CN104879131B - The longspan tunnel excavation method of upper soft lower hard compound stratum - Google Patents
The longspan tunnel excavation method of upper soft lower hard compound stratum Download PDFInfo
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- CN104879131B CN104879131B CN201510228004.XA CN201510228004A CN104879131B CN 104879131 B CN104879131 B CN 104879131B CN 201510228004 A CN201510228004 A CN 201510228004A CN 104879131 B CN104879131 B CN 104879131B
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Abstract
The present invention relates to a kind of longspan tunnel excavation method of soft lower hard compound stratum.It is an object of the invention to provide a kind of longspan tunnel excavation method of soft lower hard compound stratum, to ensure upper-soft lower-hard ground longspan tunnel construction safety, accelerating construction progress shortens the duration.The technical scheme is that：Tunnel is divided into upper and lower step and excavated by this method, and step is as follows：A, base area survey the line of demarcation that data determines excavation face upper-soft lower-hard ground；B, top bar are constructed using median septum method；C, use remaining core soil in advance construction of getting out of a predicament or an embarrassing situation；D, the delayed both sides 2~3m of base tunnel that gets out of a predicament or an embarrassing situation；E, in inverted arch preliminary bracing surface layout geotextiles and the EVA splash guards of getting out of a predicament or an embarrassing situation, and pour the lining of inverted arch two；F, segmentation remove median septum gib and the interim inverted arch of top bar of top bar, be close to top bar preliminary bracing and both sides base tunnel preliminary bracing of getting out of a predicament or an embarrassing situation pours the lining of road surface two.The present invention is applied to technical field of tunnel construction.
Description
Technical field
The present invention relates to a kind of longspan tunnel excavation method of soft lower hard compound stratum.Suitable for tunnel construction technology
Field.
Background technology
In constructing tunnel, excavation method is to influence one of key factor of tunnel stabilization, while also govern engineering
Construction speed and construction costs.For III, IV grade of country rock longspan tunnel, more use benching tunnelling method construction has larger in hole
Working space, is adapted to mechanized construction, and speed of application is very fast, but excavation face is big, the reduction of country rock relative stability；For V, VI
Level weak surrounding rock, more at present using median septum method (CRD) is intersected, it is by the way that big cross section is divided into 4 or 6 light sections
Construction, can avoid an excavated section excessive to produce large disturbances to stratum, it is ensured that excavate safety.
However, due to the anisotropism on stratum, tunnel excavation section is more to be occurred being in upper soft lower hard compound stratum feelings
Condition, i.e., tunnel cross-section top is Soft Soil Layer, and bottom is harder soil layer or rock, and country rock grade is often V grade, even
VI grade；Under the formation condition, constructed using traditional benching tunnelling method or intersect median septum method (CRD) and constructed, applicability is poor, preceding
Person can not ensure tunnel top bar construction safety, and the latter excavates because of point multi-section, and excavation face working space is smaller, it is impossible to realize machinery
Change construction, and complex procedures, construction speed is slower.
The content of the invention
The technical problem to be solved in the present invention is：For above-mentioned problem, there is provided a kind of soft lower hard compound stratum
Longspan tunnel excavation method, to ensure upper-soft lower-hard ground longspan tunnel construction safety, accelerating construction progress shortens work
Phase.
