CN107339114A - Mountain highway tunnel portal critical slope pre-equilibration stability contorting structure and method - Google Patents
Mountain highway tunnel portal critical slope pre-equilibration stability contorting structure and method Download PDFInfo
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- CN107339114A CN107339114A CN201710427175.4A CN201710427175A CN107339114A CN 107339114 A CN107339114 A CN 107339114A CN 201710427175 A CN201710427175 A CN 201710427175A CN 107339114 A CN107339114 A CN 107339114A
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- tunnel
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- equilibration
- shed
- stability contorting
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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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
-
- 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
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
Abstract
The invention discloses a kind of mountain highway tunnel portal critical slope pre-equilibration stability contorting structure and method, belong to construction field.The present invention realizes mechanical balance by carrying out supporting and retaining system back-pressure in tunnel portal toe, coordinate the pre-equilibration stability contorting scheme of Shed-pipe Advanced Support+arch support zero excavation, both, which combine, further functions as the high steep critical slope effect in advance monolithic stability hole, avoids producing unstability risk during tunnel excavation support.In addition, using short step remaining core soil in advance approximation tunneling boring construction method so that the partial excavation supporting construction in tunnel is consistent with Tunnel Design close to plane mechanics problem, can also ensure the adjoining rock stability in tunnel under approximate full face digging mode.This method also avoid the supporting stability problem of steel supporting at initial stage intermediate node weak link.
Description
Technical field
The invention belongs to construction method field, and in particular to a kind of mountain highway tunnel portal critical slope pre-equilibration is stable
Control structure and method.
Background technology
The part mountain highway tunnel that China is built is because of planning requirement, it is necessary to pass through high steep critical slope, design specification
Emphasize to design and construct by New Austrian Tunneling Method, but it is massif monolithic stability that New Austrian Tunneling Method, which implies applicable elements, only studies surrounding rock stability and asks
Topic.When mountain highway tunnel because of planning requirement, it is necessary to when passing through the high steep critical slope in hole, existing design and construction are often ignored
Hole stability of the high and steep slope problem, entrance construction is caused to cave in even casualty accident sometimes.At present, there is more side slope sloughing
The reinforcing of the prevention and controls of risk, such as anchor pole or anchor cable, friction pile supporting file, excavate slipping block unloading consolidation and extend open cut tunnel.But
These methods are all that measure is just begun to take on after there is slump sign or accident, now repair not only waste of manpower wealth
Power, it is also easy to trigger second accident.Therefore, the stable control of critical slope pre-equilibration is carried out to hole in advance while tunneling
Fixture has prior realistic meaning.
The content of the invention
It is an object of the invention to solve easily to occur what constructing tunnel caved in when tunnel portal critical slope rock mass is poor
Problem, and a kind of mountain highway tunnel portal critical slope pre-equilibration stable control method is provided, prevent critical slope design with
There is deviation in stable equilibrium's problem between construction mechanics.
Concrete technical scheme of the present invention is as follows：
Mountain highway tunnel portal critical slope pre-equilibration stability contorting structure, is treating the side slope of tunneling inlet and outlet cave
Away from massif side, toe supporting barricade is set, Tunnel top it is domatic on banket cubic meter of stone layer, cubic metre of earth and stone layer side is overlapped in
On toe supporting barricade, the support equilibrant force in lateral massif direction is provided by toe retaining structure；Described cubic metre of earth and stone layer and/or
Toe supporting barricade bottom is by anchor rod anchored in massif；Treat in the country rock of tunneling inlet and outlet cave along tunnel contour line
Outer rim interval has set Shed-pipe Advanced Support, and cement mortar is filled in Shed-pipe Advanced Support, on the flute profile basis that umbrella arch opening position is excavated
On poured armored concrete shield arch, Shed-pipe Advanced Support with shield arch combine it is integral be used as tunnel leading pre-supporting structure.
