CN111926856A - Tunnel entering construction method based on longitudinal anti-skid open cut tunnel structure - Google Patents
Tunnel entering construction method based on longitudinal anti-skid open cut tunnel structure Download PDFInfo
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- CN111926856A CN111926856A CN202010624977.6A CN202010624977A CN111926856A CN 111926856 A CN111926856 A CN 111926856A CN 202010624977 A CN202010624977 A CN 202010624977A CN 111926856 A CN111926856 A CN 111926856A
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- tunnel
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/045—Underground structures, e.g. tunnels or galleries, built in the open air or by methods involving disturbance of the ground surface all along the location line; Methods of making them
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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
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
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- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a tunnel entering construction method based on a longitudinal anti-skidding open cut tunnel structure, which comprises the following steps of: s1, after constructing a hole drainage system, constructing a temporary slide-resistant pile at a light and dark boundary position; s2, after the temporary anti-slide pile reaches the design strength, excavating soil bodies in the range of the opening and the open cut tunnel, and performing corresponding slope anchor net spraying support; s3, constructing advance supports among the temporary slide-resistant piles at the light and dark boundary positions; s4, constructing a longitudinal anti-skid open cut tunnel structure; s5, breaking the temporary anti-slide piles in the excavation range of the underground tunnel at the light and dark boundary position; and S6, performing tunnel underground excavation after supplementing the advance support of the temporary slide-resistant pile position in the underground excavation tunnel range. According to the invention, during specific construction, the construction of the open cut tunnel structure is carried out under the protection of the temporary anti-slide piles, so that the stability of the upward slope during the construction of the tunnel portal and open cut tunnel engineering can be effectively ensured; the construction process is stable, safe and reliable; the complex engineering problem is solved through a simple geotechnical theory method.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a tunnel entering construction method based on a longitudinal anti-skidding open cut tunnel structure.
Background
Due to the influence of factors such as engineering, hydrogeology, human activities and the like, the situation that engineering landslides are formed at tunnel portals is increasing. If the soil layer of the soil-water tunnel inlet upward slope range of the east-circle line of the Chongqing railway junction is thick, continuous heavy rainfall occurs in the tunnel opening pull groove and the excavation process of the road foundation outside the tunnel, the tunnel upward slope range is settled, cracked, deformed and slipped, and the deformation range is nearly 100m, so that the engineering landslide is formed. In order to ensure the safety of construction and railway operation, landslide in the uphill range of the cave entrance needs to be processed.
Regarding the treatment of landslide of tunnel slope ascending engineering, at present, there are mainly treatment schemes such as lane change, clearing, retaining and the like. The influence of the line changing scheme engineering is large, a large scrapping engineering can be generated, the consumed time is long, and the engineering progress is seriously influenced; the clearing can effectively ensure the engineering safety, but the clearing engineering quantity is large, the clearing can cause traction landslide, for example, the clearing range of an upward slope at the entrance of an east loop water and soil tunnel can exceed 100m, large-area vegetation of the upward slope can be damaged, and the ecological environment is seriously influenced; the supporting scheme is a conventional landslide treatment engineering measure, but for landslide in an uphill slope range, the arrangement position of the single supporting scheme is greatly influenced due to the influence of a tunnel structure, for example, an anti-slide pile in the uphill slope range of an inlet of a water and soil tunnel needs to be arranged to a position 30m away from a tunnel opening, and meanwhile, landslide soil in front of the pile needs to be removed, and the scheme also has the adverse influence of a clearing scheme.
Therefore, for the treatment of the tunnel entrance uphill landslide, it is necessary to combine the safety requirements of operation and tunnel entering construction, and a new technical scheme with obvious technical and economic advantages is provided.
Disclosure of Invention
Aiming at the technical problems existing at present, the invention provides a tunnel entering construction method based on a longitudinal anti-skidding open cut tunnel structure, and aims to solve the problems in the prior art.
In order to achieve the above purpose, the invention provides the following technical scheme:
a tunnel entering construction method based on a longitudinal anti-skid open cut tunnel structure comprises the following steps:
s1, after constructing a hole drainage system, constructing a temporary slide-resistant pile at a light and dark boundary position;
s2, after the temporary anti-slide pile reaches the design strength, excavating soil bodies in the range of the opening and the open cut tunnel, and performing corresponding slope anchor net spraying support;
s3, constructing advance supports among the temporary slide-resistant piles at the light and dark boundary positions;
s4, constructing a longitudinal anti-skid open cut tunnel structure;
s5, breaking the temporary anti-slide piles in the excavation range of the underground tunnel at the light and dark boundary position;
and S6, performing tunnel underground excavation after supplementing the advance support of the temporary slide-resistant pile position in the underground excavation tunnel range.
