section of wearing running tunnel;
Second step, is arranged on drilling rod and the slip casting sleeve pipe of retrusive deep hole grouting machine on the position, hole marking deep hole grouting hole, carries out bore operation;
3rd step, carries out deep hole grouting with the grouting method of retrusive, and grouting pressure is maintained at 1-1.5 MPa, and injection slurry is modified water glass.
The interval people's air defense section tunnel excavated that the left end of the section of wearing running tunnel is arranged under the Mining Method tunneling of pre-excavation first follows the steps below:
Under the first step, the Mining Method tunneling preparing excavation below existing shield tunnel, the left end of the section of wearing running tunnel first excavates out interval people's air defense section tunnel;
Second step, on the lateral wall of first snap close pipe curtain steel pipe, weld the box of snap close, the lateral wall of second snap close pipe curtain steel pipe is welded the ZIKOU of snap close, the lateral wall of every snap close pipe curtain steel pipe is welded mini-valve tube;In the bentonite of 1 weight portion, add the water of 9-11 weight portion, stir, obtain bentonite slurry, the bentonite slurry obtained is encased in bentonite slurry liquid grouting machine;
3rd step, steel pipe jacking device is arranged on behind the right angle in interval people's air defense section tunnel on parados, above interval people's air defense section tunnel, first snap close pipe curtain steel pipe is set between termination wall and steel pipe jacking device, start steel pipe jacking device, first snap close pipe curtain steel pipe is pushed in the soil body below the existing shield tunnel in wall front, termination, top;
4th step, during first snap close pipe curtain steel pipe is by the soil body below the existing shield tunnel in wall front, termination above heading into, when the jacking pressure of steel pipe jacking device reaches 20 MPas, the mini-valve tube of welding on first snap close pipe curtain steel pipe is received on bentonite slurry liquid grouting machine, and bentonite slurry is injected in the surrounding soil of snap close pipe curtain steel pipe, to reduce snap close pipe curtain steel pipe frictional resistance in jack-in process;First snap close pipe curtain steel pipe push into the soil body below existing shield tunnel whole during, the termination of the auger stem of steel pipe jacking device is provided in first snap close pipe curtain steel pipe, and 10 centimetres, the outer face of the right output port of first snap close pipe curtain steel pipe of top, the termination distance of auger stem;If the jacking pressure of steel pipe jacking device reaches 20 MPas again, by steel pipe jacking device, auger stem is pushed ahead, the termination making auger stem leans out 10 centimeters outside the right output port outer face of the first snap close pipe curtain steel pipe, reaches to loosen the purpose of the snap close pipe curtain steel pipe front soil body;
5th step, complete to head into the second snap close pipe curtain steel pipe in location, side of first snap close pipe curtain steel pipe of work, together with the ZIKOU making second snap close pipe curtain steel pipe patches with the box of first snap close pipe curtain steel pipe, start steel pipe jacking device, second snap close pipe curtain steel pipe is pushed in the soil body below the existing shield tunnel in wall front, termination, top, during heading into, repeat the 4th step, make second snap close pipe curtain steel pipe head into smoothly and put in place;
6th step, successively follow-up snap close pipe curtain steel pipe is pushed in the soil body below the existing shield tunnel in wall front, termination, top, and two adjacent snap close pipe curtain steel pipes are plugged in together, form snap close pipe curtain.
Present invention utilizes the existing device at scene, it is easy to operation, make the sedimentation occurred be compensated timely, it is ensured that existing shield tunnel does not swells.
Accompanying drawing explanation
Fig. 1 is the structural representation of the present invention;
Fig. 2 be in Fig. 1 B-B to sectional view;
Fig. 3 is the structural representation of the snap close pipe curtain construction system of the present invention;
Fig. 4 be in Fig. 3 A-A to sectional view.
Detailed description of the invention
The present invention is described in detail below in conjunction with the accompanying drawings:
One passes through existing shield tunnel anti-protuberance retrusive deep hole grouting system, including existing shield tunnel 1, the section of wearing running tunnel 3 under the Mining Method tunneling that the lower section of existing shield tunnel 1 is provided with pre-excavation, under the Mining Method tunneling of pre-excavation, the left end of the section of wearing running tunnel 3 is provided with the interval people's air defense section tunnel 4 excavated, it is densely covered with deep hole grouting hole 16 on the upper pilot drift 15 of the section of wearing running tunnel 3 under the Mining Method tunneling of the pre-excavation in the interval people's air defense section tunnel 4 excavated, the spacing in adjacent deep hole grouting hole 16 is 20-30 centimetre, drilling rod and the slip casting sleeve pipe of retrusive deep hole grouting machine it is provided with in deep hole grouting hole 16, the grouting pressure of retrusive deep hole grouting machine is 1-1.5 MPa, injection slurry in retrusive deep hole grouting machine is modified water glass.
Above interval people's air defense section tunnel 4, termination wall 5 is provided with snap close pipe curtain, snap close pipe curtain is arranged on the underface of existing shield tunnel 1, it is provided with steel pipe jacking device 8 between parados 6 after snap close pipe curtain and the right angle in interval people's air defense section tunnel 4 that excavated, in the snap close pipe curtain steel pipe 7 that auger stem 9 in steel pipe jacking device 8 is provided in snap close pipe curtain, distance 10 between the outer face of the top, termination of auger stem 9 and the right output port of snap close pipe curtain steel pipe 7 is 10 centimetres, metering soil bucket 11 it is provided with below the soil outlet of jacking device 8, it is provided with snap close 14 between two adjacent snap close pipe curtain steel pipes 7, the lateral wall of snap close pipe curtain steel pipe 7 is fixedly welded with mini-valve tube 12, the pulp inlet of mini-valve tube 12 connects and has bentonite slurry liquid grouting machine 13.