High steep critical slope easily causes original side slope mechanical balance system by broken during tunnel excavation
It is bad, and during tunnel excavation, part massif can cause have enough power to support extending out for remaining massif, mountain herein after being excavated
On the one hand the active force of body can cause mechanics unstability to cause slope failure, on the other hand the long-term tunnel subsequently built can be given to apply
Power laterally is extended out, causes the structures such as umbrella arch risk of damaging or even cave in occur in the course of time.In the present invention, in tunnel excavation
Pre-equilibration stability contorting has been carried out to high steep critical slope by longitudinally and laterally two aspects before：On the one hand in tunnel export ＆ import
Massif side is provided with toe supporting barricade at mouthful, and covers cubic metre of earth and stone layer using toe supporting barricade as hole top is supported on,
Thus cubic metre of earth and stone layer is made in the presence of the support equilibrant force in the lateral massif direction that toe retaining structure provides, to newly built tunnels
The reverse support force for preventing massif from extending out is applied with, the massif at tunnel is formed mechanical balance system, control Tunnel slope is slided
Collapse risk；The pre-equilibration stability contorting scheme of another aspect Shed-pipe Advanced Support+arch support zero excavation, further function as in advance
The high steep critical slope effect in monolithic stability hole.By above-mentioned pre-equilibration stability contorting, even if tunnel side slope in digging process
In critical stable state, stress balance system can be also kept, is not in risk of caving in.
Preferably, offer up/down steps on face in tunnel contour line, top bar ratio get out of a predicament or an embarrassing situation it is advanced, up and down
Step leaves Core Soil；Preliminary bracing is provided with the tunnel excavated, for undertaking whole country rock loads.This construction party
Method so that tunnel partial excavation supporting construction is reduced to the high steep critical slope in hole close to the plane mechanics problem of design requirement
Perturbation action, play the high steep critical slope effect in the stable hole of auxiliary.
Preferably, described toe supporting barricade uses antiskid retaining wall or friction pile.
Preferably, described Shed-pipe Advanced Support outer rim is set with 2~10 ° of inclination angles, between steel pipe at intervals of 45~
55cm。
Preferably, a diameter of 108~120mm of φ of described Shed-pipe Advanced Support.
Preferably, described preliminary bracing includes steelframe support and concrete layer, wherein described steelframe support is adopted
With I-steel, laid along tunnel longitudinal direction every 50~80cm intervals；Described concrete 15~30cm of thickness, by 20~No. 30
Concrete ejection forms in country rock surface.
Advanced 1~3m preferably, top bar ratio is got out of a predicament or an embarrassing situation.
Preferably, planting soil is laid on described cubic metre of earth and stone layer, for planting afforestation vegetation.
Another object of the present invention is to provide a kind of mountain highway tunnel portal critical slope pre-equilibration stability contorting side
Method, comprise the following steps：
S1：Toe supporting barricade is set away from massif side in the side slope for treating tunneling inlet and outlet cave, on Tunnel top
It is domatic on banket cubic meter of stone layer, cubic metre of earth and stone layer side is overlapped on toe supporting barricade, and lateral mountain is provided by toe retaining structure
The support force in body direction；Described cubic metre of earth and stone layer and/or toe supporting barricade bottom are by anchor rod anchored in massif；
S2：In the country rock of tunnel portal, along tunnel contour line outer rim with 2~10 ° of inclination angles, every between 45~55 cm
Away from φ 108~120mm Shed-pipe Advanced Supports being set, with 5~8Pa pressure to being filled No. 20 cement mortar in Shed-pipe Advanced Support；
S3：Flute profile basis, reserved opening mountain slope toe supporting and retaining system, in flute profile are excavated along the umbrella arch position being pre-designed
On the basis of pouring reinforcement concrete shield arch, it is combined with Shed-pipe Advanced Support integral, formation tunnel leading pre-supporting structure；
S4：Being excavated using benching tunneling method and the equal remaining core soil in advance of up/down steps, top bar ratio gets out of a predicament or an embarrassing situation advanced 1~
3m, the averagely each drilling depth of up/down steps are 1~2m；
S5：Under the protection of tunnel leading pre-supporting, the tunnel longitudinal direction excavated is set in time every 50~80cm
H180~H200 I-steel supports as steelframe and sprays 20~No. 30 thick concrete of 15~30cm, is formed for undertaking whole
The preliminary bracing of country rock load.
The present invention in terms of existing technologies, has the advantages that：By carrying out supporting and retaining system in tunnel portal toe
Back-pressure realizes mechanical balance, coordinates the pre-equilibration stability contorting scheme of Shed-pipe Advanced Support+arch support zero excavation, and both combine
The high steep critical slope effect in advance monolithic stability hole is further functioned as, avoids producing unstability risk during tunnel excavation.
In addition, using short step remaining core soil in advance approximation tunneling boring construction method so that the partial excavation supporting construction in tunnel is close flat
Face mechanics problem, is consistent with Tunnel Design, can also ensure that the country rock in tunnel is steady under approximate full face digging mode
It is fixed.This method also avoid the supporting stability problem of steel supporting at initial stage intermediate node weak link.It is directed to compared to existing
CD/CRD methods that neutrality surrounding rock tunnel excavates, multi-step method etc., the present invention can greatly improve efficiency of construction.
