CN206144583U - High ground stress tunnel supporting structure - Google Patents
High ground stress tunnel supporting structure Download PDFInfo
- Publication number
- CN206144583U CN206144583U CN201621026240.XU CN201621026240U CN206144583U CN 206144583 U CN206144583 U CN 206144583U CN 201621026240 U CN201621026240 U CN 201621026240U CN 206144583 U CN206144583 U CN 206144583U
- Authority
- CN
- China
- Prior art keywords
- tunnel
- concrete layer
- stress
- ground stress
- support structure
- 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.)
- Expired - Fee Related
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- Lining And Supports For Tunnels (AREA)
Abstract
The utility model belongs to the underground construction supporting field, concretely relates to high ground stress tunnel supporting structure, self -propelled hollow anchor sets gradually from inside to outside, the foam concrete layer, the waterproof board, thickening concrete layer, face department is equipped with holes to relax stress in advance, but it suitably adjusts the slip casting parameter to set up the self -propelled hollow anchor base area stress condition, soft inside despite one's hard shell combined supporting system is constituteed with thickening concrete layer in the foam concrete layer, strutting of adaptation high ground stress tunnel that can be better, the centre still is equipped with the waterproof board, guarantee the whole water -proof effects in tunnel, the leading ground holes to relax stress of face department guarantees work progress safety on the one hand, on the other hand reduces the load of crustal stress to supporting construction, the utility model discloses the structure is obvious, and the work progress is simple and convenient, has good economic benefits and security.
Description
Technical field
This utility model belongs to underground engineering support field, and in particular to a kind of high-ground stress tunnel support structure.
Background technology
The fast development of China's communication has driven the development of underground engineering construction, and China's complex geologic conditions are more
Become, wherein be no lack of building tunnel in high-ground stress area.High-ground stress area is built tunnel and there is many difficult points, and one of them is just
It is that high-ground stress area supporting and protecting system of tunnel is often difficult to adapt to high-ground stress and supporting cracking occur, causes potential safety hazard, because
A kind of Reasonable Support form suitable for high-ground stress area tunnel of this proposition has Practical significance.Past tunnel negligible amounts,
High-ground stress tunnel is even more few, therefore, conventional high-ground stress tunnel support usually follows conventional design, exists larger
Blindness, design margin evaluation is relatively low, and tunnel Large scale construction at present, and high-ground stress tunnel also increases year by year, proposes one
Plant rational high-ground stress supporting and protecting system of tunnel imperative.In view of current form, many scholars have begun to should to highland
Power tunnel is studied, such as Application No. 201510700337.8, and entitled " high-ground stress Support System in Soft Rock Tunnels excavation supporting is applied
A kind of patent of work method ", it is proposed that high-ground stress tunnel excavation support construction method, but support system is not carried out in detail
Illustrate, therefore, it is a problem demanding prompt solution to invent a kind of support system in high-ground stress tunnel.
The content of the invention
The defect existed for prior art and deficiency, the purpose of this utility model are to provide one kind to be applied to
The stress tunnel support structure on highland.
For achieving the above object, this utility model is employed the following technical solutions：
A kind of high-ground stress tunnel support structure, including some embedded country rock radially set gradually from inside to outside along tunnel
Interior self-advancing type hollow bolt, bubble concrete layer and thicken concrete layer；Offer at tunnel tunnel face it is some in advance should
Power release aperture.
Further, splash guard is provided between the bubble concrete layer and thickening concrete layer.
Further, the self-advancing type hollow bolt is uniformly distributed in the range of 120 ° of tunnel vault.
Further, it is described enter formula hollow bolt length be 4.5m, the body of rod is provided with quincunx injected hole.
Further, the bubble concrete layer thickness is 30cm-50cm.
Further, the thickening concrete layer thickness is 60cm-80cm.
Further, the advanced crustal stress release aperture is arranged in tunnel tunnel face in a ring.
Compared with prior art, this utility model has following beneficial technique effect：By arranging spare anchor in self-advancing type
Bar, can adjust the bearing capacity of country rock by adjusting grouting parameter；The foam of flexibility is applied from inside to outside successively in tunnel
Concrete layer and rigid thickening concrete lining, realize first soft rear firm support idea, for the tunnel in high-ground stress area
Road, is conducive to the release of high-ground stress, it is ensured that support system intensity, it is ensured that tunnel operation security.It is provided with advance in face
Crustal stress release aperture, can effectively reduce crustal stress to the bubble concrete layer of supporting construction and thicken the load of concrete layer, energy
Impact of the crustal stress to support system is effectively reduced enough.This utility model structure clearly, imitate with good economy by easy construction
Benefit and safety.
Further, by arranging waterproof layer, it is ensured that the waterproof effect during tunnel operation.
Description of the drawings
Fig. 1 is this utility model cross-sectional view.
Fig. 2 is this utility model skiagraph.
Wherein：1 is self-advancing type hollow bolt；2 is bubble concrete layer；3 is waterproof layer；4 are thickening concrete layer；5 are
Advanced crustal stress release aperture.
Specific embodiment
Below in conjunction with the accompanying drawings this utility model is described in further detail.
Referring to Fig. 1, Fig. 2, this utility model includes the self-advancing type hollow bolt radially set gradually from inside to outside along tunnel
1st, bubble concrete layer 2, splash guard 3 and thicken concrete layer 4, offered in tunnel tunnel face in a ring it is some in advance should
Power release aperture 5.Enter 1 length of formula hollow bolt for 4.5m, the body of rod is provided with quincunx injected hole；In the range of 120 ° of the tunnel vault
Even distribution.2 thickness of bubble concrete layer is 30cm-50cm；It is 60cm-80cm to thicken 4 thickness of concrete layer；And both of which can be with
According to crustal stress situation reasonable selection.
