CN107100629A - A kind of control method and structure of shield tunnel auger ground plastic deformation - Google Patents
A kind of control method and structure of shield tunnel auger ground plastic deformation Download PDFInfo
- Publication number
- CN107100629A CN107100629A CN201710525560.2A CN201710525560A CN107100629A CN 107100629 A CN107100629 A CN 107100629A CN 201710525560 A CN201710525560 A CN 201710525560A CN 107100629 A CN107100629 A CN 107100629A
- Authority
- CN
- China
- Prior art keywords
- shield tunnel
- tunnel
- plastic deformation
- shield
- cushion cap
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000000034 method Methods 0.000 title claims abstract description 32
- 239000002689 soil Substances 0.000 claims abstract description 41
- 238000010276 construction Methods 0.000 claims abstract description 10
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 9
- 230000015572 biosynthetic process Effects 0.000 claims abstract description 3
- 238000004364 calculation method Methods 0.000 claims description 5
- 238000007569 slipcasting Methods 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- 239000010959 steel Substances 0.000 claims description 4
- 238000004458 analytical method Methods 0.000 claims description 3
- 230000008569 process Effects 0.000 claims description 3
- 238000005457 optimization Methods 0.000 abstract description 2
- 238000010586 diagram Methods 0.000 description 7
- 230000006872 improvement Effects 0.000 description 7
- 238000005516 engineering process Methods 0.000 description 3
- 238000005452 bending Methods 0.000 description 2
- 230000008901 benefit Effects 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 2
- 239000004927 clay Substances 0.000 description 2
- 238000005056 compaction Methods 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 230000007774 longterm Effects 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 238000005728 strengthening Methods 0.000 description 2
- 240000002853 Nelumbo nucifera Species 0.000 description 1
- 235000006508 Nelumbo nucifera Nutrition 0.000 description 1
- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 1
- 241001074085 Scophthalmus aquosus Species 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 230000001186 cumulative effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000012407 engineering method Methods 0.000 description 1
- 238000010348 incorporation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011148 porous material Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000000758 substrate Substances 0.000 description 1
- 238000004078 waterproofing Methods 0.000 description 1
Classifications
-
- 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Soil Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of control method of shield tunnel auger ground plastic deformation, it is adaptable under wear the shield tunnels of building/structures, this method includes：Along shield tunnel axis direction under wear building/structures two ends soft soil layer in the range of certain depth reinforced on vacant lot, form native cushion cap seat structure, the shield tunnel passes through the native cushion cap seat structure at two ends；Using shield tunnel construction in itself and the underground spanning formula anti-settling structure of native cushion cap seat structure formation at two ends realizes support to born load, so as to control the plastic deformation of tunnel auger ground.The invention also discloses the control structure of corresponding shield tunnel auger ground plastic deformation.The method and structure of the present invention is designed by the reinforcing mode of optimization so that the plastic deformation of auger ground is controlled, and it will not cause damage to tunnel self structure, be particularly suitable for use in down and wear the shield tunnel of existing buildings or structures.
Description
Technical field
The invention belongs to shield tunnel technical field, and in particular to a kind of control of shield tunnel auger ground plastic deformation
Method and structure processed.
Background technology
Shield tunnel is used widely in soft clay areas such as Shanghai, Hangzhou, Ningbo in recent years, including railway, subway, public affairs
The industries such as road, municipal administration.Substantial amounts of case history shows：Soft clay area shield tunnel generates different degrees of length after building up
Phase settles, the main cumulative plastic strain produced by the soft soil layer that crouched under shield under the long-term effect of vibration of train of the long-term settlement
Cause, the later stage is difficult to be corrected by corresponding engineering measure.The peace of the more serious sedimentation in part not only to shield tunnel in itself
Quan Xing, durability and water proofing property constitute a threat to, and influence orbital forcing, and then have influence on the safe operation of railway, subway.
To solve this problem, current actual treatment measure includes：1) intensity of tunnel in itself is strengthened, typically using steel
Secondary lining in ring or hole；2) churning or compaction grouting outside hole；3) hole inner micro-destabilization slip-casting.Presently most common method
It is churning or compaction grouting outside hole, is typically that the soft soil layer that crouched under shield tunnel is reinforced (such as Fig. 1), reduces soil body modeling
Property deformation.
