CN107152281A - The construction method of fractured rock tunnel Xia Chuan abrupt slopes high pier - Google Patents
The construction method of fractured rock tunnel Xia Chuan abrupt slopes high pier Download PDFInfo
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- CN107152281A CN107152281A CN201710308900.6A CN201710308900A CN107152281A CN 107152281 A CN107152281 A CN 107152281A CN 201710308900 A CN201710308900 A CN 201710308900A CN 107152281 A CN107152281 A CN 107152281A
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- tunnel
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
Abstract
The construction method of fractured rock tunnel Xia Chuan abrupt slopes high pier, effectively to control the sedimentation and skew of tunnel high pier section bridge pier, strengthens wearing the security reliability of high pier under fractured rock tunnel.Comprise the following steps：1. earth's surface anchor cable is applied in closing on bridge pier side slope；2. apply away from the small base tunnel advance support in bridge pier side, excavate away from the small base tunnel in bridge pier side, and apply preliminary bracing and gib in the side base tunnel, pour the short abutment wall in the side；3. advance support in the range of longitudinal first paragraph is applied；4. apply in the range of longitudinal first paragraph close to the small base tunnel advance support in bridge pier side, open close to the small base tunnel in bridge pier side, and apply preliminary bracing and gib in the side base tunnel, pour the short abutment wall in the side；5. the bench excavation central core of upper, middle and lower three soil is divided, top bar is excavated and applies interim inverted arch；6. longitudinal first paragraph scope internal arch part secondary lining is applied in time；7. 3. longitudinal second segment is 6. sequentially applied to step according to step；8. the 3rd section of longitudinal direction is 3. 6. sequentially applied to step according to step, completes to wear high pier section construction under tunnel.
Description
Technical field
The present invention relates to Tunnel Engineering, more particularly to a kind of construction method of fractured rock tunnel Xia Chuan abrupt slopes high pier.
Background technology
With railway construction in China iterative method west and south mountain area, the construction railroad tunnel beside existing buildings or structures
Situation can be more and more.Wherein, railway construction tunnel is exactly a kind of more universal situation by existing overhead bridge pier.Kata-rocks
Stone Tunnels in Shallow Buried, the security of Bridge Piers is closely worn down increasingly by related scholar, designer and workmen
Pay much attention to.Conventional tunnel underbridge beam pile foundation, typically using multi-column pier foundation, load on pile foundation is smaller, frequently with grouting and reinforcing, stake
Base changes, change the measures such as construction, rarer double track railway large cross-section tunnel construction by mountain area complexity gradient slope landform,
The example of the only pile foundation of Bridge Piers.High pier is worn under newly built railway tunnel, influence inherently is produced on the safe operation of bridge,
Once generation accident, economic loss is huge, society's negative effect is quite serious.Climbed to a higher point fast public affairs with wearing west under the bealock tunnel of Chengdu-Kunming Railway Line
Exemplified by the bridge of road, into the continuous proximity of elder brother's multiple line bealock double track tunnel under wear hundred meters of the only pile foundation of Beijing-Kunming Highway Bridge 4
High pier (nearest bridge pier away from tunnel edge only 5m, 18m, the high 124~138m of continuous rigid frame bridge bridge pier on vault), geology is piece
Rock, is extremely crushed, each bridge pier Single Pile Load 1.2~1.4 ten thousand ton, be in the world in terms of tunnel neighboring tunneling under wear structures most
Big load, if constructing tunnel causes bridge skew destruction and need to relocated, will increase more than one hundred million member investments.Newly built railway is worn under tunnel
How both complicated gradient slope landform, the only pile foundation of Bridge Piers complexity that influences each other, be preferably minimized influence, both can guarantee that new
The safe construction of built tunnel, can guarantee that the safe operation of existing bridge again, seek a kind of safety, economically and reasonably construction method
It is imperative.
At present, ground to wearing urban skyscraper, the sedimentation of general bridge pile foundation, security control under city underground shield tunnel
Study carefully more, Railway Tunnel basal area is bigger than city underground section 1~2 times, and mountain area high pier load is also built than city high level
Build load big, therefore it is larger to wear the risk of high pier under Railway Tunnel, however it is complicated to fractured rock tunnel Xia Chuan mountain areas
Landform high pier project study is less, is especially short of and is applied to wearing complicated gradient slope landform, the only pile foundation of Bridge Piers under tunnel
The research of work method.The selection of Construction of High Pier method is worn under tunnel to settle control tunnel and bridge pier, it is ensured that constructing tunnel and
The security of bridge operation is most important.