Brief description of the drawings
Fig. 1 is the elevational schematic view in tunnel in the present invention；
Fig. 2 is the pre-equilibration stability contorting measure schematic diagram of the high steep critical slope supporting and retaining system back-pressure of tunnel portal；
Fig. 3, which is that the pre-equilibration of Shed-pipe Advanced Support+arch support zero excavation of the high steep critical slope of tunnel portal is stable, to be controlled
Scheme processed；
Fig. 4 is short step remaining core soil in advance approximation tunneling boring construction method schematic diagram.
Embodiment
The present invention is further elaborated and illustrated with reference to the accompanying drawings and detailed description.
Certain mountain tunnel total length 236m, need in its design to pass through certain and sit massif, the tunnel goes out side slope at hole
High steep, in critical stable state, directly excavating easily causes slope failure.Therefore, it is necessary to be carried out before tunnel excavation pre-
Balance and stability control construction.
For in the present embodiment, mountain highway tunnel portal critical slope pre-equilibration stability contorting structure is as shown in Fig. 1~3.
Treating that tunneling goes out the side slope at hole and set toe supporting barricade away from massif side, toe supporting barricade can use antiskid to keep off
Wall or friction pile, direction is parallel or vertical with tunnel bearing of trend, for accommodating cubic metre of earth and stone layer jointly with massif.Toe branch bib
Wall be tilted towards massif side setting, cubic metre of earth and stone layer fill in Tunnel top it is domatic on, cubic metre of earth and stone layer side is overlapped in toe supporting
On barricade, it is higher than close to toe supporting barricade side thickness close to massif side.Cubic metre of earth and stone layer and toe supporting barricade bottom lead to
Cross it is anchor rod anchored in massif, to strengthen stability.The thick planting soils of 50cm can be laid on cubic metre of earth and stone layer, are planted for planting greening
Quilt.Toe retaining structure can provide the support equilibrant force towards massif direction for cubic metre of earth and stone layer.Treat that tunneling goes out hole
It is advanced to have set 108~120mm of φ horizontal by 2~10 ° of inclination angles interval 50cm along tunnel contour line outer rim in country rock
Pipe canopy, cement mortar is filled in Shed-pipe Advanced Support, armored concrete has been poured on the basis of the flute profile that umbrella arch opening position is excavated
Shield arch, Shed-pipe Advanced Support is combined into an entirety with shield arch, as tunnel leading pre-supporting structure.
In said structure, the cubic metre of earth and stone layer of tunnel top covering is applied with the pressure for preventing it from extending out to massif, plays
The effect of back-pressure so that during tunnel excavation, side slope can still keep stable, and tunnel build up after also will not be long-term
Power is extended out by massif to be acted on.The thickness of cubic metre of earth and stone layer needs to obtain by Mechanics Calculation, after ensureing tunnel excavation as far as possible, its
Top shield arch bears pressure straight down, avoids by side force.
For the tunnel that segmental stability is poor, after above-mentioned critical slope pre-equilibration stability contorting, in tunnel excavation
During to be still designed to as far as possible keep stability of slope hole in driving structure.In the present embodiment, in tunnel contour line
Face on offer up/down steps, top bar ratio is got out of a predicament or an embarrassing situation advanced 1~3m, and up/down steps leave Core Soil；Excavate
Tunnel in be provided with preliminary bracing, for undertaking whole country rock loads.Preliminary bracing includes steelframe support and concrete layer,
Wherein steelframe support uses I-steel, is laid along tunnel longitudinal direction every 50~80cm intervals；Concrete 15~30cm of thickness, by
20~No. 30 concrete ejections form in country rock surface.
Present invention also offers a kind of mountain highway tunnel portal critical slope pre-equilibration for realizing said structure is steady below
Locking control method, comprise the following steps：
(1) the pre-equilibration stability contorting measure of toe supporting and retaining system back-pressure is first used, the high steep critical slope in stable hole is played and makees
With as shown in Figure 2.
In the step, it is necessary first to according to tunnel portal slope geological survey data, determine the high steep critical edge of tunnel portal
The toe supporting and retaining system back-pressure on slope the measure of pre-equilibration stability contorting (including use antiskid retaining wall or friction pile, the thickness of cubic metre of earth and stone layer
Degree) and scope (plane and the size of facade direction toe supporting barricade, the overlay area etc. of cubic metre of earth and stone layer).Then according to upper
The parameter for stating determination is constructed, and forms structure as shown in Figures 1 to 3, it is ensured that it is high steep critical to play monolithic stability hole in advance
Side slope acts on.