A kind of existing shield circular tunnel weak soil substrate treating method is disclosed in patent document CN 106703836A, is solved
Certainly be the technical problem of soft soil layer sedimentation of crouching under tunnel.This method is in the left and right sides of shield circular tunnel, from ground downwards
One slip casting pore of symmetrical each brill, and the pressure spoil disposal using the progress of MJS engineering methods from the bottom up, while being mixed to stratum
Solidifying soil mud pendulum spray is reinforced, and forms each concrete strengthening in the left and right of lower left quarter and right lower quadrant for supporting shield circular tunnel
Body.The technical scheme reduces Plastic flow of soil deformation, can reduce tunnel long by being reinforced to the soft soil layer that crouched under shield tunnel
Phase settles, but when wearing existing buildings or structures under shield tunnel, is existed above by the scheme for reinforcing auger ground
Following weak point, is on the one hand that the Soft Soil Layer below buildings or structures can not be reinforced, as that need to be reinforced, needs
The removal of the buildings or structures is carried out, causes construction costs to be significantly increased；On the other hand above-mentioned Scheme of Strengthening to shield tunnel from
Body structure can cause damage, influence the safety and stability in tunnel.
The content of the invention
For the disadvantages described above or Improvement requirement of prior art, the present invention provides a kind of shield tunnel auger ground plasticity
The control method and structure of deformation, it is designed by the reinforcing mode of optimization so that the plastic deformation of auger ground is controlled
System, it will not cause damage to tunnel self structure, be particularly suitable for use in down and wear the shield tunnel of existing buildings or structures.
To achieve the above object, become according to one aspect of the present invention there is provided a kind of shield tunnel auger ground plasticity
The control method of shape, it is adaptable under wear the shield tunnels of building/structures, it is characterised in that this method includes：
Along shield tunnel axis direction under wear building/structures two ends soft soil layer and reinforced, form soil and hold
Table mount structure, the shield tunnel passes through the native cushion cap seat structure at two ends；
Using shield tunnel construction in itself and two ends native cushion cap seat structure formation underground spanning formula anti-settling structure
The support to born load is realized, so as to control the plastic deformation of tunnel auger ground.
As a further improvement on the present invention, the following process that is arranged through of the native cushion cap seat structure is determined：
The lotus that the deadweight of S1 calculating tunnel structures, train load, the tunnel upper soil body and building/structures are transmitted
Carry；
S2 deducts corresponding buoyancy, draws the vertical load that shield tunnel is born；
S3 sets up the longitudinal equivalent stiffness analysis model in tunnel, and native suspended deck structure is simplified into vertical support, held by adjustment
Platform structure spacing carries out tentative calculation to computation model, until tunnel structure, the deformation of native suspended deck structure and force controlled are in reasonable model
Enclose.
As a further improvement on the present invention, the increase of two native cushion cap bearing spacing can be longitudinally firm by improving shield tunnel
Degree mode realizes that it includes but is not limited to：Increase shield duct piece longitudinal bolt quantity and intensity, shield duct piece longitudinal seam are used
Steel plate is connected and section of jurisdiction inner side pouring reinforcement concrete inner lining structure.
As a further improvement on the present invention, the reinforcing to soft soil layer can use rotary churning pile, mixing pile or slip casting
Mode, and thereby form native cushion cap seat structure.
As a further improvement on the present invention, the pipe-plate lining joint open of the shield tunnel misplaces no more than 8mm, interannular
No more than 15mm.
As a further improvement on the present invention, the shield tunnel is railway shield tunnel.
It is another aspect of this invention to provide that a kind of control structure of shield tunnel auger ground plastic deformation is provided, its
Wear in the shield tunnel of building/structures and to be controlled with the plastic deformation to shield tunnel auger ground under, its
It is characterised by, the control structure includes：
Shield tunnel be located axially under wear it is building/structures two ends, in the range of to certain depth
The native cushion cap seat structure that soft soil layer is reinforced, the shield tunnel passes through the native cushion cap seat structure at two ends；Should
Shield tunnel construction is in itself and the native cushion cap seat structure at two ends is collectively forming underground spanning formula anti-settling structure, realizes pair
The support of born load, and thereby the plastic deformation of control tunnel auger ground.
