CN103590836B - Method for processing tunnel collapse caused by shallow-buried excavation - Google Patents
Method for processing tunnel collapse caused by shallow-buried excavation Download PDFInfo
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- CN103590836B CN103590836B CN201310602710.7A CN201310602710A CN103590836B CN 103590836 B CN103590836 B CN 103590836B CN 201310602710 A CN201310602710 A CN 201310602710A CN 103590836 B CN103590836 B CN 103590836B
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Abstract
The invention relates to a method for processing tunnel collapse caused by shallow-buried excavation. The method comprises the first step of clearing soil bodies at the collapse part to a primary excavation line, the second step of carrying out secondary excavation according to the borderline of a secondary excavation line, constructing arch foot channel steel underboardings and upper half primary supports and then backfilling a vault to a soil body backfilling line, the third step of carrying out inside-tunnel construction by adopting the benching stepping method, the fourth step of constructing lower half primary supports and closing the lower half primary supports into rings by adopting the alternative bay method, and the fifth step of carrying out secondary lining construction on inverted arches at the bottom of a tunnel and then carrying out secondary lining construction on the upper portion of the tunnel by adopting lining trolleys. Through the combination of design construction and construction steps of the design construction, the method for processing the tunnel collapse caused by the shallow-buried excavation is completed. Therefore, the good effects that engineering investments are saved, and the construction period of the tunnel and safety in construction are guaranteed are achieved.
Description
Technical field
The present invention relates to building engineering field, espespecially a kind of shallow-depth-excavation tunnel sump remedy method.
Background technology
At present, the safety problem feature of shallow-depth-excavation tunnel landslide causes industry to note, for guaranteeing engineering safety, general uses cut and cover method to construct, and as site condition is simple, the slope excavating load of putting that optional construction costs is saved most is constructed；But in site condition by limited time, then needing the buried depth according to Tunnel Engineering to select diaphram wall, cast-in-situ bored pile etc. vertically to go along with sb. to guard him, add that inner supporting structure pattern is constructed, this arrangement and method for construction construction costs is high, the duration is also difficult to ensure that.
Summary of the invention
For solving above-mentioned technical problem, present invention is primarily targeted at a kind of shallow-depth-excavation tunnel sump remedy method.
For reaching above-mentioned purpose, the right technical scheme of the present invention is: a kind of shallow-depth-excavation tunnel sump remedy method, the step that the method includes: one is to remove at landslide the soil body to excavation line position first；Two is to excavate and construct arch springing channel-section steel backing plate and first half preliminary bracing again in the boundary line according to excavation line again, carries out vault afterwards and is backfilled to soil body backfill line；Three is to use benching tunnelling method to carry out in-cavity construction；Four are construction lower half preliminary bracings and use jumping storehouse method to be allowed to close cyclization, and five is bottom inverted arch Second Lining Construction, then uses lining trolley construction top secondary lining.
In this programme preferably, described arch springing channel-section steel backing plate farther includes to be woven into netted laying step with supporting shaped steel.
In this programme preferably, described benching tunnelling method is step excavating load, is by design section point upper half section and the step of lower half section excavation.
In this programme preferably, described jumping storehouse method is the step constructed in the way of partition programming, spacer block construction, placement layer by layer, global formation.
In this programme preferably, described face is the work surface just can pushed ahead constructor.
Compared with prior art, it has the advantages that the present invention: in the case of the most limited, both ensure that the enforcement safety of engineering, and had reduced again construction costs, saved construction investment.In addition, liner structure can bear the effect of water and soil load and other imposed load to use liner structure form of fracture both to ensure, reduces structure section size the most as far as possible and reduces liner structure arrangement of reinforcement, also saving construction costs equally.