One passes through existing shield tunnel anti-protuberance retrusive deep hole grouting method, comprises the following steps:
The first step, marks the position, hole in deep hole grouting hole 16 under the Mining Method tunneling of pre-excavation, makes the spacing in adjacent deep hole grouting hole 16 be 20-30 centimetre on the upper pilot drift 15 of the section of wearing running tunnel 3;
Second step, is arranged on drilling rod and the slip casting sleeve pipe of retrusive deep hole grouting machine on the position, hole marking deep hole grouting hole 16, carries out bore operation;
3rd step, carries out deep hole grouting with the grouting method of retrusive, and grouting pressure is maintained at 1-1.5 MPa, and injection slurry is modified water glass.
The interval people's air defense section tunnel 4 excavated that the left end of the section of wearing running tunnel 3 is arranged under the Mining Method tunneling of pre-excavation first follows the steps below:
Under the first step, the Mining Method tunneling preparing excavation below existing shield tunnel 1, the left end of the section of wearing running tunnel 3 first excavates out interval people's air defense section tunnel 4;
Second step, on the lateral wall of first snap close pipe curtain steel pipe 7 weld snap close 14 box, on the lateral wall of second snap close pipe curtain steel pipe 7 weld snap close 14 ZIKOU, on the lateral wall of every snap close pipe curtain steel pipe 7 weld mini-valve tube 12;In the bentonite of 1 weight portion, add the water of 9-11 weight portion, stir, obtain bentonite slurry, the bentonite slurry obtained is encased in bentonite slurry liquid grouting machine 13;
3rd step, steel pipe jacking device 8 is arranged on behind the right angle in interval people's air defense section tunnel 4 on parados 6, above interval people's air defense section tunnel 4, first snap close pipe curtain steel pipe 7 is set between termination wall 5 and steel pipe jacking device 8, start steel pipe jacking device 8, first snap close pipe curtain steel pipe 7 is pushed in the soil body below the existing shield tunnel 1 in wall 5 front, termination, top;
4th step, during first snap close pipe curtain steel pipe 7 is by the soil body below the existing shield tunnel 1 in termination wall 5 front above heading into, when the jacking pressure of steel pipe jacking device 8 reaches 20 MPas, the mini-valve tube 12 of welding on first snap close pipe curtain steel pipe 7 is received on bentonite slurry liquid grouting machine 13, and bentonite slurry is injected in the surrounding soil of snap close pipe curtain steel pipe 7, to reduce the snap close pipe curtain steel pipe 7 frictional resistance in jack-in process;First snap close pipe curtain steel pipe 7 push into the soil body below existing shield tunnel 1 whole during, the termination of the auger stem 9 of steel pipe jacking device 8 is provided in first snap close pipe curtain steel pipe 7, and 10 centimetres, the outer face of the right output port of first snap close pipe curtain steel pipe 7 of top, the termination distance of auger stem 9;If the jacking pressure of steel pipe jacking device 8 reaches 20 MPas again, by steel pipe jacking device 8, auger stem 9 is pushed ahead, the termination making auger stem 9 leans out 10 centimeters outside the right output port outer face of the first snap close pipe curtain steel pipe 7, reaches to loosen the purpose of the snap close pipe curtain steel pipe 7 front soil body;
5th step, complete to head into the second snap close pipe curtain steel pipe in location, side of first snap close pipe curtain steel pipe 7 of work, together with the ZIKOU making second snap close pipe curtain steel pipe 2 patches with the box of first snap close pipe curtain steel pipe 7, start steel pipe jacking device 8, second snap close pipe curtain steel pipe 2 is pushed in the soil body below the existing shield tunnel 1 in wall 5 front, termination, top, during heading into, repeat the 4th step, make second snap close pipe curtain steel pipe head into smoothly and put in place;
6th step, successively follow-up snap close pipe curtain steel pipe 7 is pushed in the soil body below the existing shield tunnel 1 in wall 5 front, termination, top, and two adjacent snap close pipe curtain steel pipes are plugged in together, form snap close pipe curtain.
Owing to adjacent snap close pipe curtain steel pipe is to be connected by primary and secondary snap close, snap close pipe curtain steel pipe is made to define a snap close pipe curtain closed, serve in follow-up Mining Method digging process, the effect of support is played to wearing down the soil body above existing shield tunnel, reach effective control of settling amount so that it is deformation amount controlling is in the range of Con trolling index.In the work progress of every snap close pipe curtain steel pipe 7 of pipe curtain, by injecting bentonite slurry, solve and head into pipe curtain steel pipe resistance greatly without water, the difficult problem that existing equipment cannot complete.Particularly during heading into, by coordinating in real time unearthed amount and the control of jacking pressure, control to greatest extent and the soil body above newly built tunnels is affected, strict science controls the disturbance output of disturbed soil below existing shield tunnel, during heading into, by the real-time fixing quantity to unearthed amount, strict science controls the disturbance output of disturbed soil below existing shield tunnel, completes settling amount Con trolling index to serve the effect got instant result.The present invention scientifically solves the contradiction of grouting pressure and injected hole spacing, i.e. strengthens the soil body, the problem overcoming again top existing shield tunnel protuberance.