Preferably, the step S4 specifically includes the following operations:
(1) clearing broken rock mass at the bottom of the open cut tunnel lining, manually excavating rock mass within the range of anti-sliding keys, binding anti-sliding keys and reinforcing steel bars within the range of open cut tunnel lining inverted arches, and pouring concrete to enable the open cut tunnel lining inverted arches and the anti-sliding keys to form a whole;
(2) constructing an arch wall structure and a tunnel door structure for lining the open cut tunnel;
(3) and after the structural strength of the open cut tunnel lining and the tunnel door meet the design requirements, carrying out open cut tunnel outer wall concrete backfilling to form a concrete backfilled body, and organically connecting the slope rock soil and the open cut tunnel lining into a whole by utilizing a concrete backfilling material and anchor net spraying support.
Preferably, the advance support in step S3 is a large pipe shed.
Preferably, the advance support in step S6 is performed using a small catheter.
Preferably, the longitudinal anti-skid open cut tunnel structure in the step S4 includes an open cut tunnel lining and a concrete backfill outside the open cut tunnel arch wall, a tunnel portal structure is arranged at the front end of the open cut tunnel lining, anchor net spraying supports are arranged at the positions where the two sides of the concrete backfill are in contact with the slope rock soil, and anti-skid keys are arranged at the bottom of the open cut tunnel inverted arch lining;
the temporary anti-slide pile is arranged for ensuring the construction safety of the open cut tunnel and is positioned at the light and dark boundary position at the rear end of the open cut tunnel.
Preferably, a constructional steel bar is arranged in the anti-skid key and extends into the bottom of the inverted arch lining of the open cut tunnel.
Preferably, the section of the anti-sliding key is rectangular.
Preferably, the cross section of the temporary slide-resistant pile is circular.
Compared with the prior art, the invention has the beneficial effects that: the invention can effectively ensure the longitudinal anti-slip and overturning stability of the open cut tunnel structure and ensure the stability of the upward slope of the tunnel portal and the open cut tunnel during the engineering construction; the tunnel upward slope landslide tunnel entering construction method based on the longitudinal anti-skidding open cut tunnel structure is stable, safe and reliable; meanwhile, the longitudinal anti-skidding open cut tunnel structure is creatively provided and utilized as a main body structure for resisting the upward slope landslide, the complex engineering problem is solved through a simple rock-soil theory method, the tunnel construction and operation safety under the condition of the upward slope landslide is ensured, the resources are effectively saved, the environment is protected, the longitudinal anti-skidding open cut tunnel structure is a green construction method, and the achieved effect advantage is obvious.
Description of the drawings:
FIG. 1 is a front view of a longitudinal anti-skid open-cut tunnel structure in the present invention;
fig. 2 is a side view of fig. 1.
Detailed Description
The present invention will be described in further detail with reference to test examples and specific embodiments. It should be understood that the scope of the above-described subject matter is not limited to the following examples, and any techniques implemented based on the disclosure of the present invention are within the scope of the present invention.
In the description of the present invention, it is to be understood that the terms "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", and the like, indicate orientations or positional relationships based on those shown in the drawings, and are used merely for convenience of description and for simplicity of description, and do not indicate or imply that the referenced devices or elements must have a particular orientation, be constructed in a particular orientation, and be operated, and thus, are not to be construed as limiting the present invention.
The longitudinal anti-sliding open cut tunnel structure shown in attached figures 1-2 comprises an open cut tunnel lining 2 and a concrete backfill body 1 outside an open cut tunnel arch wall, wherein a tunnel door structure 8 is arranged at the front end of the open cut tunnel lining 2, and anchor net spraying supports 6 are arranged at the positions, which are in contact with slope rock soil 7, of two sides of the concrete backfill body 1 so as to increase the friction force between the open cut tunnel structure and the slope rock soil 7 to resist the downward sliding force of a sliding soil body and improve the longitudinal anti-sliding capability. Different from a common open cut tunnel, in order to increase the longitudinal anti-sliding performance of the open cut tunnel, anti-sliding keys 4 are arranged at the bottom of an inverted arch lining of the open cut tunnel along the vertical direction, the anti-sliding keys 4 are spaced at certain intervals, meanwhile, the anti-sliding keys 4 are formed by pouring after manual excavation, the cross section of each anti-sliding key is rectangular, and construction steel bars are arranged in the anti-sliding keys 4 and extend into the bottom of the inverted arch lining of the open cut tunnel.
Before construction, a temporary anti-slide pile 5 is arranged at a light and dark boundary position at the rear end of the open cut tunnel, and the reference number of the lining of the dark cut tunnel is 9 in a corresponding figure. The temporary anti-slide pile 5 is located in a landslide area, the lower end of the temporary anti-slide pile is required to have enough embedding depth to ensure bearing capacity, the upper end of the temporary anti-slide pile is required to be flush with the ground surface so as to reduce excavation, and meanwhile, the temporary anti-slide pile 5 is a circular cast-in-situ bored pile for ensuring construction safety.