In general, by the contemplated above technical scheme of the present invention compared with prior art, with following technology effect
Really：
(1) method and structure of the invention is using shield tunnel longitudinal bending resistance in itself, shear resistance, then with stratum consolidation
The soil body afterwards forms the underground spanning formula anti-settling structure that shield tunnel-soil cushion cap bearing is combined as the fulcrum in tunnel,
It can guarantee that the deformation that buildings or structures section shield tunnel operation stage is worn under and force request；
(2) by the way that native suspended deck structure and shield tunnel together form to the anti-settling structure of a underground spanning formula, change
Become traditional in the way of solving shield tunnel subsidence, can effectively be controlled below railway shield tunnel by simple reinforcement measure
Weak soil is plastically deformed；
(3) method and structure of the invention, is particularly suitable for use in down and wears the situation of building/structures, and more traditional is anti-heavy
Drop measure, it is to avoid the damage to shield tunnel construction, and reduce the occupancy in ground place, construction is reduced to surrounding enviroment
Influence, it is convenient to carry out.
Brief description of the drawings
Fig. 1 is the plastic deformation reinforcing mode schematic diagram of sleeping soft soil layer under shield tunnel of the prior art；
Fig. 2 is the plastic deformation control method of soft soil layer and the plane of structure of being crouched under the shield tunnel of the embodiment of the present invention
Arrange schematic diagram；
Fig. 3 is the plastic deformation control method of soft soil layer and the vertical section of structure of being crouched under the shield tunnel of Fig. 2 embodiments
Schematic diagram under arrangement；
Fig. 4 is the native cushion cap bearing in the plastic deformation control structure for the soft soil layer that crouched under the shield tunnel of Fig. 2 embodiments
The schematic diagram of structure；
In all of the figs, identical reference is used for representing identical element or structure, wherein：1-shield tunnel,
2-soil cushion cap seat structure, 3-existing building, 4-ground, 5-tunnel segment structure, 6-internal structure, 7-soft soil layer add
Gu.
Embodiment
In order to make the purpose , technical scheme and advantage of the present invention be clearer, it is right below in conjunction with drawings and Examples
The present invention is further elaborated.It should be appreciated that the specific embodiments described herein are merely illustrative of the present invention, and
It is not used in the restriction present invention.
As long as in addition, technical characteristic involved in each embodiment of invention described below is each other not
Constituting conflict can just be mutually combined.
Fig. 2 is the plastic deformation control method of soft soil layer and the plane of structure of being crouched under the shield tunnel of the embodiment of the present invention
Arrange schematic diagram；Fig. 3 is that the plastic deformation control method for the soft soil layer that crouched under the shield tunnel of Fig. 2 embodiments and indulging for structure are broken
Schematic diagram under the arrangement of face；Fig. 4 is the soil in the plastic deformation control structure for the soft soil layer that crouched under the shield tunnel of Fig. 2 embodiments
The schematic diagram of cushion cap seat structure.
As shown in Figure 2,3, 4, a kind of method of shield tunnel control weak soil plastic deformation of the present embodiment, i.e., wear both under
Have buildings or structures location, in order to reduce shield tunnel auger ground plastic deformation, meet railway for a long time operation during
Anti-settling safety requirements is, it is necessary to take the method for corresponding anti-settling measure.This method is by forming underground spanning formula anti-settling
Structure, that is, consider along tunnel axis direction, and soft soil layer in the range of certain depth is carried out on the vacant lot of buildings or structures two ends
Reinforce, native cushion cap seat structure can be formed by the way of rotary churning pile, mixing pile or slip casting by reinforcing, and the spacing of bearing needs root
Determined according to calculating (accompanying drawing 4) and combined ground execution conditions.It is according to result of calculation as the specific depth of the Soft Soil Layer of reinforcing
And determine, this and strata condition, reinforce body position, planar dimension, many factors such as overlying burden have substantial connection, actual work
Principle is to reduce scale as far as possible on the premise of ensuring to meet railway normal operation in journey.That is this depth is not according to
Same physical condition its result meeting is different, and its specific depth determines principle and calculating process, and those skilled in the art are can root
Obtained according to corresponding condition technology.
Because wearing existing buildings or structures section under, it is impossible to face sleeping soft soil layer under shield tunnel from ground and reinforced
When, therefore this programme used along tunnel axis direction, to weak soil in the range of certain depth on the vacant lot of buildings or structures two ends
Layer is reinforced, and forms native cushion cap seat structure, causes shield tunnel and native cushion cap seat structure to be collectively forming ground in this way
Lower spanning formula anti-settling structure.In this programme, native cushion cap seat structure size, arrangement should according to geology, hydrologic condition and
Shield tunnel construction design is checked, it is ensured that the requirement of tunnel structure anti-settling, and the deformation of structure and stress are in permissible value；
Native cushion cap seat structure should have execution conditions on ground, and the influence to surrounding enviroment is smaller.