Claims (4)

  1. null1. one kind is passed through existing shield tunnel anti-protuberance retrusive deep hole grouting system,Including existing shield tunnel (1),The section of wearing running tunnel (3) under the Mining Method tunneling that the lower section of existing shield tunnel (1) is provided with pre-excavation,Under the Mining Method tunneling of pre-excavation, the left end of the section of wearing running tunnel (3) is provided with the interval people's air defense section tunnel (4) excavated,It is characterized in that,It is densely covered with deep hole grouting hole (16) on the upper pilot drift (15) of the section of wearing running tunnel (3) under the Mining Method tunneling of the pre-excavation in the interval people's air defense section tunnel (4) excavated,The spacing in adjacent deep hole grouting hole (16) is 20-30 centimetre,Drilling rod and the slip casting sleeve pipe of retrusive deep hole grouting machine it is provided with in deep hole grouting hole (16),The grouting pressure of retrusive deep hole grouting machine is 1-1.5 MPa,Injection slurry in retrusive deep hole grouting machine is modified water glass.
  2. nullOne the most according to claim 1 passes through existing shield tunnel anti-protuberance retrusive deep hole grouting system,It is characterized in that,It is provided with snap close pipe curtain in the termination, top wall (5) of interval people's air defense section tunnel (4),Snap close pipe curtain is arranged on the underface of existing shield tunnel (1),It is provided with steel pipe jacking device (8) between parados (6) after snap close pipe curtain and the right angle of interval people's air defense section tunnel (4) that excavated,Auger stem (9) in steel pipe jacking device (8) is provided in snap close pipe curtain steel pipe (7) in snap close pipe curtain,Distance (10) between the outer face of the top, termination of auger stem (9) and the right output port of snap close pipe curtain steel pipe (7) is 10 centimetres,Metering soil bucket (11) it is provided with below the soil outlet of jacking device (8),It is provided with snap close (14) between two adjacent snap closes pipe curtain steel pipe (7),The lateral wall of snap close pipe curtain steel pipe (7) is fixedly welded with mini-valve tube (12),The pulp inlet of mini-valve tube (12) connects and has bentonite slurry liquid grouting machine (13).
  3. 3. pass through an existing shield tunnel anti-protuberance retrusive deep hole grouting method, comprise the following steps:
    The first step, marks the position, hole in deep hole grouting hole (16) under the Mining Method tunneling of pre-excavation, makes the spacing in adjacent deep hole grouting hole (16) be 20-30 centimetre on the upper pilot drift (15) of the section of wearing running tunnel (3);
    Second step, is arranged on drilling rod and the slip casting sleeve pipe of retrusive deep hole grouting machine on the position, hole marking deep hole grouting hole (16), carries out bore operation;
    3rd step, carries out deep hole grouting with the grouting method of retrusive, and grouting pressure is maintained at 1-1.5 MPa, and injection slurry is modified water glass.
  4. One the most according to claim 3 passes through existing shield tunnel anti-protuberance retrusive deep hole grouting method, first follows the steps below in the interval people's air defense section tunnel (4) excavated that the left end of the section of wearing running tunnel (3) is arranged under the Mining Method tunneling of pre-excavation:
    The first step, under the Mining Method tunneling preparing excavation of existing shield tunnel (1) lower section, the left end of the section of wearing running tunnel (3) first excavates out interval people's air defense section tunnel (4);
    Second step, on the lateral wall of first snap close pipe curtain steel pipe (7) weld snap close (14) box, the lateral wall of second snap close pipe curtain steel pipe (7) is welded the ZIKOU of snap close (14), the lateral wall of every snap close pipe curtain steel pipe (7) is welded mini-valve tube (12);In the bentonite of 1 weight portion, add the water of 9-11 weight portion, stir, obtain bentonite slurry, the bentonite slurry obtained is encased in bentonite slurry liquid grouting machine (13);