The content of the invention
The technical problems to be solved by the invention are to provide a kind of construction party of fractured rock tunnel Xia Chuan abrupt slopes high pier
Method, effectively to control the sedimentation and skew of tunnel high pier section bridge pier, the safety for strengthening wearing high pier under fractured rock tunnel can
By property.
The technical solution adopted for the present invention to solve the technical problems is as follows：
The construction method of the fractured rock tunnel Xia Chuan abrupt slopes high pier of the present invention, comprises the following steps：
1. earth's surface anchor cable is applied in closing on bridge pier side slope, prestressing force is applied to earth's surface anchor cable；
2. apply away from the small base tunnel advance support in bridge pier side, excavate away from the small base tunnel in bridge pier side, and apply in the side base tunnel
Preliminary bracing and gib, pour the short abutment wall in the side, strengthen monitoring measurement, and stabilization to be deformed, Stress relieving of surrounding rocks adjustment are steady
After fixed, then carry out the excavation of next step；
3. advance support in the range of longitudinal first paragraph is applied；
4. apply in the range of longitudinal first paragraph close to the small base tunnel advance support in bridge pier side, open close to the small base tunnel in bridge pier side, and
Preliminary bracing and gib in the side base tunnel are applied, the short abutment wall in the side is poured；
5. the bench excavation central core of upper, middle and lower three soil is divided, top bar, which is excavated, applies interim inverted arch, and middle bench excavation is completed
After apply arch preliminary bracing, its bottom is stood on the short abutment wall in both sides；
6. longitudinal first paragraph scope internal arch part secondary lining is applied in time；
7. 3. longitudinal second segment is 6. sequentially applied to step according to step；
8. the 3rd section of longitudinal direction is 3. 6. sequentially applied to step according to step, completes to wear high pier section construction under tunnel.
The beneficial effects of the invention are as follows the method using the advanced excavation section by section of pilot tunnel in the reinforcing of earth's surface anchor cable, tunnel passes through
High pier section is worn under tunnel, with reference to accurate measurement, checking this method can effectively control the deformation, sedimentation, skew of bridge pier, such as press
Conventional method construction bridge pier sedimentation and offset all will exceed 2cm, and use the present invention construction bridge pier settlement Control within 6mm,
Deviant is controlled within 4mm；Scientific basis is provided for design that high pier is worn under fractured rock tunnel, kata-rocks are strengthened
The security reliability of high pier is worn under stone tunnel, economic, reasonable, safe efficient, reduction loss is realized most possibly.
Brief description of the drawings
This specification includes following three width accompanying drawing：
Fig. 1 is the elevation of the construction method of fractured rock tunnel Xia Chuan abrupt slopes of the present invention high pier；
Fig. 2 is the plan of the construction method of fractured rock tunnel Xia Chuan abrupt slopes of the present invention high pier；
Fig. 3 is longitudinal sectional drawing of the construction method of fractured rock tunnel Xia Chuan abrupt slopes of the present invention high pier；
Toponym and corresponding mark are shown in figure：Bridge pier 10, earth's surface anchor cable 11, away from the small base tunnel 21 in bridge pier side,
Close to the small base tunnel 22 in bridge pier side, central core soil 23, face 24, longitudinal first paragraph 25, longitudinal second segment 26, the 3rd section of longitudinal direction
27, preliminary bracing and gib 31, short abutment wall 32, interim inverted arch 33, arch preliminary bracing 34, arch secondary lining in base tunnel
35, steel tube shed 36
Embodiment
The present invention is further described with reference to the accompanying drawings and examples.