The technical solution adopted in the present invention is：A kind of longspan tunnel excavation method of soft lower hard compound stratum, should
Tunnel is divided into upper and lower step and excavated by method, it is characterised in that step is as follows：
A, base area survey the line of demarcation that data determines excavation face upper-soft lower-hard ground, and overlapped with stratum line of demarcation or with
Lower position determines the line of demarcation of upper and lower step；
B, top bar are constructed using median septum method, and top bar is divided into row pilot tunnel after the leading pilot tunnel of top bar and top bar and applied
Work, both drilling depths stagger 3~5m, set top bar preliminary bracing, the interim inverted arch of top bar respectively, the leading pilot tunnel of top bar and upper
Median septum gib, branch's closing cyclization are set after step between row pilot tunnel；
C, use remaining core soil in advance construction of getting out of a predicament or an embarrassing situation, delayed 0.5~1 times of tunnel excavation span of top bar are reserved to get out of a predicament or an embarrassing situation
Bottom inverted arch and middle Core Soil of getting out of a predicament or an embarrassing situation, excavation both sides of getting out of a predicament or an embarrassing situation form base tunnel, and apply the both sides base tunnel initial stage of getting out of a predicament or an embarrassing situation
Supporting；
D, the delayed both sides 2~3m of base tunnel that gets out of a predicament or an embarrassing situation, excavate reserved get out of a predicament or an embarrassing situation Core Soil and inverted arch, excavate drilling depth and are less than etc.
In 2m, apply and get out of a predicament or an embarrassing situation inverted arch preliminary bracing to close domain preliminary bracing；
E, in inverted arch preliminary bracing surface layout geotextiles and the EVA splash guards of getting out of a predicament or an embarrassing situation, and pour the lining of inverted arch two；
F, segmentation remove top bar median septum gib and the interim inverted arch of top bar, be close to top bar preliminary bracing and
Both sides base tunnel preliminary bracing of getting out of a predicament or an embarrassing situation pours the lining of road surface two.
The leading pilot tunnel of top bar is first excavated in step b, then excavates row pilot tunnel after top bar；
Apply the leading pilot tunnel of top bar outer contour grouting small pilot pipe and along the septum wall gib arrangement in
Next door grouting small pilot pipe, after grouting soil intensity reaches design standard in conduit, excavates the leading pilot tunnel soil of top bar
Body, immediately following applying the leading pilot tunnel preliminary bracing of top bar, median septum gib and the interim inverted arch of the leading pilot tunnel of top bar；
The outer contour grouting small pilot pipe for carrying out row pilot tunnel after top bar is set and slip casting, treats that grouting soil is strong
Degree, which reaches, carries out row pilot drive after top bar after design standard, apply and gone after top bar after the preliminary bracing of row pilot tunnel and top bar
The interim inverted arch of pilot tunnel.
The top bar is with being respectively provided with lock foot anchoring stock and slip casting at the arch springing got out of a predicament or an embarrassing situation.
Disposable length of removing is less than or equal to 8m in step f.
The beneficial effects of the invention are as follows：The excavation method of the present invention excavates applicability to upper-soft lower-hard ground longspan tunnel
Relatively strong, top bar construction safety has been effectively ensured in more traditional benching tunnelling method, and relatively intersects median septum method (CRD), and working procedure subtracts
It is small, realize that some mechanicalization is constructed, construction speed is accelerated, the duration shortens, and with very big promotional value, social benefit is good.
Brief description of the drawings
Fig. 1 is working procedure cross-sectional view of the present invention.
Fig. 2 is working procedure plan of the present invention.
Embodiment
As shown in Figure 1 and Figure 2, the present embodiment is a kind of longspan tunnel excavation method of soft lower hard compound stratum, the party
Tunnel is divided into upper and lower step and excavated by method, is comprised the following steps that：
Data is surveyed in a, base area, determines the line of demarcation of excavation face upper-soft lower-hard ground, and the top bar of selected economical rationality is opened
Height is dug, up/down steps line of demarcation should be overlapped or following with stratum line of demarcation.
B, top bar pass through soft soil layer, are constructed using median septum method；Top bar is divided into the leading pilot tunnel 1 of top bar and upper
Row pilot tunnel 2 is constructed after step, and both drilling depths stagger 3~5m, and top bar preliminary bracing (including the leading pilot tunnel of top bar is set respectively
Row pilot tunnel preliminary bracing 7 after preliminary bracing 6 and top bar), the interim inverted arch of top bar (including the interim inverted arch of the leading pilot tunnel of top bar
11 and top bar after the interim inverted arch 12 of row pilot tunnel), median septum is set between row pilot tunnel 2 after the leading pilot tunnel 1 of top bar and top bar
Gib 10, branch's closing cyclization.This example is respectively provided with lock foot anchoring stock 17 and slip casting at the arch springing of top bar.