In order to ensure the anti-skid performance of the open cut tunnel vault, the embodiment cancels the waterproof layer of the arch wall in the range of the open cut tunnel, the outer side of the open cut tunnel arch wall is directly backfilled to the original surface by adopting concrete, the concrete backfilling body is connected with the open cut tunnel structure into a whole, and the longitudinal anti-skid and overturning stability of the open cut tunnel structure is ensured by utilizing the gravity of the anti-skid open cut tunnel structure and the friction force between the anti-skid open cut tunnel structure and the slope rock soil 7.
A tunnel entering construction method based on a longitudinal anti-skid open cut tunnel structure comprises the following steps:
s1, after constructing a hole drainage system, constructing a temporary slide-resistant pile 5 at a light and dark boundary position;
s2, after the temporary anti-slide pile 5 reaches the design strength, excavating soil bodies in the range of the opening and the open cut tunnel, and performing corresponding slope anchor net spraying support 6;
s3, constructing a forepoling between the temporary slide-resistant piles 5 at the light and dark boundary position, wherein the forepoling at the position is generally realized by adopting a large pipe shed;
s4, constructing a longitudinal anti-skid open cut tunnel structure, wherein the open cut tunnel structure is shown in the attached drawings, and the concrete operations comprise:
(1) clearing broken rock mass at the bottom of the open cut tunnel lining, manually excavating rock mass within the range of an anti-sliding key 4, binding the anti-sliding key 4 and reinforcing steel bars within the range of an open cut tunnel lining inverted arch, and pouring concrete to enable the open cut tunnel lining inverted arch and the anti-sliding key to form a whole;
(2) constructing an arch wall structure and a tunnel portal structure 8 of the open cut tunnel lining 2;
(3) after the strength of the open cut tunnel lining 2 and the tunnel portal structure 8 meets the design requirements, carrying out open cut tunnel outer wall concrete backfilling to form a concrete backfilling body 1, and organically connecting the slope rock soil 7 and the open cut tunnel lining 2 into a whole by utilizing a concrete backfilling material and an anchor net spraying support 6;
s5, breaking the temporary anti-slide pile 5 in the excavation range of the underground tunnel at the light and dark boundary position;
and S6, performing tunnel excavation after supplementing the forepoling 10 at the position of the temporary slide-resistant pile in the underground excavation tunnel range, wherein the supplemented forepoling 10 can generally select a small conduit in consideration of construction space and construction effect.
The specific steps not described in detail are conventional embodiments in the art and are not described in detail herein.
In the construction of the embodiment, the construction of the longitudinal anti-skidding open cut tunnel is carried out under the protection of the arranged temporary anti-skidding piles, so that the stability of the uphill slope during the construction of the tunnel portal and the open cut tunnel project can be effectively ensured; meanwhile, the arrangement of the anti-slide piles effectively avoids large excavation, greatly reduces the number of excavation and slope surface protection projects, effectively saves resources and reduces the damage to the ecological environment. Meanwhile, the concrete backfill body and the anchor net spraying support can effectively utilize the self weight and the friction force between the concrete backfill body and the slope rock mass to resist the longitudinal downward sliding force of the sliding soil mass, and tunnel blind hole construction is carried out under the protection of the anti-sliding open cut tunnel, so that the landslide stability during the tunnel construction period can be effectively ensured, and further the construction and operation safety of the slope-lifting landslide tunnel can be effectively ensured.
Meanwhile, the tunnel boring method is stable, safe and reliable; the tunnel open cut tunnel is creatively used as a main body structure for resisting the longitudinal landslide of the upward slope, the complex engineering problem is solved through a simple geotechnical theory method, the tunnel construction and operation safety under the condition of the upward slope landslide is ensured, the resources are effectively saved, the environment is protected, and the method is a green construction method and has an obvious effect.
The foregoing describes preferred embodiments of the present invention. It should be understood that numerous modifications and variations could be devised by those skilled in the art in light of the present teachings without departing from the inventive concepts. Therefore, the technical solutions available to those skilled in the art through logic analysis, reasoning and limited experiments based on the prior art according to the concept of the present invention should be within the scope of protection defined by the claims.
Claims (8)
1. A tunnel entering construction method based on a longitudinal anti-skid open cut tunnel structure is characterized by comprising the following steps:
s1, after constructing a hole drainage system, constructing a temporary slide-resistant pile (5) at a light and dark boundary position;
s2, after the temporary anti-slide pile (5) reaches the design strength, excavating soil bodies in the range of the opening and the open cut tunnel, and performing corresponding slope anchor net spraying support;
s3, constructing a forepoling (10) between temporary slide-resistant piles at the light and dark boundary position;
s4, constructing a longitudinal anti-skid open cut tunnel structure;
s5, breaking the temporary anti-slide pile (5) in the excavation range of the underground tunnel at the light and dark boundary position;
and S6, performing tunnel excavation after supplementing the advance support (10) of the temporary slide-resistant pile position in the tunnel excavation range.