Fig. 2 of reference picture 1 and Fig. 3, the construction method of fractured rock tunnel Xia Chuan abrupt slopes of the present invention high pier, including following step
Suddenly：
1. earth's surface anchor cable 11 is applied in closing on the side slope of bridge pier 10, prestressing force is applied to earth's surface anchor cable 11；
2. apply away from the small advance support of base tunnel 21 in bridge pier side, excavate away from the small base tunnel 21 in bridge pier side, and apply the side and lead
Preliminary bracing and gib 31 in hole, pour the short abutment wall 32 in the side, strengthen monitoring measurement, stabilization to be deformed, surrouding rock stress are released
Put after adjustment stabilization, then carry out the excavation of next step；
3. advance support in the range of longitudinal first paragraph 25 is applied；
4. apply in the range of longitudinal first paragraph 25 close to the small advance support of base tunnel 22 in bridge pier side, open close to the small base tunnel in bridge pier side
22, and preliminary bracing and gib 31 in the side base tunnel are applied, pour the short abutment wall 32 in the side；
5. the bench excavation central core soil 23 of upper, middle and lower three is divided, top bar is excavated and applies interim inverted arch 33, middle bench excavation
After the completion of apply arch preliminary bracing 34, its bottom is stood on the short abutment wall 32 in both sides；
6. longitudinal scope internal arch part secondary lining 35 of first paragraph 25 is applied in time；
7. longitudinal second segment 26 is 3. 6. sequentially applied to step according to step；
8. longitudinal direction is 3. 6. sequentially applied to step the 3rd section 27 according to step, completes to wear high pier section construction under tunnel.
Offset in work progress by increasing the prestressing force limitation bridge pier 10 of earth's surface anchor cable 11.
Reference picture 3, the advance support includes being divided into the 3rd section 27 points of longitudinal first paragraph 25, longitudinal second segment 26 and longitudinal direction
Walk the wall for grouting and steel tube shed 36 applied.
Exemplified by the seat height bridge pier of Beijing-Kunming highway gateway opening bridge 4 is worn under elder brother's multiple line bealock tunnel, bealock tunnel connects
The meter high buttresses of the only pile foundation of Beijing-Kunming Highway Bridge 4 are worn under continuous proximity, wherein nearest bridge pier is away from tunnel edge only 5m,
Bridge pier substrate is located at 18m on vault, and gateway opening bridge is continuous rigid frame structure, 4 high 124~138m of bridge pier, each bridge pier list
Pile load 1.2~1.4 ten thousand ton, be in the world in terms of tunnel neighboring tunneling under wear structures peak load, geology is schist, extremely
It is broken.
Bealock tunnel is excavated by bridge pier in advance away from bridge pier side pilot tunnel, close to the small pilot tunnel in bridge pier side and tunnel upper half section
Three sections of longitudinal direction point excavation.Ensure that tunnel side wall is first constructed after the completion of bilateral pilot drive, preliminary bracing energy after upper half section excavation
In time fall on abutment wall, effectively control preliminary bracing sink, and combine earth's surface prestress anchorage cable, by adjust prestressd anchor cable come
Control bridge pier skew.Successfully by bridge pier settlement Control within 6mm, deviant control within 4mm, realize and ensureing high
On the premise of fast highway normal operation, Construction of High Pier is worn under tunnel, it is ensured that bealock constructing tunnel and Beijing-Kunming highway city
Door opening bridge operation security.
The one of the construction method of the fractured rock tunnel Xia Chuan abrupt slopes of the present invention high pier described above that simply explains through diagrams
A little principles, be not intended to by the present invention be confined to shown in and described concrete structure and the scope of application in, therefore every be possible to
The corresponding modification being utilized and equivalent, belong to apllied the scope of the claims of the invention.
Claims (3)
1. the construction method of fractured rock tunnel Xia Chuan abrupt slopes high pier, comprises the following steps：
1. earth's surface anchor cable (11) is applied in closing on bridge pier (10) side slope, prestressing force is applied to earth's surface anchor cable (11)；
2. apply away from bridge pier side small base tunnel (21) advance support, excavate away from the small base tunnel in bridge pier side (21), and apply the side and lead
Preliminary bracing and gib (31) in hole, pour the short abutment wall in the side (32), strengthen monitoring measurement, and stabilization to be deformed, country rock should
After power release adjustment is stable, then carry out the excavation of next step；
3. advance support in the range of longitudinal first paragraph (25) is applied；
4. apply in the range of longitudinal first paragraph (25) close to bridge pier side small base tunnel (22) advance support, open close to the small base tunnel in bridge pier side
(22), and preliminary bracing and gib (31) in the side base tunnel are applied, pours the short abutment wall in the side (32)；
5. divide the bench excavation central core of upper, middle and lower three native (23), top bar is excavated and applies interim inverted arch (33), middle bench excavation
After the completion of apply arch preliminary bracing (34), its bottom is stood on the short abutment wall in both sides (32)；
6. longitudinal first paragraph (25) scope internal arch part secondary lining (35) is applied in time；
7. longitudinal second segment (26) is 3. 6. sequentially applied to step according to step；
8. the 3rd section (27) in longitudinal direction are 3. 6. sequentially applied to step according to step, completes to wear high pier section construction under tunnel.
