CN206942763U - A kind of control structure of shield tunnel auger ground plastic deformation - Google Patents
A kind of control structure of shield tunnel auger ground plastic deformation Download PDFInfo
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- CN206942763U CN206942763U CN201720782566.3U CN201720782566U CN206942763U CN 206942763 U CN206942763 U CN 206942763U CN 201720782566 U CN201720782566 U CN 201720782566U CN 206942763 U CN206942763 U CN 206942763U
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- shield tunnel
- tunnel
- plastic deformation
- shield
- cushion cap
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Abstract
The utility model discloses a kind of control structure of shield tunnel auger ground plastic deformation, it is worn in the shield tunnel of building/structures under being used for and is controlled with the plastic deformation to shield tunnel auger ground, it is characterised in that the control structure includes：Shield tunnel be located axially under the native cushion cap seat structure reinforced of the soft soil layer at building/structures both ends worn, the shield tunnel passes through the native cushion cap seat structure at both ends；The shield tunnel construction is in itself and the native cushion cap seat structure at both ends is collectively forming underground spanning formula anti-settling structure, realizes the support to born load, and thereby control the plastic deformation of tunnel auger ground.Structure of the present utility model is designed by the reinforcing mode of optimization so that the plastic deformation of auger ground is controlled, and it will not be caused to damage to tunnel self structure, is particularly suitable for use in down and is worn the shield tunnel of existing buildings or structures.
Description
Technical field
The utility model belongs to shield tunnel technical field, and in particular to a kind of shield tunnel auger ground plastic deformation
Control structure.
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, and the long-term settlement is mainly by the soft soil layer caused cumulative plastic strain under the long-term effect of vibration of train that crouched under shield
Cause, the later stage is difficult to be corrected by corresponding engineering measure.Part is more serious to settle the not only peace 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, typically 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 under tunnel crouch soft soil layer sedimentation technical problem.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 stratum is mixed
Solidifying native mud pendulum spray is reinforced, and forms each concrete strengthening in left and right of the lower left quarter and right lower quadrant that support shield circular tunnel
Body.The technical scheme reduces Plastic flow of soil deformation, can reduce tunnel length 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, above by reinforce the scheme of auger ground there is
Following weak point, on the one hand it is 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 to damage, and influence the safety and stability in tunnel.
Utility model content
For the disadvantages described above or Improvement requirement of prior art, the utility model provides a kind of shield tunnel auger ground
The control structure of plastic deformation, it is designed by the reinforcing mode of optimization so that and the plastic deformation of auger ground is controlled,
It will not be caused to damage to tunnel self structure, is particularly suitable for use in down and is worn the shield tunnel of existing buildings or structures.
To achieve the above object, according to the utility model, there is provided a kind of control of shield tunnel auger ground plastic deformation
Structure processed, it wears in the shield tunnel of building/structures to enter with the plastic deformation to shield tunnel auger ground under being used for
Row control, it is characterised in that the control structure includes：
Shield tunnel be located axially under wear it is building/structures both ends, reinforced for soft soil layer
Native cushion cap seat structure, the shield tunnel pass through both ends the native cushion cap seat structure；The shield tunnel construction is in itself
And the native cushion cap seat structure at both ends is collectively forming underground spanning formula anti-settling structure, realizes the branch to born load
Support, and thereby control the plastic deformation of tunnel auger ground.
As further improvement of the utility model, the pipe-plate lining joint open of the shield tunnel is no more than 8mm, interannular
Dislocation is no more than 15mm.
As further improvement of the utility model, the shield tunnel is railway shield tunnel.
In general, by the contemplated above technical scheme of the utility model compared with prior art, there is following skill
Art effect：
(1) method and structure of the present utility model is using shield tunnel longitudinal bending resistance in itself, shear resistance, then with stratum
Fulcrum of the soil body as tunnel after reinforcing, form the underground spanning formula anti-settling knot that shield tunnel-native cushion cap bearing is combined
Structure, 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 a manner 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 present utility model, it is particularly suitable for use in down and wears the situation of building/structures, it is more traditional
Anti-settling measure, the damage to shield tunnel construction is avoided, and reduce the occupancy in ground place, reduce construction to periphery
The influence of environment, 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 crouched under the shield tunnel of the utility model embodiment the plastic deformation control method and structure of soft soil layer
Horizontal layout schematic diagram；
Fig. 3 is crouched under the shield tunnel of Fig. 2 embodiments the plastic deformation control method of soft soil layer and the vertical section of structure
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-native 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 that the purpose of this utility model, technical scheme and advantage are more clearly understood, below in conjunction with accompanying drawing and implementation
Example, the utility model is further elaborated.It should be appreciated that specific embodiment described herein is only explaining
The utility model, it is not used to limit the utility model.
As long as in addition, technical characteristic involved in each embodiment of the utility model disclosed below each other it
Between do not form conflict can be mutually combined.