In this programme, shield tunnel agent structure (or combining structure of agent structure and internal structure) is this programme in itself
A part for anti-settling structure, the reinforcing body at buildings or structures two ends, as native suspended deck structure, is underground spanning formula anti-settling knot
The fulcrum of structure.
In this programme, longitudinal rigidity needed for shield tunnel is determined according to longitudinal result of calculation, and incorporation engineering is actual
Situation, the measure of the appropriate raising longitudinal rigidity of selection.In a preferred embodiment, to improve shield tunnel longitudinal rigidity,
The native cushion cap bearing spacing of increase, can take but be not limited to following measure：Increase shield duct piece longitudinal bolt quantity and intensity, shield
Section of jurisdiction longitudinal seam is using pouring reinforcement concrete inner lining structure on the inside of steel plate connection, section of jurisdiction etc..
The horizontal layout spacing of native cushion cap seat structure can be determined by calculating.Specifically, tunnel is calculated first
The load that road dead load, train load, the tunnel upper soil body and buildings or structures are transmitted, and corresponding buoyancy is deducted, obtain
Go out the vertical load that shield tunnel is born；Then the longitudinal equivalent stiffness analysis model in tunnel is set up, native suspended deck structure is simplified to
Vertical support, tentative calculation is carried out by adjusting suspended deck structure spacing to computation model, until the deformation of tunnel structure, native suspended deck structure
With force controlled in zone of reasonableness.The arrangement interval of cushion cap answers combined ground condition to determine, dry to surrounding enviroment to reduce as far as possible
Disturb and remove as principle；Native cushion cap seat structure should be completed before shield tunnel is reached.
For shield tunnel in itself, it is general in the present embodiment to require pipe-plate lining joint open no more than 8mm, interannular dislocation not
More than 15mm, the shearing resistance of bolt and tensile strength intensity and deformation requirements should be met not less than design load, liner structure.
The control structure of this programme can be implemented when carrying out Specific construction according to following steps：
(1) shield tunnel 1 is first reinforced by preceding to given location soft soil layer structure, forms native cushion cap bearing
Structure 2；
(2) driving of shield tunnel 1 passes through native cushion cap seat structure, assembled tunnel duct piece 5；
(3) after shield tunnel driving passes through, bolt arrangement is tightened up, and internal structure 6 of constructing.
The control method and control structure of this programme are not restricted to tunnel diameter, go for different-diameter type
Shield tunnel.Shield tunnel type is also not construed as limiting, preferably railway shield tunnel, naturally it is also possible to be other shield tunnels
Road.
Compared with prior art, the quantities of anti-settling measure of the present invention is greatly lowered, and the position that native cushion cap bearing is set can
Combined ground condition determines, reduces influence of the construction to surrounding enviroment, and take full advantage of shield tunnel longitudinal bending resistance in itself,
Shear resistance, engineering economy and implementation are preferable.
As it will be easily appreciated by one skilled in the art that the foregoing is merely illustrative of the preferred embodiments of the present invention, it is not used to
The limitation present invention, any modifications, equivalent substitutions and improvements made within the spirit and principles of the invention etc., it all should include
Within protection scope of the present invention.
Claims (8)
1. a kind of control method of shield tunnel auger ground plastic deformation, it is adaptable under wear the shields of building/structures
Tunnel, it is characterised in that this method includes：
Along shield tunnel axis direction under wear building/structures two ends soft soil layer reinforced, form native cushion cap
Seat structure, the shield tunnel passes through the native cushion cap seat structure at two ends；
Using shield tunnel construction in itself and the underground spanning formula anti-settling structure of native cushion cap seat structure formation at two ends is realized
Support to born load, so as to control the plastic deformation of tunnel auger ground.