2. the construction method of fractured rock tunnel Xia Chuan abrupt slopes as claimed in claim 1 high pier, it is characterized in that：In work progress
Bridge pier (10) skew is limited by increasing the prestressing force of earth's surface anchor cable (11).
3. the construction method of fractured rock tunnel Xia Chuan abrupt slopes as claimed in claim 1 high pier, it is characterized in that：The advanced branch
Shield includes the wall for grouting and big pipe for being divided into longitudinal first paragraph (25), longitudinal second segment (26) and longitudinal direction the 3rd section (27) are applied step by step
Canopy (36).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710308900.6A CN107152281A (en) | 2017-05-04 | 2017-05-04 | The construction method of fractured rock tunnel Xia Chuan abrupt slopes high pier |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710308900.6A CN107152281A (en) | 2017-05-04 | 2017-05-04 | The construction method of fractured rock tunnel Xia Chuan abrupt slopes high pier |
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| CN107152281A true CN107152281A (en) | 2017-09-12 |
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| CN201710308900.6A Pending CN107152281A (en) | 2017-05-04 | 2017-05-04 | The construction method of fractured rock tunnel Xia Chuan abrupt slopes high pier |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109914426A (en) * | 2019-03-29 | 2019-06-21 | 中国水利水电第七工程局有限公司 | Catalase area underground power house abutment wall construction method for supporting under a kind of large ground pressure |
| CN111125961A (en) * | 2019-12-27 | 2020-05-08 | 中国水利水电第七工程局有限公司 | Fine step-by-step control method for bridge settlement deformation in subway tunnel construction |
| CN111734418A (en) * | 2020-05-22 | 2020-10-02 | 广东冠粤路桥有限公司 | Steep slope tunnel entrance to a cave anchor rope protection construction method |
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| JPH0828191A (en) * | 1994-07-20 | 1996-01-30 | Ohbayashi Corp | Steel lining structure of tunnel |
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2017
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Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0828191A (en) * | 1994-07-20 | 1996-01-30 | Ohbayashi Corp | Steel lining structure of tunnel |
| JPH10266788A (en) * | 1997-03-19 | 1998-10-06 | Geostr Corp | Structure of tunnel |
| CN101105131A (en) * | 2007-08-17 | 2008-01-16 | 中铁十二局集团有限公司 | Tunnel dredging method suitable for railway large section IV, V class rock tunnel |
| CN203097896U (en) * | 2013-01-31 | 2013-07-31 | 中铁十四局集团有限公司 | Separated type large-section multi-cavern underpass existing building sedimentation controlling structure |
| CN104074524A (en) * | 2014-06-30 | 2014-10-01 | 中南大学 | Construction method of shallow beneath highway large-cross-section tunnel |
Non-Patent Citations (1)
| Title |
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| 段明明: "铁路隧道下穿既有连续刚构桥施工相互影响及工程应对措施研究", 《工程科技Ⅱ辑》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109914426A (en) * | 2019-03-29 | 2019-06-21 | 中国水利水电第七工程局有限公司 | Catalase area underground power house abutment wall construction method for supporting under a kind of large ground pressure |
| CN111125961A (en) * | 2019-12-27 | 2020-05-08 | 中国水利水电第七工程局有限公司 | Fine step-by-step control method for bridge settlement deformation in subway tunnel construction |
| CN111734418A (en) * | 2020-05-22 | 2020-10-02 | 广东冠粤路桥有限公司 | Steep slope tunnel entrance to a cave anchor rope protection construction method |
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Application publication date: 20170912 |
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