The leading pilot tunnel 1 of top bar is first excavated in the present embodiment, then excavates row pilot tunnel 2 after top bar：Apply top bar leading
The median septum grouting small pilot pipe that the outer contour grouting small pilot pipe 13 of pilot tunnel 1 and along the septum wall gib 10 are arranged
14, after grouting soil intensity reaches design standard in conduit, the soil body of the leading pilot tunnel 1 of top bar is excavated, on applying
The leading pilot tunnel preliminary bracing 6 of step, median septum gib 10 and the interim inverted arch 11 of the leading pilot tunnel of top bar；Delayed top bar is first
Row 3~5m of pilot tunnel, excavates row pilot tunnel 2 after top bar, first carries out the outer contour grouting small pilot pipe of row pilot tunnel 2 after top bar
13 set and slip casting, row pilot tunnel 2 after top bar is carried out after grouting soil intensity reaches design standard and is excavated, applies and appears on the stage
The interim inverted arch 12 of row pilot tunnel after row pilot tunnel preliminary bracing 7 and top bar after rank.
C, use remaining core soil in advance construction of getting out of a predicament or an embarrassing situation, delayed 0.5~1 times of tunnel excavation span of top bar are reserved to get out of a predicament or an embarrassing situation
Bottom inverted arch 5 and middle Core Soil 4 of getting out of a predicament or an embarrassing situation, excavate both sides of getting out of a predicament or an embarrassing situation and form base tunnel 3, then apply both sides base tunnel of getting out of a predicament or an embarrassing situation
Preliminary bracing 8, and it is respectively provided with the arch springing got out of a predicament or an embarrassing situation lock foot anchoring stock 17 and slip casting.The soil excavation of base tunnel 3 should try one's best reduction pair
Get out of a predicament or an embarrassing situation the disturbance of Core Soil 4, to keep its original bearing capacity.
D, the delayed 3 2~3m of both sides base tunnel that get out of a predicament or an embarrassing situation, excavate reserved get out of a predicament or an embarrassing situation Core Soil 4 and inverted arch 5, strict control
Drilling depth is excavated, 2m is usually no more than, inverted arch preliminary bracing 9 of getting out of a predicament or an embarrassing situation is applied, domain preliminary bracing is closed；Control core of getting out of a predicament or an embarrassing situation
4 of length no more than 3m of soil, in favor of mechanized construction of getting out of a predicament or an embarrassing situation.
E, in the surface layout geotextiles of inverted arch preliminary bracing 9 and the EVA splash guards of getting out of a predicament or an embarrassing situation, and pour inverted arch two lining 15；
F, segmentation remove median septum gib 10 and the interim inverted arch of top bar of top bar, are close to top bar preliminary bracing
The lining of road surface two 16 is poured with both sides base tunnel preliminary bracing 8 of getting out of a predicament or an embarrassing situation.