Accompanying drawing explanation
Fig. 1 is that the first half preliminary bracing of the present embodiment tunnel applies schematic diagram
Fig. 2 is that the first half backfill of the present embodiment tunnel applies schematic diagram
Fig. 3 is that lower half of the present invention preliminary bracing applies schematic diagram
Fig. 4 is that Tunnel Second Lining of the present invention applies schematic diagram
Fig. 5 is first half preliminary bracing floor map of the present invention
As shown in Fig. 1～5,1-excavation line first, 2-excavation line again, 3-preliminary bracing, 4-arch angle channel-section steel backing plate, the 5-core soil body, 6-supporting shaped steel, 7-soil body backfill line, secondary lining bottom 8-, 9-top secondary lining.
Detailed description of the invention
The present invention is further illustrated below in conjunction with the accompanying drawings.
Refer to Fig. 1 and combine refering to shown in Fig. 2 to Fig. 5, the one shallow-depth-excavation tunnel sump remedy method of the present invention, including step be:
The first step, at removing landslide, the soil body is to excavation line 1 position first；
Second step, again excavate according to the boundary line of excavation line 2 again, and construct arch springing channel-section steel backing plate 4 and first half preliminary bracing 3, after district to be caved in first half preliminary bracing 3 construction, carry out vault backfill, being backfilled to soil body backfill line 7, described arch springing channel-section steel backing plate 4 is woven into netted laying with supporting shaped steel 6；
3rd step, benching tunnelling method is used to carry out in-cavity construction, described benching tunnelling method be one of construction method of tunnels and underground engineering have again positive benching tunnelling method and negative benching tunnelling method point, there are bucket step, short step and three kinds of ultrashort step by step length, due to the design of large cross-section tunnel, have again three steps interim inverted arch method, remaining core soil in advance body 5 benching tunnelling method, even multi-step method, because of the designing points of benching tunnelling method not the present embodiment, is not described in detail at this；
4th step, lower half preliminary bracing 3 of constructing, this lower half preliminary bracing 3 uses jumping storehouse method to carry out, is allowed to close cyclization.Described jumping storehouse method be take full advantage of concrete performance during 5 ~ 10 days not yet stable and thoroughly before solidification easily by internal stresses release " anti-and put " characteristic principle out, it is that structure foundation or large-area concrete plane mechanism are divided into several regions, construct according to the principle of " partition programming, spacer block construction, placement layer by layer, global formation ", its pattern is the same with Chinese checkers, i.e. waters one section every one section.The adjacent two spacer segment times are no less than seven days, and to avoid the concrete construction earlier part fierceness temperature difference and desiccation, such practice can not stay post-cast strip.It is professional terms owing to jumping storehouse method, is not described in detail at this；
5th step, bottom secondary lining 8 is constructed, when preliminary bracing 3 is closed cyclization and closes on face, with lining trolley construction top secondary lining 9, described face is a term in tunnel construction, i.e. excavates the work surface that tunnel (or in Tunnel Engineering) is constantly pushed ahead, sub-face can also be called, its not fixing face, excavation face has face, abutment wall face and vault face, is exactly that work surface constantly pushed ahead just to constructor.
By the shallow-depth-excavation tunnel sump remedy method of above-mentioned construction procedure, can effectively save construction investment, also duration and construction safety be ensured.
In sum, only the preferred embodiments of the invention, do not limit protection scope of the present invention with this, all equivalence changes made according to the scope of the claims of the present invention and description with modify, be all within the scope of patent of the present invention contains.