(2) the pre-equilibration stability contorting scheme of Shed-pipe Advanced Support+arch support zero excavation is used again, is further functioned as pre-
The high steep critical slope effect in first monolithic stability hole, as shown in Figure 3.
(2.1) in the country rock of tunnel portal, according to design requirement along tunnel contour line outer rim with 2~10 ° of inclination angles, often
Every 50cm spacing, φ 108~120mm Shed-pipe Advanced Supports are set, No. 20 cement mortar are filled in Shed-pipe Advanced Support with 5~8Pa pressure,
Form steel tube shed supporting construction.
(2.2) according to design requirement along umbrella arch position excavate flute profile basis, reserved opening mountain slope toe supporting and retaining system,
Pouring reinforcement concrete shield arch, makes it be combined with Shed-pipe Advanced Support integral on the basis of flute profile, forms tunnel strong pre support in advance.
Both step (1) and (2) combine, and further function as the high steep critical slope effect in advance monolithic stability hole.Tunnel
Go out hole can contemplate set antiskid end wall tunnel portal.
(3) applied using the short step remaining core soil in advance approximation tunneling boring for shortening tunnel partial excavation supporting construction longitudinal length
Work method so that tunnel partial excavation supporting construction is reduced high to hole steep critical close to the plane mechanics problem of design requirement
The perturbation action of side slope, the high steep critical slope effect in the stable hole of auxiliary is played, as shown in Fig. 4.Slapped during constructing tunnel
Sub- face neutrality, therefore short step remaining core soil in advance approximation tunneling boring construction method, Specific construction side are used in the present embodiment
Method is as follows：
(3.1) under the tunnel in advance protection of strong pre support, using short step and upper equal remaining core soil in advance of leaving office, top bar
Than the advanced 1~3m that gets out of a predicament or an embarrassing situation, up/down steps circulation driving, average each 1~2m of drilling depth.Because each driving distance is shorter, make
Tunnel partial excavation supporting construction is obtained close to plane mechanics problem during Tunnel Design, is entered on the basis of pre-equilibration stability contorting
One step reduces the perturbation action of steep critical slope high to hole, plays the high steep critical slope effect in the stable hole of auxiliary.
(3.2) under the tunnel in advance protection of strong pre support, the tunnel longitudinal direction excavated is set in time every 50~80cm
H180~H200 I-steel is put as steelframe and supports and sprays 20~No. 30 thick concrete of 15~30cm, forms strong preliminary bracing
And undertake whole load, it is ensured that tunnel structure work progress stable equilibrium.
The present invention just uses above-mentioned 3 a chain of pre-equilibration stability contorting steps before the newly-built construction in tunnel, greatly enhances
Hole stability of the high and steep slope so that still can with safe efficient complete the excavation in tunnel in the side slope of neutrality
Work, it is thus also avoided that the supporting stability problem of steel supporting at initial stage intermediate node weak link.
Embodiment described above is a kind of preferable scheme of the present invention, and so it is not intended to limiting the invention.Have
The those of ordinary skill of technical field is closed, without departing from the spirit and scope of the present invention, various changes can also be made
Change and modification.Therefore the technical scheme that all modes for taking equivalent substitution or equivalent transformation are obtained, the guarantor of the present invention is all fallen within
In the range of shield.
Claims (9)
1. a kind of mountain highway tunnel portal critical slope pre-equilibration stability contorting structure, it is characterised in that treating tunneling
The side slope of inlet and outlet cave sets toe supporting barricade away from massif side, Tunnel top it is domatic on banket cubic meter of stone layer, native stone
Square layer side is overlapped on toe supporting barricade, and the support equilibrant force towards massif direction is provided by toe retaining structure；It is described
Cubic metre of earth and stone layer and/or toe supporting barricade bottom by anchor rod anchored in massif；Treat that tunneling goes out in the country rock at hole
Shed-pipe Advanced Support has been set along tunnel contour line outer rim interval, cement mortar has been filled in Shed-pipe Advanced Support, in umbrella arch opening position
Armored concrete shield arch is poured on the basis of the flute profile of excavation, Shed-pipe Advanced Support combines integral as tunnel with shield arch and paid in advance in advance
Protection structure.