Claims (3)
1. tunnel is divided into upper and lower step and carried out by a kind of longspan tunnel excavation method of soft lower hard compound stratum, this method
Excavate, it is characterised in that step is as follows：
A, base area survey the line of demarcation that data determines excavation face upper-soft lower-hard ground, and are being overlapped or with bottom with stratum line of demarcation
Put the line of demarcation for determining upper and lower step；
B, top bar are constructed using median septum method, and top bar is divided into row pilot tunnel (2) after the leading pilot tunnel of top bar (1) and top bar
Construction, both drilling depths stagger 3~5m, and top bar preliminary bracing, the interim inverted arch of top bar, the leading pilot tunnel of top bar are set respectively
(1) and after top bar median septum gib (10), branch's closing cyclization are set between row pilot tunnel (2)；
C, use remaining core soil in advance construction of getting out of a predicament or an embarrassing situation, delayed 0.5~1 times of tunnel excavation span of top bar, reserved bottom of getting out of a predicament or an embarrassing situation
Inverted arch (5) and centre Core Soil of getting out of a predicament or an embarrassing situation (4), excavation both sides of getting out of a predicament or an embarrassing situation form base tunnel (3), and apply both sides of getting out of a predicament or an embarrassing situation and lead
Cheat preliminary bracing (8)；
D, the delayed 2~3m of both sides base tunnel (3) that gets out of a predicament or an embarrassing situation, excavate reserved Core Soil of getting out of a predicament or an embarrassing situation (4) inverted arch (5), excavate drilling depth small
Inverted arch preliminary bracing (9) is got out of a predicament or an embarrassing situation to close domain preliminary bracing in equal to 2m, applying；
E, in inverted arch preliminary bracing surface layout geotextiles and the EVA splash guards of getting out of a predicament or an embarrassing situation, and pour inverted arch two and serve as a contrast (15)；
F, segmentation remove top bar median septum gib (10) and the interim inverted arch of top bar, be close to top bar preliminary bracing with
Both sides base tunnel preliminary bracing of getting out of a predicament or an embarrassing situation pours road surface two and served as a contrast (16)；
The leading pilot tunnel of top bar (1) is first excavated in step b, then excavates row pilot tunnel (2) after top bar；
Apply the outer contour grouting small pilot pipe (13) and wall gib (10) cloth along the septum of the leading pilot tunnel of top bar (1)
The median septum grouting small pilot pipe (14) put, after grouting soil intensity reaches design standard in conduit, excavates top bar
Leading pilot tunnel (1) soil body, immediately following applying the leading pilot tunnel preliminary bracing (6) of top bar, median septum gib (10) and top bar
The leading interim inverted arch of pilot tunnel (11)；
The outer contour grouting small pilot pipe (13) for carrying out row pilot tunnel (2) after top bar is set and slip casting, treats grouting reinforcement
Body intensity reaches that row pilot tunnel (2) after top bar is carried out after design standard to be excavated, apply after top bar row pilot tunnel preliminary bracing (7) and
The interim inverted arch of row pilot tunnel (12) after top bar.
2. the longspan tunnel excavation method of soft lower hard compound stratum according to claim 1, it is characterised in that：It is described
Top bar at the arch springing got out of a predicament or an embarrassing situation with being respectively provided with lock foot anchoring stock (17) and slip casting.
3. the longspan tunnel excavation method of soft lower hard compound stratum according to claim 1 or 2, it is characterised in that：
Disposable length of removing is less than or equal to 8m in step f.
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| CN201510228004.XA CN104879131B (en) | 2015-05-06 | 2015-05-06 | The longspan tunnel excavation method of upper soft lower hard compound stratum |
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| CN105604576B (en) * | 2016-01-20 | 2018-08-21 | 中铁隆工程集团有限公司 | A kind of soft rock strata tunneling large-section tunnel construction method |
| CN106121659B (en) * | 2016-06-27 | 2018-09-25 | 中交一公局第三工程有限公司 | The narrow-bore tunnel excavation method of major urban arterial highway upper-soft lower-hard ground is worn under one kind |
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Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU866205A1 (en) * | 1979-05-14 | 1981-09-23 | Трест Леноргинжстрой Главленинградстроя При Ленгорисполкоме | Apparatus for constructing tunnels |
| CN102562074A (en) * | 2012-02-03 | 2012-07-11 | 中铁四局集团第二工程有限公司 | Construction method for composite stratum with hard top and soft bottom of large-section tunnel |
| CN104165056A (en) * | 2014-03-11 | 2014-11-26 | 中交一公局厦门工程有限公司 | Construction method for excavating water-rich shallow underground excavation tunnel |
| CN104500093B (en) * | 2014-12-16 | 2017-02-22 | 湖南科技大学 | Method for positioning temporary middle walls in large-section tunnel supporting structure of formation with soft top and hard bottom |
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