CN104500079A - Tunnel excavation method in shallow-buried bias-pressure toppling-deformation bulk solid and strong-unloading rock structure - Google Patents
Tunnel excavation method in shallow-buried bias-pressure toppling-deformation bulk solid and strong-unloading rock structure Download PDFInfo
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- CN104500079A CN104500079A CN201410698609.0A CN201410698609A CN104500079A CN 104500079 A CN104500079 A CN 104500079A CN 201410698609 A CN201410698609 A CN 201410698609A CN 104500079 A CN104500079 A CN 104500079A
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- 238000009412 basement excavation Methods 0.000 title claims abstract description 86
- 238000000034 method Methods 0.000 title claims abstract description 43
- 239000011435 rock Substances 0.000 title claims abstract description 39
- 239000007787 solid Substances 0.000 title abstract 3
- 239000002689 soil Substances 0.000 claims description 28
- 230000008569 process Effects 0.000 claims description 19
- 238000010276 construction Methods 0.000 abstract description 22
- 238000011105 stabilization Methods 0.000 abstract 2
- 230000001960 triggered effect Effects 0.000 abstract 1
- 238000005516 engineering process Methods 0.000 description 5
- 238000001125 extrusion Methods 0.000 description 2
- 230000000717 retained effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D19/00—Provisional protective covers for working space
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention relates to a tunnel excavation method in the shallow-buried bias-pressure toppling-deformation bulk solid and strong-unloading rock structure, in particular to the tunnel excavation method in shallow-buried bias-pressure toppling-deformation bulk solid and strong-unloading rock structure in the field of tunnel construction and aims to reduce temporary support workload and prevent landslide triggered by tunnel excavation and oversize deformation of tunnels. The method includes steps of a, dividing a tunnel to be excavated into an upper step, a middle step, a lower step and an inverted arch; b, excavating the upper step and supporting; c, excavating the middle step and supporting; d, excavating the lower step and supporting; e, excavating the inverted arch and supporting. According to self-stabilization of the surrounding rock the corresponding tunnel excavation way is determined, slope excavation is realized by sufficiently utilizing self-stabilization of the surrounding rock and temporary support is reduced. By the tunnel excavation method, construction is speeded up, investment is reduced and construction safety is ensured.
Description
Technical field
The present invention relates to the tunnel driving method in an a kind of Shallow-buried Toppling Deformation prose style free from parallelism and strong off-load rock texture, particularly a kind of be applied to constructing tunnel field a Shallow-buried Toppling Deformation prose style free from parallelism and strong off-load rock texture in tunnel driving method.
Background technology
Tunnel is built in deep mountain valleys, especially tunnel is built at precipitous bank slope, main Problems existing is the problem how solving Tunnels in Shallow Buried bias voltage, such as side, tunnel peripheral rock is relatively better, arch, tunnel and tunnel opposite side country rock poor, without self-stable ability, in this case, if construction method is improper in work progress, then there will be tunnel excessive deformation, Tunnel Landslide and collapse and cave-in, even bring out side slope slump, form the problem of high slope, this makes engineering safety, quality, progress and economy all be subject to impact in various degree and loss.The domatic slope of putting of the interim excavation of self-stable ability to partial excavation in tunnel that tunnel excavation method in existing technology does not make full use of Rock And Soil is excavated, in order to ensure construction safety, need after excavation to carry out temporary lining to the interim excavation in tunnel is domatic, the temporary lining of excavating cocycle is needed in the excavation construction of next circulation, temporary lining is carried out again after excavation, excavate again, supporting-excavation-supporting construction so repeatedly, a large amount of engineering times is wasted in work progress, construction speed is slow, and waste a large amount of financial resources and material resources, existing construction technology is not suitable for the tunnel excavation method that tunnel exists serious Shallow-buried hole section geological conditions.
Summary of the invention
Technical problem to be solved by this invention be to provide one can excavated volume little, can effectively reduce temporary lining engineering quantity, and can prevent tunnel excavation from bringing out tunnel driving method in the Shallow-buried Toppling Deformation prose style free from parallelism of massif sideslip slope and tunnel excessive deformation and strong off-load rock texture.