2. a kind of control method of shield tunnel auger ground plastic deformation according to claim 1, wherein, the soil
The following process that is arranged through of cushion cap seat structure is determined：
The load that the deadweight of S1 calculating tunnel structures, train load, the tunnel upper soil body and building/structures are transmitted；
S2 deducts corresponding buoyancy, draws the vertical load that shield tunnel is born；
S3 sets up the longitudinal equivalent stiffness analysis model in tunnel, native suspended deck structure is simplified into vertical support, by adjusting cushion cap knot
Structure spacing carries out tentative calculation to computation model, until tunnel structure, the deformation of native suspended deck structure and force controlled are in zone of reasonableness.
3. a kind of control method of shield tunnel auger ground plastic deformation according to claim 1, wherein, two soil are held
The increase of table mount spacing can be realized by improving shield tunnel longitudinal rigidity mode, including increase shield duct piece longitudinal bolt number
Amount and intensity, shield duct piece longitudinal seam are connected and/or section of jurisdiction inner side pouring reinforcement concrete inner lining structure using steel plate.
4. a kind of control method of shield tunnel auger ground plastic deformation according to any one of claim 1 to 3,
Wherein, the reinforcing to soft soil layer can be by the way of rotary churning pile, mixing pile or slip casting, and thereby forms native cushion cap bearing
Structure.
5. a kind of control method of shield tunnel auger ground plastic deformation according to any one of claim 1 to 3,
Wherein, the pipe-plate lining joint open of the shield tunnel is no more than 15mm no more than 8mm, interannular dislocation.
6. a kind of control method of shield tunnel auger ground plastic deformation according to any one of claim 1 to 3,
Wherein, the shield tunnel is railway shield tunnel.
7. a kind of control structure of shield tunnel auger ground plastic deformation, it wears the shield of building/structures under being used for
It is controlled in tunnel with the plastic deformation to shield tunnel auger ground, it is characterised in that the control structure includes：
Shield tunnel be located axially under wear it is building/structures two ends, for weak soil in the range of certain depth
The native cushion cap seat structure that stratum is reinforced, the shield tunnel passes through the native cushion cap seat structure at two ends；The shield
Tunnel structure is in itself and the native cushion cap seat structure at two ends is collectively forming underground spanning formula anti-settling structure, realizes to being held
Support loaded, and thereby the plastic deformation of control tunnel auger ground.
8. a kind of control structure of shield tunnel auger ground plastic deformation according to claim 7, wherein, the shield
The pipe-plate lining joint open in structure tunnel is no more than 15mm no more than 8mm, interannular dislocation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710525560.2A CN107100629B (en) | 2017-06-30 | 2017-06-30 | Control method and structure for plastic deformation of soft soil layer lying under shield tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710525560.2A CN107100629B (en) | 2017-06-30 | 2017-06-30 | Control method and structure for plastic deformation of soft soil layer lying under shield tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN107100629A true CN107100629A (en) | 2017-08-29 |
| CN107100629B CN107100629B (en) | 2023-11-07 |
Family
ID=59663398
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710525560.2A Active CN107100629B (en) | 2017-06-30 | 2017-06-30 | Control method and structure for plastic deformation of soft soil layer lying under shield tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107100629B (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109356597A (en) * | 2018-11-19 | 2019-02-19 | 中铁第四勘察设计院集团有限公司 | A kind of track deformation control structure in the shield tunnel for being set to bottom gallery |
| CN109779636A (en) * | 2019-02-25 | 2019-05-21 | 中交（广州）建设有限公司 | The ruggedized construction of existing building is worn under a kind of shield tunnel |
| CN109944593A (en) * | 2019-02-25 | 2019-06-28 | 中交（广州）建设有限公司 | The reinforcement means of existing building is worn under a kind of shield tunnel |