    3rd step, steel pipe jacking device (8) is arranged on behind the right angle of interval people's air defense section tunnel (4) on parados (6), between termination, top wall (5) and the steel pipe jacking device (8) of interval people's air defense section tunnel (4), first snap close pipe curtain steel pipe (7) is set, start steel pipe jacking device (8), first snap close pipe curtain steel pipe (7) is pushed in the soil body of existing shield tunnel (1) lower section in wall (5) front, termination, top;
    4th step, first snap close pipe curtain steel pipe (7) by headed into top wall (5) front, termination existing shield tunnel (1) lower section the soil body during, when the jacking pressure of steel pipe jacking device (8) reaches 20 MPas, the mini-valve tube (12) of upper for first snap close pipe curtain steel pipe (7) welding is received on bentonite slurry liquid grouting machine (13), and bentonite slurry is injected in the surrounding soil of snap close pipe curtain steel pipe (7), to reduce snap close pipe curtain steel pipe (7) frictional resistance in jack-in process;First snap close pipe curtain steel pipe (7) push into existing shield tunnel (1) lower section the soil body whole during, the termination of the auger stem (9) of steel pipe jacking device (8) is provided in first snap close pipe curtain steel pipe (7), and 10 centimetres, the outer face of the right output port of first snap close pipe curtain steel pipe (7) of top, termination distance of auger stem (9);If the jacking pressure of steel pipe jacking device (8) reaches 20 MPas again, by steel pipe jacking device (8), auger stem (9) is pushed ahead, the termination making auger stem (9) leans out 10 centimeters outside the right output port outer face of the first snap close pipe curtain steel pipe (7), reaches to loosen the purpose of snap close pipe curtain steel pipe (7) the front soil body;
    5th step, complete to head into the second snap close pipe curtain steel pipe in location, side of first snap close pipe curtain steel pipe (7) of work, together with the ZIKOU making second snap close pipe curtain steel pipe patches with the box of first snap close pipe curtain steel pipe (7), start steel pipe jacking device (8), second snap close pipe curtain steel pipe is pushed in the soil body of existing shield tunnel (1) lower section in wall (5) front, termination, top, during heading into, repeat the 4th step, make second snap close pipe curtain steel pipe head into smoothly and put in place;
    6th step, successively follow-up snap close pipe curtain steel pipe (7) is pushed in the soil body of existing shield tunnel (1) lower section in wall (5) front, termination, top, and two adjacent snap close pipe curtain steel pipes are plugged in together, form snap close pipe curtain.
CN201610407897.9A 2016-06-12 2016-06-12 Pass through the anti-protuberance retrusive deep hole grouting system and method for existing shield tunnel Active CN105909265B (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106837350A (en) * 2017-01-13 2017-06-13 沈阳建筑大学 The interflow of class rectangle shield machine construction regulate and store moldeed depth layer tunnel
CN109723468A (en) * 2019-01-14 2019-05-07 北京建工土木工程有限公司 The method that slip casting is carried out to power shallow-buried tunnel engineering based on remote control slip casting trolley
CN110847916A (en) * 2019-10-22 2020-02-28 中国电建集团铁路建设有限公司 Construction method for shield tunneling civil air defense engineering

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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

Patent Citations (6)

* Cited by examiner, † Cited by third party
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

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106837350A (en) * 2017-01-13 2017-06-13 沈阳建筑大学 The interflow of class rectangle shield machine construction regulate and store moldeed depth layer tunnel
CN109723468A (en) * 2019-01-14 2019-05-07 北京建工土木工程有限公司 The method that slip casting is carried out to power shallow-buried tunnel engineering based on remote control slip casting trolley
CN110847916A (en) * 2019-10-22 2020-02-28 中国电建集团铁路建设有限公司 Construction method for shield tunneling civil air defense engineering

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