With the carrying out of digging process, self-advancing type hollow bolt 1 is applied along tunnel perimeter first after the completion of section excavation, entered
And bubble concrete layer 2 is applied, bubble concrete layer 2 guarantees its surfacing after the completion of applying, be easy to apply splash guard 3, together
When guarantee not destroyed by sharp objects in 3 work progress of splash guard, after the completion of splash guard 3 is applied, one-piece casting thickeies concrete
Layer 4, thickeies concrete layer 4 as primary load bearing structure, and the method in work progress using integral concreting is completed；Additionally,
High-ground stress tunnel may act on excessive crustal stress load to lining cutting, therefore at face arrange advanced crustal stress release aperture
5, it is ensured that construction safety, also reduce impact of the crustal stress to support system.
This utility model is provided with Self-propelling grouting anchoring-bolt 1, can adjust grouting parameter according to crustal stress situation, and then
Realize the bearing capacity of adjustment country rock；Concrete is thickeied by internal flexible foam concrete layer 2 and the outside rigidity that arranges of arranging
Layer 4 forms soft inside despite one's hard shell Composite Supporting System, can be conducive to the release of crustal stress, so as to preferably adapt to high-ground stress ground
The support system in area tunnel；Splash guard 3 is provided between bubble concrete layer 2 and thickening concrete layer 4 in addition, it is ensured that tunnel exists
Integral waterproofing effect during operation；Advanced crustal stress release aperture 5 is set at face, is carried out crustal stress and is discharged in advance, one
Aspect can ensure that work progress safety, and the crustal stress of country rock is on the other hand reduced by advanced crustal stress release aperture 5, so as to
Integral Loading of the crustal stress to support system is reduced, the stress optimization of high-ground stress supporting and protecting system of tunnel is realized.
Claims (7)
1. a kind of high-ground stress tunnel support structure, it is characterised in that if including what is radially set gradually from inside to outside along tunnel
Self-advancing type hollow bolt (1), bubble concrete layer (2) and thickening concrete layer (4) in dry embedded country rock；At tunnel tunnel face
Offer some advanced crustal stress release aperture (5).
2. a kind of high-ground stress tunnel support structure according to claim 1, it is characterised in that the bubble concrete layer
(2) splash guard (3) is provided with and thickening concrete layer (4) between.
3. a kind of high-ground stress tunnel support structure according to claim 1, it is characterised in that spare anchor in the self-advancing type
Bar (1) is uniformly distributed in the range of 120 ° of tunnel vault.
4. a kind of high-ground stress tunnel support structure according to claim 1 or 3, it is characterised in that it is described enter formula it is hollow
Anchor pole (1) length is 4.5m, and the body of rod is provided with quincunx injected hole.
5. a kind of high-ground stress tunnel support structure according to claim 1, it is characterised in that the bubble concrete layer
(2) thickness is 30cm-50cm.
6. a kind of high-ground stress tunnel support structure according to claim 1, it is characterised in that the thickening concrete layer
(4) thickness is 60cm-80cm.
7. a kind of high-ground stress tunnel support structure according to claim 1, it is characterised in that the advanced crustal stress is released
Discharge hole (5) is arranged in tunnel tunnel face in a ring.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621026240.XU CN206144583U (en) | 2016-08-31 | 2016-08-31 | High ground stress tunnel supporting structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621026240.XU CN206144583U (en) | 2016-08-31 | 2016-08-31 | High ground stress tunnel supporting structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206144583U true CN206144583U (en) | 2017-05-03 |
Family
ID=58619171
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201621026240.XU Expired - Fee Related CN206144583U (en) | 2016-08-31 | 2016-08-31 | High ground stress tunnel supporting structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206144583U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106988759A (en) * | 2017-06-02 | 2017-07-28 | 中南林业科技大学 | Lining also serves as the tunnel structure of buffer layer at the beginning of foam concrete |
| CN109209443A (en) * | 2018-11-12 | 2019-01-15 | 山东大学 | A kind of construction method of breaking surrounding rock tunnel structure |
| CN109734374A (en) * | 2019-01-29 | 2019-05-10 | 天津大学 | A kind of combined type Seismic Isolation of Isolation Layer structure for shield tunnel |
| CN110645012A (en) * | 2019-11-11 | 2020-01-03 | 中铁工程装备集团有限公司 | Tunnel segment capable of deforming and releasing energy and using method thereof |
| CN111456758A (en) * | 2020-06-03 | 2020-07-28 | 中国水利水电第十工程局有限公司 | Double-shield TBM pipe back supporting method for dealing with rock burst |
-
2016
- 2016-08-31 CN CN201621026240.XU patent/CN206144583U/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106988759A (en) * | 2017-06-02 | 2017-07-28 | 中南林业科技大学 | Lining also serves as the tunnel structure of buffer layer at the beginning of foam concrete |
| CN109209443A (en) * | 2018-11-12 | 2019-01-15 | 山东大学 | A kind of construction method of breaking surrounding rock tunnel structure |
| CN109734374A (en) * | 2019-01-29 | 2019-05-10 | 天津大学 | A kind of combined type Seismic Isolation of Isolation Layer structure for shield tunnel |
| CN110645012A (en) * | 2019-11-11 | 2020-01-03 | 中铁工程装备集团有限公司 | Tunnel segment capable of deforming and releasing energy and using method thereof |
| CN111456758A (en) * | 2020-06-03 | 2020-07-28 | 中国水利水电第十工程局有限公司 | Double-shield TBM pipe back supporting method for dealing with rock burst |
| CN111456758B (en) * | 2020-06-03 | 2021-05-14 | 中国水利水电第十工程局有限公司 | Double-shield TBM pipe back supporting method for dealing with rock burst |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20170503 Termination date: 20170831 |