2. mountain highway tunnel portal critical slope pre-equilibration stability contorting structure as claimed in claim 1, it is characterised in that
Offer up/down steps on face in tunnel contour line, top bar ratio is got out of a predicament or an embarrassing situation advanced, and up/down steps leave Core Soil；
Preliminary bracing is provided with the tunnel excavated, for undertaking whole country rock loads.
3. mountain highway tunnel portal critical slope pre-equilibration stability contorting structure as claimed in claim 1, it is characterised in that
Described toe supporting barricade uses antiskid retaining wall or friction pile.
4. mountain highway tunnel portal critical slope pre-equilibration stability contorting structure as claimed in claim 1, it is characterised in that
Described Shed-pipe Advanced Support is set with 2~10 ° of inclination angles, between steel pipe at intervals of 45~55cm.
5. mountain highway tunnel portal critical slope pre-equilibration stability contorting structure as claimed in claim 1, it is characterised in that
A diameter of 108~the 120mm of φ of described Shed-pipe Advanced Support.
6. mountain highway tunnel portal critical slope pre-equilibration stability contorting structure as claimed in claim 2, it is characterised in that
Described preliminary bracing includes steelframe support and concrete layer, wherein described steelframe support uses I-steel, is indulged along tunnel
Laid to every 50~80cm intervals；Described concrete 15~30cm of thickness, by 20~No. 30 concrete ejections in country rock table
Face forms.
7. mountain highway tunnel portal critical slope pre-equilibration stability contorting structure as claimed in claim 1, it is characterised in that
Top bar ratio is got out of a predicament or an embarrassing situation advanced 1~3m.
8. mountain highway tunnel portal critical slope pre-equilibration stability contorting structure as claimed in claim 1, it is characterised in that
Planting soil is laid on described cubic metre of earth and stone layer, for planting afforestation vegetation.
9. a kind of mountain highway tunnel portal critical slope pre-equilibration stable control method, it is characterised in that comprise the following steps：
S1：Toe supporting barricade is set away from massif side in the side slope for treating tunneling inlet and outlet cave, on the slope on Tunnel top
Banketed cubic meter of stone layer on face, and cubic metre of earth and stone layer side is overlapped on toe supporting barricade, and lateral massif side is provided by toe retaining structure
To support force；Described cubic metre of earth and stone layer and/or toe supporting barricade bottom are by anchor rod anchored in massif；
S2：In the country rock of tunnel portal, along tunnel contour line outer rim with 2~10 ° of inclination angles, every 45~55cm spacing, beat
If φ 108~120mm Shed-pipe Advanced Supports, No. 20 cement mortar are filled in Shed-pipe Advanced Support with 5~8Pa pressure；
S3：Flute profile basis, reserved opening mountain slope toe supporting and retaining system, on flute profile basis are excavated along the umbrella arch position being pre-designed
Upper pouring reinforcement concrete shield arch, makes it be combined with Shed-pipe Advanced Support integral, forms tunnel leading pre-supporting structure；
S4：Being excavated using benching tunneling method and the equal remaining core soil in advance of up/down steps, top bar ratio is got out of a predicament or an embarrassing situation advanced 1~3m,
The averagely each drilling depth of up/down steps is 1~2m；
S5：Under the protection of tunnel leading pre-supporting, to excavated tunnel longitudinal direction every 50~80cm set in time H180~
H200 I-steel supports as steelframe and sprays 20~No. 30 thick concrete of 15~30cm, is formed for undertaking whole country rock lotuses
The preliminary bracing of load.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710427175.4A CN107339114B (en) | 2017-06-08 | 2017-06-08 | Mountain highway tunnel portal critical slope pre-balancing stable control structure and method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710427175.4A CN107339114B (en) | 2017-06-08 | 2017-06-08 | Mountain highway tunnel portal critical slope pre-balancing stable control structure and method |
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| CN107339114A true CN107339114A (en) | 2017-11-10 |
| CN107339114B CN107339114B (en) | 2023-04-11 |
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| CN111764908A (en) * | 2020-06-12 | 2020-10-13 | 中铁第四勘察设计院集团有限公司 | Construction method suitable for wide-angle oblique crossing transition between open cut method and mine method |
| CN114033427A (en) * | 2021-11-02 | 2022-02-11 | 中铁二局集团有限公司 | Single-side air-adjacent skew bias tunnel hole entering construction method |
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| CN114033427A (en) * | 2021-11-02 | 2022-02-11 | 中铁二局集团有限公司 | Single-side air-adjacent skew bias tunnel hole entering construction method |
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| Publication number | Publication date |
|---|---|
| CN107339114B (en) | 2023-04-11 |
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