For solving the problems of the technologies described above, the tunnel driving method in the Shallow-buried Toppling Deformation prose style free from parallelism that the present invention adopts and by force off-load rock texture, comprises following step:
A, with steelframe joint for boundary, tunnel to be dug is divided into and tops bar, middle step, to get out of a predicament or an embarrassing situation and inverted arch four parts;
B, excavation are topped bar, and carry out supporting to excavation part in digging processs;
Step in c, excavation, and in digging process, supporting is carried out to excavation part;
D, excavation are got out of a predicament or an embarrassing situation, and carry out supporting to excavation part in digging processs;
E, excavation inverted arch part, and in digging process, supporting is carried out to excavation part.
Further, in b step, first excavate the annular section except remaining core soil in advance in topping bar, and after preliminary bracing is carried out to excavation part tunnel, then excavate middle remaining core soil in advance part.
Further, in step c, it is half side first to excavate middle step soft ground structure, then carries out preliminary bracing to excavation part tunnel, then it is half side to excavate middle step residue, then carries out preliminary bracing to excavation part tunnel.
Further, in Step d, it is half side first to excavate soft ground structure of getting out of a predicament or an embarrassing situation, and then carries out preliminary bracing to excavation part tunnel, then it is half side to excavate residue of getting out of a predicament or an embarrassing situation, and then carries out preliminary bracing to excavation part tunnel.
Further, in step e, one that first excavates inverted arch part half side, and after carrying out preliminary bracing, and then excavate remaining half side, and complete preliminary bracing.
Further, after inverted arch part has excavated 500cm, carry out the concrete backfill of full width inverted arch in time.
Further, when excavating the annular section in topping bar, arrange domatic in the both sides of remaining core soil in advance and front.
Further, in excavation during step, remain half side front at middle step and arrange domatic.
Further, the length of single excavation is less than or equal to 100m.
Further, the bottomed length of the half side excavation of soft ground structure is less than or equal to 100m, and the remaining bottomed length of half side excavation is less than or equal to 200m.
The invention has the beneficial effects as follows: tunnel is divided into three, upper, middle and lower step and inverted arch four partial hierarchical excavations by the present invention, the self-stable ability of not yet cutouts country rock can be made full use of like this in digging process, ensureing to decrease temporary lining under the prerequisite that structural safety is stable.First Core Soil is retained in the process of excavation upper strata step, remaining core soil in advance can be utilized like this to send out pressure front of tunnel heading and not excavate Rock And Soil partly, the excessive extrusion deformation of remaining core soil in advance constraint face and front of tunnel heading is utilized not to excavate the advanced distortion of Rock And Soil, effectively prevent the stability failure and slide of tunnel tunnel face and tunnel excessive deformation and Tunnel Landslide, and saved the temporary lining measure expense of face, ensure that construction safety.In excavation, step is with in the process of getting out of a predicament or an embarrassing situation, first excavate soft ground structure half side, and slope excavation is put to reserved part, the self-stable ability remaining half side country rock can be utilized like this to ensure the firm of structure, and saved temporary lining measure cost, ensure that construction safety.Arrange domatic remaining core soil in advance and self are half side preferably, to strengthen the self-stable ability of himself further, take full advantage of the self-bearing ability of ground like this, reduce temporary lining, investment reduction, guarantees safe construction.
Accompanying drawing explanation
Fig. 1 is tunnel cross section figure of the present invention;
Fig. 2 is three-dimensional structure schematic diagram of the present invention;
Component, position and numbering in figure: annular section 1, remaining core soil in advance part 2, middle step soft ground structure are half side 3, middle step residue is half side 4, soft ground structure of getting out of a predicament or an embarrassing situation is half side 5, residue of getting out of a predicament or an embarrassing situation is half side 6, inverted arch part 7, domatic 8.
Detailed description of the invention
Below in conjunction with accompanying drawing, the invention will be further described.