Claims (1)
1. a shallow-depth-excavation tunnel sump remedy method, it is characterised in that the method includes:
Step one: at removing landslide, the soil body is to excavation line position first；
Step 2: excavate according to the boundary line of excavation line again and construct arch springing channel-section steel pad again
Plate and first half preliminary bracing, after district to be caved in top preliminary bracing construction, carry out vault and return
Fill out, be backfilled to soil body backfill line, wherein: arch springing channel-section steel backing plate and supporting shaped steel are woven into mesh cloth
If；
Step 3: using benching tunnelling method to carry out in-cavity construction, benching tunnelling method is step excavating load, is to set
Meter section divides upper half section and the step of lower half section excavation；
Step 4: construction lower half preliminary bracing, is to use jumping storehouse method to be allowed to close cyclization, wherein
Utilize concrete before not yet stable and not thorough solidification, structure foundation or large-area concrete are put down
Face is divided into several regions, accomplishes partition programming, spacer block construction, placement layer by layer, global formation,
At adjacent two sections, its interval time be no less than seven days, with this avoid the concrete construction initial stage temperature difference and
It is dried the change occurred；
Step 5: bottom inverted arch Second Lining Construction, wherein: preliminary bracing is closed cyclization and closed on the palm
During sub-face, using lining trolley construction top secondary lining, face is just can be forward to constructor
The work surface advanced.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201310602710.7A CN103590836B (en) | 2013-11-26 | 2013-11-26 | Method for processing tunnel collapse caused by shallow-buried excavation |
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| CN201310602710.7A CN103590836B (en) | 2013-11-26 | 2013-11-26 | Method for processing tunnel collapse caused by shallow-buried excavation |
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| CN103590836A CN103590836A (en) | 2014-02-19 |
| CN103590836B true CN103590836B (en) | 2017-01-11 |
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Families Citing this family (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104060999A (en) * | 2014-03-03 | 2014-09-24 | 中国水电顾问集团贵阳勘测设计研究院有限公司 | Method and structure for treating tunnel collapse |
| CN104389612A (en) * | 2014-11-21 | 2015-03-04 | 中南大学 | Treatment method for tunnel local collapse |
| CN105041333B (en) * | 2015-07-13 | 2017-12-01 | 中铁十九局集团第二工程有限公司 | It is a kind of first to fill out the method for digging method processing Tunnel Landslide afterwards |
| CN105401954B (en) * | 2015-10-23 | 2017-05-10 | 中电建路桥集团有限公司 | Tunnel anti-expansion support design method |
| CN105909262B (en) * | 2016-05-12 | 2019-06-18 | 中国五冶集团有限公司 | A kind of bored tunnel driving method |
| CN106761771A (en) * | 2016-11-22 | 2017-05-31 | 宁波市交通规划设计研究院有限公司 | A kind of construction method for crossing native shallow tunnel on rock under the location of mountain valley |
| CN107503754A (en) * | 2017-06-26 | 2017-12-22 | 中铁十二局集团有限公司 | A kind of construction method of VI grade of country rock rich water Shallow tunnel with large cross-section |
| CN109854255B (en) * | 2018-11-30 | 2020-06-30 | 中国电建集团成都勘测设计研究院有限公司 | Method for processing tunnel unconverged collapse |
| CN112983439A (en) * | 2021-03-16 | 2021-06-18 | 北京市市政工程研究院 | Construction passing method for tunnel collapse section |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| KR20070095481A (en) * | 2005-08-30 | 2007-10-01 | 지에스건설 주식회사 | Semi open cut type tunnel construction method at low overburden and arch type structure for tunnel construction |
| CN101614125B (en) * | 2009-07-23 | 2011-04-27 | 中铁九局集团有限公司 | Construction method of V-level surrounding rock tunnel |
| CN101781990B (en) * | 2009-12-30 | 2011-09-28 | 中铁十二局集团有限公司 | Construction method for dealing with tunnel collapses |
| CN102767235B (en) * | 2012-08-17 | 2014-07-09 | 中建二局第二建筑工程有限公司 | Long-span spherical reticulated shell coal yard structure construction method |
| CN102839980A (en) * | 2012-08-25 | 2012-12-26 | 张双茁 | Highway tunnel structure and construction method thereof |
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Effective date of registration: 20180515 Address after: 650206 Kunming, Guandu, Yunnan province Guandu town Guangfu Road 5349, Yinhai Cherry Blossom happiness square F Co-patentee after: The forth Survey and Design Institute (Group) Co., Ltd. Of CRCC Patentee after: SW survey and Design Co., Ltd. Address before: 430063 No. 745, Ping Yuan Road, Yangyuan, Wuchang, Wuhan, Hubei Patentee before: The forth Survey and Design Institute (Group) Co., Ltd. Of CRCC |