2. A tunnel boring method based on a longitudinal anti-skid open cut tunnel structure according to claim 1, wherein the step S4 specifically comprises the following operations:
(1) clearing broken rock mass at the bottom of the open cut tunnel lining, manually excavating rock mass within the range of an anti-sliding key (4), binding the anti-sliding key (4) and reinforcing steel bars within the range of an open cut tunnel lining inverted arch, and pouring concrete to enable the open cut tunnel lining inverted arch and the anti-sliding key to form a whole;
(2) constructing an arch wall structure and a tunnel door structure (8) of the open cut tunnel lining (2);
(3) after the strength of the open cut tunnel lining (2) and the tunnel door structure (8) meets the design requirements, the open cut tunnel outer wall concrete is backfilled to form a concrete backfilling body (1), and the slope rock soil (7) and the open cut tunnel lining (2) are organically connected into a whole by utilizing concrete backfilling materials and anchor net spraying supports (6).
3. A tunnel boring method based on a longitudinal anti-skid open cut tunnel structure according to claim 1, wherein: the advance support (10) in the step S3 adopts a large pipe shed.
4. The tunnel upward slope landslide hole-entering construction method based on the longitudinal anti-skid open cut tunnel structure as claimed in claim 1, wherein: the advance support (10) in the step S6 adopts a small conduit.
5. A tunnel boring method based on a longitudinal skid-resistant open-cut tunnel structure according to any one of claims 1 to 4, wherein: the longitudinal anti-sliding open cut tunnel structure in the step S4 comprises an open cut tunnel lining (2) and a concrete backfill body (1) outside an open cut tunnel arch wall, wherein a tunnel door structure (8) is arranged at the front end of the open cut tunnel lining (2), anchor net spraying supports (6) are arranged at the positions, contacting with side slope rock and soil (7), of the two sides of the concrete backfill (1), and anti-sliding keys (4) are arranged at the bottom of the open cut tunnel inverted arch lining;
the open cut tunnel construction safety protection device further comprises a temporary slide-resistant pile (5) arranged for ensuring the open cut tunnel construction safety, and the temporary slide-resistant pile (5) is located at a light and dark boundary position at the rear end of the open cut tunnel.
6. A tunnel boring method based on a longitudinal anti-skid open cut tunnel structure according to claim 5, wherein: and a constructional steel bar is arranged in the anti-sliding key (4) and extends into the bottom of the open cut tunnel inverted arch lining.
7. A tunnel boring method based on a longitudinal anti-skid open cut tunnel structure according to claim 5, wherein: the section of the anti-sliding key (4) is rectangular.
8. A tunnel boring method based on a longitudinal anti-skid open cut tunnel structure according to claim 5, wherein: the section of the temporary slide-resistant pile (5) is circular.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202010624977.6A CN111926856A (en) | 2020-07-01 | 2020-07-01 | Tunnel entering construction method based on longitudinal anti-skid open cut tunnel structure |
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| CN202010624977.6A CN111926856A (en) | 2020-07-01 | 2020-07-01 | Tunnel entering construction method based on longitudinal anti-skid open cut tunnel structure |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115198793A (en) * | 2022-07-08 | 2022-10-18 | 中铁二院工程集团有限责任公司 | Side slope open cut tunnel supporting structure and construction method thereof |
| CN115478565A (en) * | 2022-10-11 | 2022-12-16 | 中铁四局集团有限公司 | Excavation construction process for completely weathered V-grade rock shallow tunnel |
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| CN111236279A (en) * | 2020-03-17 | 2020-06-05 | 中铁二院工程集团有限责任公司 | Underground cave-anchor-pile combined anti-sliding reinforcing structure and construction method thereof |
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| JP2010261267A (en) * | 2009-05-11 | 2010-11-18 | Shimizu Corp | Element launching stand |
| CN203547763U (en) * | 2013-10-23 | 2014-04-16 | 中铁二院工程集团有限责任公司 | High backfilling anti-sliding open cut tunnel structure |
| CN106988760A (en) * | 2017-04-12 | 2017-07-28 | 中铁二院工程集团有限责任公司 | Facility-sliding strata tunnel portal reinforcing construction and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115198793A (en) * | 2022-07-08 | 2022-10-18 | 中铁二院工程集团有限责任公司 | Side slope open cut tunnel supporting structure and construction method thereof |
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| CN115478565B (en) * | 2022-10-11 | 2024-01-23 | 中铁四局集团有限公司 | Excavation construction process for fully weathered V-level rock shallow tunnel |
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Application publication date: 20201113 |