| CN111734448A (en) * | 2020-06-22 | 2020-10-02 | 上海隧道工程有限公司 | Structure and method for reinforcing vertical channel between underground space structure and shield tunnel |
Citations (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03103600A (en) * | 1989-09-14 | 1991-04-30 | Takenaka Komuten Co Ltd | Construction of large space of building in extremely deep underground |
| JPH10280888A (en) * | 1997-04-08 | 1998-10-20 | Kajima Corp | Shield tunnel |
| JPH11350897A (en) * | 1998-06-10 | 1999-12-21 | Kajima Corp | Construction method for underground structure |
| JP2000320288A (en) * | 1999-05-12 | 2000-11-21 | Mitsui Constr Co Ltd | Construction method for tunnel |
| CN1932244A (en) * | 2006-09-28 | 2007-03-21 | 上海隧道工程股份有限公司 | Construction method for double-circular shield near-distance passing through building or structure |
| CN1936270A (en) * | 2006-10-20 | 2007-03-28 | 中国水电顾问集团华东勘测设计研究院 | Multilayer enclosing-rock cement-grouting consolidation ring tunnel bearing structure and its construction method |
| CN101408109A (en) * | 2008-11-27 | 2009-04-15 | 浙江省电力设计院 | Diversion shield tunnel traversing new sea dyke and foundation treatment method thereof |
| RU2367740C1 (en) * | 2008-05-13 | 2009-09-20 | Государственное образовательное учреждение высшего профессионального образования "Московский государственный горный университет" (МГГУ) | Method of ground consolidation under buildings and facilities |
| JP2010185189A (en) * | 2009-02-10 | 2010-08-26 | Taisei Corp | Underground structure and method for constructing the same |
| CN102817378A (en) * | 2011-06-09 | 2012-12-12 | 同济大学 | Construction method of extra-large diameter shield tunnel penetrating through urban overhead pile foundations in close range |
| CN103015404A (en) * | 2012-12-31 | 2013-04-03 | 中铁第四勘察设计院集团有限公司 | Partition strengthening method for tunnel passing weak stratum |
| CN103104264A (en) * | 2013-01-28 | 2013-05-15 | 广东省冶金建筑设计研究院 | Urban interchange tunnel |
| CN204571996U (en) * | 2015-03-16 | 2015-08-19 | 中铁第一勘察设计院集团有限公司 | A kind of bed shallow covering shield driving stratum consolidation system |
| CN106677161A (en) * | 2016-12-29 | 2017-05-17 | 中铁隧道勘测设计院有限公司 | Treatment method for soft soil foundation of existing shield rectangular tunnel |
| CN106703836A (en) * | 2016-12-29 | 2017-05-24 | 中铁隧道勘测设计院有限公司 | Treatment method of the bedding soft soil of existing circular shield tunnel |
| CN206942763U (en) * | 2017-06-30 | 2018-01-30 | 中铁第四勘察设计院集团有限公司 | A kind of control structure of shield tunnel auger ground plastic deformation |
-
2017
- 2017-06-30 CN CN201710525560.2A patent/CN107100629B/en active Active
Patent Citations (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03103600A (en) * | 1989-09-14 | 1991-04-30 | Takenaka Komuten Co Ltd | Construction of large space of building in extremely deep underground |
| JPH10280888A (en) * | 1997-04-08 | 1998-10-20 | Kajima Corp | Shield tunnel |
| JPH11350897A (en) * | 1998-06-10 | 1999-12-21 | Kajima Corp | Construction method for underground structure |
| JP2000320288A (en) * | 1999-05-12 | 2000-11-21 | Mitsui Constr Co Ltd | Construction method for tunnel |
| CN1932244A (en) * | 2006-09-28 | 2007-03-21 | 上海隧道工程股份有限公司 | Construction method for double-circular shield near-distance passing through building or structure |
| CN1936270A (en) * | 2006-10-20 | 2007-03-28 | 中国水电顾问集团华东勘测设计研究院 | Multilayer enclosing-rock cement-grouting consolidation ring tunnel bearing structure and its construction method |
| RU2367740C1 (en) * | 2008-05-13 | 2009-09-20 | Государственное образовательное учреждение высшего профессионального образования "Московский государственный горный университет" (МГГУ) | Method of ground consolidation under buildings and facilities |
| CN101408109A (en) * | 2008-11-27 | 2009-04-15 | 浙江省电力设计院 | Diversion shield tunnel traversing new sea dyke and foundation treatment method thereof |
| JP2010185189A (en) * | 2009-02-10 | 2010-08-26 | Taisei Corp | Underground structure and method for constructing the same |
| CN102817378A (en) * | 2011-06-09 | 2012-12-12 | 同济大学 | Construction method of extra-large diameter shield tunnel penetrating through urban overhead pile foundations in close range |
| CN103015404A (en) * | 2012-12-31 | 2013-04-03 | 中铁第四勘察设计院集团有限公司 | Partition strengthening method for tunnel passing weak stratum |
| CN103104264A (en) * | 2013-01-28 | 2013-05-15 | 广东省冶金建筑设计研究院 | Urban interchange tunnel |
| CN204571996U (en) * | 2015-03-16 | 2015-08-19 | 中铁第一勘察设计院集团有限公司 | A kind of bed shallow covering shield driving stratum consolidation system |