Fig. 2 is crouched under the shield tunnel of the utility model embodiment the plastic deformation control method and structure of soft soil layer
Horizontal layout schematic diagram；Fig. 3 is crouched under the shield tunnel of Fig. 2 embodiments the plastic deformation control method and structure of soft soil layer
Schematic diagram under vertical section arrangement；In plastic deformation control structures of the Fig. 4 for the soft soil layer that crouched under the shield tunnel of Fig. 2 embodiments
Native cushion cap seat structure schematic diagram.
As shown in Figure 2,3, 4, the method for a kind of shield tunnel control weak soil plastic deformation of the present embodiment, i.e., wear both under
There is buildings or structures location, in order to reduce shield tunnel auger ground plastic deformation, meet railway for a long time during operation
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, soft soil layer in the range of certain depth is carried out on the vacant lot of buildings or structures both ends
Reinforce, reinforcing can form native cushion cap seat structure by the way of rotary churning pile, mixing pile or slip casting, 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 has substantial connection, actual work with strata condition, reinforcing body position, many factors such as planar dimension, overlying burden
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, sleeping soft soil layer under shield tunnel can not be faced from ground and is reinforced
When, therefore this programme is used along tunnel axis direction, on the vacant lot of buildings or structures both ends to weak soil in the range of certain depth
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, and ensures 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 both ends are underground spanning formula anti-settling knot as native suspended deck structure
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, select the measure of appropriate raising longitudinal rigidity.In a preferred embodiment, to improve shield tunnel longitudinal rigidity,
Increase native cushion cap bearing spacing, 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 transmission are got off, and corresponding buoyancy is deducted, obtain
Go out the vertical load that shield tunnel is born；Then tunnel longitudinal direction equivalent stiffness analysis model is established, native suspended deck structure is simplified to
Vertical support, tentative calculation is carried out to computation model by adjusting suspended deck structure spacing, 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, surrounding enviroment are done with reducing as far as possible
It is principle to disturb and remove；Native cushion cap seat structure should be completed before shield tunnel reaches.
For shield tunnel in itself, typically require that pipe-plate lining joint open is no more than 8mm, interannular dislocation not in the present embodiment
It should meet intensity and deformation requirements not less than design load, liner structure more than 15mm, the shearing resistance of bolt and tensile strength.
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 the utility model anti-settling measure is greatly lowered, the position that native cushion cap bearing is set
Put can combined ground condition determine, reduce influence of the construction to surrounding enviroment, and take full advantage of the longitudinal direction of shield tunnel in itself
Bending resistance, shear resistance, engineering economy and implementation are preferable.
As it will be easily appreciated by one skilled in the art that preferred embodiment of the present utility model is the foregoing is only, not
To limit the utility model, any modification of all made within spirit of the present utility model and principle, equivalent substitution and change
Enter, should be included within the scope of protection of the utility model.
Claims (3)
1. 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 both ends, for what is reinforced to soft soil layer
Native cushion cap seat structure, the shield tunnel pass through the native cushion cap seat structure at both ends；The shield tunnel construction in itself and
The native cushion cap seat structure at both ends is collectively forming underground spanning formula anti-settling structure, realizes the support to born load,
And thereby the plastic deformation of control tunnel auger ground.
2. a kind of control structure of shield tunnel auger ground plastic deformation according to claim 1, wherein, the shield
The pipe-plate lining joint open in structure tunnel is no more than 8mm, interannular dislocation is no more than 15mm.
3. a kind of control structure of shield tunnel auger ground plastic deformation according to claim 1 or 2, wherein, institute
It is railway shield tunnel to state shield tunnel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720782566.3U CN206942763U (en) | 2017-06-30 | 2017-06-30 | A kind of control structure of shield tunnel auger ground plastic deformation |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720782566.3U CN206942763U (en) | 2017-06-30 | 2017-06-30 | A kind of control structure of shield tunnel auger ground plastic deformation |
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| CN206942763U true CN206942763U (en) | 2018-01-30 |
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| CN201720782566.3U Active CN206942763U (en) | 2017-06-30 | 2017-06-30 | A kind of control structure of shield tunnel auger ground plastic deformation |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107100629A (en) * | 2017-06-30 | 2017-08-29 | 中铁第四勘察设计院集团有限公司 | A kind of control method and structure of shield tunnel auger ground plastic deformation |
| CN111236949A (en) * | 2020-01-17 | 2020-06-05 | 中铁二院工程集团有限责任公司 | Small-angle cross tunnel construction method |
-
2017
- 2017-06-30 CN CN201720782566.3U patent/CN206942763U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107100629A (en) * | 2017-06-30 | 2017-08-29 | 中铁第四勘察设计院集团有限公司 | A kind of control method and structure of shield tunnel auger ground plastic deformation |
| CN107100629B (en) * | 2017-06-30 | 2023-11-07 | 中铁第四勘察设计院集团有限公司 | Control method and structure for plastic deformation of soft soil layer lying under shield tunnel |
| CN111236949A (en) * | 2020-01-17 | 2020-06-05 | 中铁二院工程集团有限责任公司 | Small-angle cross tunnel construction method |
| CN111236949B (en) * | 2020-01-17 | 2021-08-06 | 中铁二院工程集团有限责任公司 | Small-angle cross tunnel construction method |
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