As depicted in figs. 1 and 2, for solving the problems of the technologies described above, the tunnel driving method in the Shallow-buried Toppling Deformation prose style free from parallelism that the present invention adopts and by force off-load rock texture, comprises following step:
A, with steelframe joint for boundary, tunnel to be dug is divided into and tops bar, middle step, to get out of a predicament or an embarrassing situation and inverted arch four parts;
B, excavation are topped bar, and carry out supporting to excavation part in digging processs;
Step in c, excavation, and in digging process, supporting is carried out to excavation part;
D, excavation are got out of a predicament or an embarrassing situation, and carry out supporting to excavation part in digging processs;
E, excavation inverted arch part 7, and in digging process, supporting is carried out to excavation part.
Select bench excavation height to be conducive to excavation and supporting well to combine to design steelframe joint location, constructability, is conducive to the self-stable ability making full use of Rock And Soil.Tunnel is divided into three, upper, middle and lower step and inverted arch four partial hierarchical excavations, can make full use of the self-stable ability of not yet cutouts country rock like this in digging process, is ensureing to decrease temporary lining under the prerequisite that structural safety is stable.Three steps in inverted arch part 7 and upper, middle and lower, tunnel are separated and excavates, the work plane of tunnel excavation support can be increased, reduce the interference of constructing between each scope of operation, this method is applicable to the Unevenly-pressured shallow tunnel construction that tunnel springing line is all loose crumb stone with lower part.
In b step, first excavate the annular section 1 in topping bar except remaining core soil in advance, then excavate middle remaining core soil in advance part 2.Annular section of topping bar often circulate excavation drilling depth be less than or equal to 100cm, and annular section excavation advanced remaining core soil in advance 100cm all the time, namely remaining core soil in advance top stage outer edge is 100cm to the tunnel tunnel face distance of Ring Cutting, and namely remaining core soil in advance top platform width is 100cm.Annular partial excavation ring width is 100cm ~ 200cm, adopts artificial and pneumatic pick to excavate.Remaining core soil in advance is trapezoidal, up-small and down-big.Three (left surface, right flank, fronts) interim slope of Core Soil excavation is than being 1:1, and interim slope does not need temporary lining.First remaining core soil in advance is retained in the process of excavation upper strata step, remaining core soil in advance can be utilized like this to send out pressure front of tunnel heading and not excavate Rock And Soil partly, the excessive extrusion deformation of remaining core soil in advance constraint face and front of tunnel heading is utilized not to excavate the advanced distortion of Rock And Soil, effectively prevent the stability failure and slide of tunnel tunnel face and tunnel excessive deformation and Tunnel Landslide, and saved the temporary lining measure expense of face, ensure that construction safety.
In step c, first excavate middle step soft ground structure half side 3, then supporting is carried out to excavation part, then excavate middle step residue half side 4, then supporting is carried out to excavation part.During the half side excavation of underway step soft ground structure, reserved half side, and to reserved interim excavation slope ratio of being partly sidelong 1:1, interim slope does not need temporary lining.
Soft ground structure is half side to be referred to, half side namely without self-stable ability of country rock difference.First excavate soft ground structure half side, the self-stable ability that residue can be utilized so half side is to ensure the firm of structure, and reduce temporary lining, investment reduction, guarantees safe construction.
In Step d, first excavate soft ground structure half side 5 of getting out of a predicament or an embarrassing situation, then supporting is carried out to excavation part, then excavate residue half side 6 of getting out of a predicament or an embarrassing situation, then supporting is carried out to excavation part.When the excavation that soft ground structure of carrying out getting out of a predicament or an embarrassing situation is half side, reserved half side, and to reserved interim excavation slope ratio of being partly sidelong 1:1, interim slope does not need temporary lining.
First excavate soft ground structure half side, the self-stable ability that residue can be utilized so half side is to ensure the firm of structure, and reduce temporary lining, investment reduction, guarantees safe construction.
In step e, one that first excavates inverted arch part half side, and after carrying out preliminary bracing, and then excavate remaining half side, and complete preliminary bracing.When digging side, the interim excavation slope of reserved side, than being 1:1, does not temporarily domaticly need supporting.Inverted arch part 7 is divided into two parts to stagger to excavate the half side self-stable ability of residue can be utilized to ensure the firm of structure, reduce temporary lining, investment reduction, guarantees safe construction.
After inverted arch part 7 has excavated longitudinal length 500cm, in time concrete backfill is carried out to full width inverted arch.Effectively can prevent the excessive deformation problem of inverted arch like this.
When excavating the annular section 1 in topping bar, arrange domatic 8 in the both sides of remaining core soil in advance and front.Arrange domatic 8, to strengthen the self-stable ability of himself further.Divide the self-stable ability utilizing country rock, make the deflection in tunnel minimum, improve the safe construction in tunnel.
In excavation during step, arrange domatic 8 in the front of middle step residue half side 4 and side.Arrange domatic 8, to strengthen the self-stable ability of himself further.Divide the self-stable ability utilizing country rock, make the deflection in tunnel minimum, improve the safe construction in tunnel.
For preventing tunnel in open excavation from deforming, the length of single excavation is less than or equal to 100m.
In order to ensure structural safety in digging process, the bottomed length of the half side excavation of soft ground structure is less than or equal to 100m, and remaining half side country rock is relatively better, excavates bottomed length and is less than or equal to 200m.
The present invention is applicable to the tunnel excavation construction that tunnel exists serious Shallow-buried hole section.Namely left tunnel side periphery country rock is relatively better, and arch, tunnel and Tunnel Right gusset rock difference, namely without self-stable ability, for leaning on side, river on the right side of tunnel, face sky on the right side of tunnel.There is the geological conditions of the vertical prose style free from parallelism buried depth of serious Shallow-buried problem and tunnel 0 ~ 6m in tunnel.
The present invention can solve the tunnel excavation problem under harsh engineering specifications, certainly be applicable to than the tunnel excavation construction under the good engineering geological conditions of above engineering geological conditions, he can make full use of the self-stable ability of country rock, makes the deflection in tunnel minimum, improves the safe construction in tunnel.
Need in constructing tunnel process to arrange deformation observation point according to constructing tunnel code requirement appropriate location inside and outside tunnel, and the measurement frequency performs tunnel deformation observation as requested, for design of its support provides reference.
Claims (10)
1. the tunnel driving method in a Shallow-buried Toppling Deformation prose style free from parallelism and strong off-load rock texture, is characterized in that: comprise following step:
A, with steelframe joint for boundary, tunnel to be dug is divided into and tops bar, middle step, to get out of a predicament or an embarrassing situation and inverted arch four parts;
B, excavation are topped bar, and carry out supporting to excavation part in digging processs;
Step in c, excavation, and in digging process, supporting is carried out to excavation part;
D, excavation are got out of a predicament or an embarrassing situation, and carry out supporting to excavation part in digging processs;
E, excavation inverted arch part (7), and in digging process, supporting is carried out to excavation part.
2. the tunnel driving method as claimed in claim 1 in a Shallow-buried Toppling Deformation prose style free from parallelism and strong off-load rock texture, it is characterized in that: in b step, first excavate the annular section (1) in topping bar except remaining core soil in advance, then excavate middle remaining core soil in advance part (2).
3. the tunnel driving method as claimed in claim 1 in a Shallow-buried Toppling Deformation prose style free from parallelism and strong off-load rock texture, it is characterized in that: in step c, first excavate middle step soft ground structure half side (3), then preliminary bracing is carried out to excavation part, excavate middle step residue half side (4) again, then preliminary bracing is carried out to excavation part.
4. the tunnel driving method as claimed in claim 1 in a Shallow-buried Toppling Deformation prose style free from parallelism and strong off-load rock texture, it is characterized in that: in Step d, first excavate soft ground structure of getting out of a predicament or an embarrassing situation half side (5), then preliminary bracing is carried out to excavation part, excavate residue half side (6) of getting out of a predicament or an embarrassing situation again, then preliminary bracing is carried out to excavation part.
5. the tunnel driving method as claimed in claim 1 in a Shallow-buried Toppling Deformation prose style free from parallelism and strong off-load rock texture, it is characterized in that: in step e, one that first excavates inverted arch part is half side, and after carrying out preliminary bracing, and then excavate remaining half side, and complete preliminary bracing.
6. the tunnel driving method as claimed in claim 5 in a Shallow-buried Toppling Deformation prose style free from parallelism and strong off-load rock texture, is characterized in that: inverted arch part (7) carries out concrete backfill to full width inverted arch after having excavated.
7. the tunnel driving method as claimed in claim 2 in a Shallow-buried Toppling Deformation prose style free from parallelism and strong off-load rock texture, it is characterized in that: when excavating the annular section in topping bar (1), arrange domatic (8) in the both sides of remaining core soil in advance and front.
8. bury the tunnel driving method in a bias voltage Toppling Deformation prose style free from parallelism and strong off-load rock texture as claimed in claim 3, it is characterized in that: in excavation during step, arrange domatic (8) in the front of middle step residue half side (4).
9. the tunnel driving method as claimed in claim 1 in a Shallow-buried Toppling Deformation prose style free from parallelism and strong off-load rock texture, is characterized in that: the length of single excavation is less than or equal to 100m.
10. the tunnel driving method in the Shallow-buried Toppling Deformation prose style free from parallelism as described in claim 3 or 4 and by force off-load rock texture, it is characterized in that: the bottomed length of the half side excavation of soft ground structure is less than or equal to 100m, the remaining bottomed length of half side excavation is less than or equal to 200m.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410698609.0A CN104500079A (en) | 2014-11-26 | 2014-11-26 | Tunnel excavation method in shallow-buried bias-pressure toppling-deformation bulk solid and strong-unloading rock structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410698609.0A CN104500079A (en) | 2014-11-26 | 2014-11-26 | Tunnel excavation method in shallow-buried bias-pressure toppling-deformation bulk solid and strong-unloading rock structure |
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| CN201410698609.0A Pending CN104500079A (en) | 2014-11-26 | 2014-11-26 | Tunnel excavation method in shallow-buried bias-pressure toppling-deformation bulk solid and strong-unloading rock structure |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108166509A (en) * | 2017-12-18 | 2018-06-15 | 山东交通学院 | A kind of longitudinally spaced excavation of slope construction and protection construction method stage by stage |
| CN108756894A (en) * | 2018-04-23 | 2018-11-06 | 中铁二十五局集团第工程有限公司 | Tunnel micro- three step top Core Soil construction |
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| DE4026368A1 (en) * | 1990-08-21 | 1992-02-27 | Heinrich Wassermann Gmbh & Co | Method of successive excavation of tunnel - involves cladding face of new excavation and supporting face with gap between them |
| JPH06280466A (en) * | 1993-03-29 | 1994-10-04 | Nippon Samikon Kk | Tunnel expansion construction using precast board |
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| CN102678126A (en) * | 2012-05-15 | 2012-09-19 | 中国建筑第六工程局有限公司 | Method for excavating mountain tunnels in weak surrounding rock-fractured zones or shallow covered slope sections |
| CN103089270A (en) * | 2013-01-23 | 2013-05-08 | 西南交通大学 | Excavating method suitable for large section loess tunnels |
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2014
- 2014-11-26 CN CN201410698609.0A patent/CN104500079A/en active Pending
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| Publication number | Priority date | Publication date | Assignee | Title |
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| DE4026368A1 (en) * | 1990-08-21 | 1992-02-27 | Heinrich Wassermann Gmbh & Co | Method of successive excavation of tunnel - involves cladding face of new excavation and supporting face with gap between them |
| JPH06280466A (en) * | 1993-03-29 | 1994-10-04 | Nippon Samikon Kk | Tunnel expansion construction using precast board |
| 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 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108166509A (en) * | 2017-12-18 | 2018-06-15 | 山东交通学院 | A kind of longitudinally spaced excavation of slope construction and protection construction method stage by stage |
| CN108756894A (en) * | 2018-04-23 | 2018-11-06 | 中铁二十五局集团第工程有限公司 | Tunnel micro- three step top Core Soil construction |
| CN108756894B (en) * | 2018-04-23 | 2019-09-17 | 中铁二十五局集团第一工程有限公司 | Tunnel micro- three step top Core Soil construction |
| CN108756894B8 (en) * | 2018-04-23 | 2019-12-24 | 中铁二十五局集团第一工程有限公司 | Tunnel micro three-step upper core soil construction method |
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Application publication date: 20150408 |