| CN106677161A (en) * | 2016-12-29 | 2017-05-17 | 中铁隧道勘测设计院有限公司 | Treatment method for soft soil foundation of existing shield rectangular tunnel |
| CN106703836A (en) * | 2016-12-29 | 2017-05-24 | 中铁隧道勘测设计院有限公司 | Treatment method of the bedding soft soil of existing circular shield tunnel |
| CN206942763U (en) * | 2017-06-30 | 2018-01-30 | 中铁第四勘察设计院集团有限公司 | A kind of control structure of shield tunnel auger ground plastic deformation |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109356597A (en) * | 2018-11-19 | 2019-02-19 | 中铁第四勘察设计院集团有限公司 | A kind of track deformation control structure in the shield tunnel for being set to bottom gallery |
| CN109356597B (en) * | 2018-11-19 | 2023-12-15 | 中铁第四勘察设计院集团有限公司 | Track deformation control structure arranged in shield tunnel with bottom gallery |
| CN109779636A (en) * | 2019-02-25 | 2019-05-21 | 中交（广州）建设有限公司 | The ruggedized construction of existing building is worn under a kind of shield tunnel |
| CN109944593A (en) * | 2019-02-25 | 2019-06-28 | 中交（广州）建设有限公司 | The reinforcement means of existing building is worn under a kind of shield tunnel |
| CN109944593B (en) * | 2019-02-25 | 2020-11-03 | 中交（广州）建设有限公司 | Reinforcing method for shield tunnel to penetrate existing building |
| CN111734448A (en) * | 2020-06-22 | 2020-10-02 | 上海隧道工程有限公司 | Structure and method for reinforcing vertical channel between underground space structure and shield tunnel |
Also Published As
| Publication number | Publication date |
|---|---|
| CN107100629B (en) | 2023-11-07 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104453921B (en) | A kind of Soft Rock Tunnel Excavation construction technology | |
| CN108868778A (en) | A kind of Large Underground Structure no-dig technique construction method | |
| CN106907161A (en) | A kind of novel tunnel inclined shaft chooses item special project construction method | |
| CN107100629A (en) | A kind of control method and structure of shield tunnel auger ground plastic deformation | |
| CN104612698A (en) | Method for constructing upper step middle partition wall of shallow-buried excavation tunnel | |
| CN102996133A (en) | Construction method applicable to intersection between inclined shaft and slant hole of weak surrounding rock tunnel | |
| CN105862930B (en) | A kind of protection structure to creating existing tunnel below underground engineering | |
| CN107542470A (en) | Existing railway Business Line construction method is worn under the shallow tunnel of karst broken region | |
| CN102080548A (en) | Construction method of tunnel to cross airport runway by shield method | |
| CN105696602A (en) | Composite pile-anchor supporting method and structure for deepening excavation | |
| CN104532714B (en) | Roadbed structure for treating deep soft soil karst foundation | |
| CN110374627A (en) | A kind of support system and its construction method of existing railway | |
| CN105888675A (en) | Construction method for shield crossing railway line | |
| CN103670446B (en) | Circular diversion tunnel 2/3 circle concrete-liner construction method | |
| CN206942763U (en) | A kind of control structure of shield tunnel auger ground plastic deformation | |
| CN207047881U (en) | The prefabricated cushion cap of core is filled with joint bar | |
| CN106988333A (en) | The prefabricated cushion cap and its construction technology of core are filled with joint bar | |
| CN206888994U (en) | A kind of inclined shaft two serves as a contrast and pilot tunnel caunches device | |
| CN104453915B (en) | Big cross section vertical shaft pre-pouring grout reinforces Rapid Excavation method | |
| CN106283966B (en) | Medium-and low-speed maglev single line embankment location independence pier stud type support rail beam transition section structure | |
| CN108374674A (en) | Six pilot tunnels, 12 step Underground Space Excavation method for protecting support | |
| CN210564549U (en) | Supporting system of existing railway | |
| CN204783020U (en) | Shallow undercut tunnel construction equipment that buries of large -span | |
| CN106400615B (en) | Medium-and low-speed maglev single line excavation location independence pier stud type support rail beam transition section structure | |
| CN206157485U (en) | Moderate -low speed magnetic levitation single line excavation location pile foundation combined type support rail roof beam transition section structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |