KR101041301B1 - Method for digging tunnel - Google Patents

Method for digging tunnel Download PDF

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Publication number
KR101041301B1
KR101041301B1 KR1020100073403A KR20100073403A KR101041301B1 KR 101041301 B1 KR101041301 B1 KR 101041301B1 KR 1020100073403 A KR1020100073403 A KR 1020100073403A KR 20100073403 A KR20100073403 A KR 20100073403A KR 101041301 B1 KR101041301 B1 KR 101041301B1
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KR
South Korea
Prior art keywords
support
tunnel
excavation
press
earth
Prior art date
Application number
KR1020100073403A
Other languages
Korean (ko)
Inventor
이평우
Original Assignee
(주)경동기술공사
(주)테스콤엔지니어링
이평우
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Priority to KR1020100073403A priority Critical patent/KR101041301B1/en
Application granted granted Critical
Publication of KR101041301B1 publication Critical patent/KR101041301B1/en

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    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/14Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/001Improving soil or rock, e.g. by freezing; Injections
    • EFIXED CONSTRUCTIONS
    • E21EARTH DRILLING; MINING
    • E21DSHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/005Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by forcing prefabricated elements through the ground, e.g. by pushing lining from an access pit
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/12Consolidating by placing solidifying or pore-filling substances in the soil

Abstract

PURPOSE: A tunnel excavation method is provided to prevent environmental disruption by conserving natural view as it is without damaging the in-situ ground, and to reduce the cost and period of construction and to prevent an accident by excluding ground stabilization work. CONSTITUTION: A tunnel excavation method comprises the steps of press-fitting plural support pipes(30) successively from the in-situ ground(10) to a bedrock layer inside a soil layer, excavating the soil inside the press-fitted support pipes to the bedrock layer, and installing a support to the excavated inside space.

Description

Tunnel excavation method {Method for digging tunnel}

The present invention relates to a tunnel excavation method, and more specifically, to press the support body in the shape of a tunnel from the ground to the rock layer inside the soil layer, and excavate the earth and sand inside the tunnel and install the support in the inner space tunnel excavation work for the rock layer By doing so, it is possible to preserve the natural landscape as it is without damaging the original ground, thereby preventing environmental damage in advance. Also, the slope reinforcement and greening costs and steel pipes of the upper part of the shaft are cut. The present invention relates to a tunnel excavation method that can significantly reduce construction costs and periods by removing ground reinforcement work such as grouting and shotcrete, as well as preventing accidents.

In general, in Korea, where there are many mountainous regions, most roads or railways are constructed to pass through mountainous regions, and in many cases, these mountains are cut off to form roads or tunnels to make roads.

The mountains of Korea have a soil layer with a certain thickness, and rocks are placed under it, and various tunnel excavation methods are performed such as NATM method, TBM method, and shield method.

As an example, in the tunnel drilling method of the prior art, as shown in Figure 1, the soil layer (3) portion of the sedimentary section until the solid rock layer (5) to some extent without a special method, and then the gangmun (7) there The tunnel 9 was constructed by installing.

In order to install such a gangmun (7), the natural slope on the gangmun (7) should be incised in a considerable part, and if the slope is more steep than the natural inclination, the slope should be reinforced by reinforcement method to stabilize the slope. It must be prepared.

In addition, the ground inside the gangmun (7) which is the direction of the tunnel (9) is also not stable enough to be reinforced by steel pipe multi-stage grouting, and after excavation of the tunnel (9), the ground should be stabilized by shotcrete or the like.

However, since the tunneling method of the prior art has to cut a large part of the soil layer for the installation of the gang gate, not only the natural landscape is largely damaged but also the misalignment with the surrounding topography creates the gravel slope, thereby destroying the environment. There was a problem such as leading to the cause.

In addition, due to the steep slope of the upper ground of the shaft and loosening of the ground, slope reinforcement and greening costs due to the top surface of the shaft cut to stabilize the ground, and reinforcement such as shotcrete and shotcrete, As a result, the cost of construction and the construction period are considerably longer, and the risk of safety accidents is increased.

The present invention has been made in order to solve such a problem, the tunneling work for the rock bed layer by pressing the support body in the tunnel shape from the original ground to the rock bed layer inside the soil layer in the tunnel shape and install the support in the inner space By doing so, it is possible to preserve the natural landscape as it is without damaging the original ground, thereby preventing environmental damage in advance. Also, the slope reinforcement and greening costs and steel pipes of the upper part of the shaft are cut. The purpose of the present invention is to provide a tunnel excavation method that can significantly reduce construction costs and periods, and also prevent safety accidents by reinforcing grouting and ground stability work such as shotcrete.

Tunnel excavation method according to the present invention devised to achieve this object comprises the steps of indenting a plurality of support tubes with a predetermined indenter starting from the base of the tunnel starting point to the rock layer inside the soil layer; Digging the earth and sand of the lower portion of the press-fitted support body to a rock layer; And installing a support for supporting the support pipe in the lower space of the support pipe in which the soil is excavated.

In addition, in the tunnel excavation method according to an embodiment of the present invention, cutting the ground of the tunnel starting point before the support pipe indentation may be configured to further include a step of making a tunnel arch shape.

In addition, in the tunnel excavation method according to an embodiment of the present invention, the support tube may be press-fit in a tunnel arch shape.

In addition, in the tunnel excavation method according to an embodiment of the present invention, the step of measuring the position for press-fitting the support tube to the outer side of the arch shape, and installing a guide for guiding the support tube in front of the cut ground further It may also include.

In addition, in the tunnel excavation method according to an embodiment of the present invention, the support tube is a circular tube structure having a blade formed at the front end, it is preferable to be pressed while being axially rotated through the indenter.

In addition, in the tunnel excavation method of an embodiment of the present invention, it is preferable that a screw thread is formed on the outer circumferential surface of the support tube.

In addition, in the tunnel excavation method according to one embodiment of the present invention, it is preferable to inject an excavator, crusher, cutter, etc. into the support tube to facilitate the press-fitting.

In addition, in the tunnel excavation method according to an embodiment of the present invention, a plurality of supports may be installed by repeatedly performing the earth excavation and support installation.

In addition, in the tunnel excavation method according to an embodiment of the present invention, the support pipe may be press-fitted so as to form only the upper curved portion except for the vertical wall surfaces on both sides of the tunnel shape, and an earth plate may be installed on the remaining vertical walls to prevent soil collapse. .

In addition, in the tunnel excavation method according to an embodiment of the present invention, a tunnel-shaped reinforcement plate supporting the support may be further provided inside the support.

In addition, in the tunnel excavation method according to an embodiment of the present invention, after the installation of the reinforcing plate is removed, the step of removing the support body may further comprise the step of filling the grouting or sand in the empty place.

In addition, in the tunnel excavation method of an embodiment of the present invention, the method may further include filling concrete, mortar, sand, etc. between the support tube and the reinforcement plate.

In addition, in the tunnel excavation method according to an embodiment of the present invention, it may include the step of installing a pit for excavation excavation at the rear end of the plurality of the press-fitted support pipe body.

As described above, in the tunnel excavation method according to an embodiment of the present invention, after pressing the support body into the tunnel shape from the base to the rock layer in the soil layer, excavate the soil inside and install the support in the internal space for the rock layer By making tunnel excavation work possible, it is possible to preserve natural landscape without damaging the ground, thus preventing environmental damage in advance, and also to reinforce slopes and planting costs due to cutting of the upper surface of the shaft. Reinforcement of steel pipe, multi-stage grouting, and ground stabilization work such as shotcrete are eliminated, which greatly reduces construction cost and period, and also prevents safety accidents.

1 is a schematic diagram showing a tunnel excavation method according to the prior art.
Figure 2 is a schematic side cross-sectional view showing a state before the support pipe is pressed in the tunnel excavation method according to an embodiment of the present invention.
Figure 3 is a schematic side cross-sectional view showing a state in which a gang is installed after the support pipe is pressed in the tunnel excavation method according to an embodiment of the present invention.
Figure 4 is a schematic front view showing a state after the plurality of support pipes are pressed in the tunnel excavation method according to an embodiment of the present invention.
Figure 5 is a schematic side view showing a support tube used in the tunnel excavation method according to an embodiment of the present invention.
Figure 6 is a schematic diagram showing another embodiment of the indenter used in the tunnel excavation method according to an embodiment of the present invention.
7 is a schematic front view illustrating a state in which a plurality of support tubes are press-fitted and a earth plate is installed below the tunnel excavation method according to another embodiment of the present invention.
FIG. 8 is a schematic view illustrating main parts of a tunnel excavation method according to another embodiment of the present invention, in which a plurality of support tubes are press-fitted and a earth plate is installed below.
9 is a schematic front view showing a state in which a separate reinforcement plate is disposed inside the supporter supporting the lower portion of the plurality of support tubes in the tunnel excavation method according to another embodiment of the present invention.

The present invention having the above configuration will be described in more detail with reference to the following drawings.

As shown in Figures 2 to 5, the tunnel excavation method according to an embodiment of the present invention is a plurality of support bodies 30 starting from the base 10, the starting point of the tunnel to the rock layer 20 inside the soil layer 15 Sequentially squeezing in a tunnel shape when viewed from the front, excavating the soil inside the plurality of press-fitted support bodies 30 to the rock layer 20, and supporting the sand in the internal space in which the soil is excavated. ), Including the step of installing.

Here, the ground of the tunnel starting point is cut before the support pipe 30 is press-fitted to make the cut surface 11 a tunnel arch shape, and the position for press-fitting the support pipe body 30 to this arch-shaped cut surface 11 is measured. It may further comprise the step of installing the indenter 50 and the guide 55 in front of the cut ground (cut surface) (11).

Reference numeral 57 denotes a pedestal for holding the guide 55.

Further, the method may further include installing a shaft 60 for excavation of earth and sand at a rear end of the plurality of support pipes 30 press-fitted into the arcuate tunnel shape and exposed to the outside of the base 10.

On the other hand, the support pipe 30 has a circular pipe structure in which the blade 31 is formed at the front end thereof, and is press-fitted while being axially rotated through the indenter 50.

Here, the indenter 50 is preferably a general rotary motor device for axial rotationally press-fitting the support tube body 30, and is mounted on the fork crane within a range that satisfies the conditions for press-fitting the support tube body 30. The rotational force of the drill head may be used (see FIG. 6), or a hydraulic piston device (not shown) may be applied.

In addition, a screw thread 32 is formed on the outer circumferential surface of the support tubular body 30 to facilitate the press fitting and withdrawing.

In addition, an excavator, a crusher, a cutter (not shown) or the like may be introduced into the support tube 30 to facilitate the press-fitting.

The earth and sand excavation and the support 40 is repeatedly performed so that the plurality of support 40 is continuously arranged at a predetermined interval.

On the other hand, as another embodiment of the present invention, as shown in Figures 7 and 8, the support pipe 30 is press-fitted so that only the upper curved portion is formed except for both vertical wall surface of the tunnel shape, and the earth and sand collapse on the remaining both vertical wall surface To prevent the earth plate 45 may be installed.

In more detail, after pressing the plurality of support pipes 30 so that only the upper curved portion is formed, the earth and sand excavation and the support 40 are repeatedly performed so that the plurality of support 40 is continuously spaced at a predetermined interval. To be arranged.

At this time, since the vertical pipe surface on both sides of the support pipe 30, which is not press-fitted, receives less earth pressure (the pressure of the earth soil applied to the inside of the tunnel) than the upper portion, the probability of the earth and sand falling down is low.

Thus, when the excavation of excavation and installation of the jibo 40 is completed, further excavate the earth and sand walls between the jibo 40 and the jibo 40 to the inside, and the earth plate 45 of the long rectangular plate shape is in close contact with the earth and sand walls and both ends thereof It is possible to prevent the collapse of the earth and sand by stacking the plurality of earth plate 45 on the earth and sand surface by hanging on the back of the support 40.

In addition, as another embodiment of the present invention, as shown in Fig. 9, a tunnel-shaped reinforcement plate 47 for supporting the support may be further provided inside the support 40.

In this case, the reinforcing plate 47 may be a so-called corrugated steel sheet that is continuously corrugated corrugated convexly along the longitudinal direction of the tunnel.

In addition, the method may further include filling concrete, mortar, sand, etc. between the support tube 30 and the reinforcing plate 47.

Then, after the installation of the reinforcing plate 47 is completed, removing the support pipe 30 may further comprise the step of filling the grouting or sand in the empty place.

By removing the support pipe body 30 used for the press-in operation in this way and recycling it again, construction costs such as material costs due to the support pipe body 30 recycling may be greatly reduced.

Tunnel excavation method according to an embodiment of the present invention according to this configuration cuts the ground of the tunnel starting point to create an arcuate cut surface (11).

Then, the position for press-fitting the support tube 30 to the outside of the arcuate cut surface 11 is measured.

Then, the indenter 50 and the guide 55 are installed in front of the cut ground (cut surface) 11.

Here, if the indenter 50 is configured to be press-fitted while the support pipe 30 of the circular tube structure is axial rotation, it is possible to use an electric motor or a hydraulic motor, or screwed with the support pipe 30 It is also preferable to apply the structure of the ball screw system capable of axially rotating the support pipe body 30 by the in-situ axial rotation,

In addition, as shown in FIG. 6, a drill head which is hydraulically rotated may be attached to the fork lane, and the drill head and the support tube 30 may be connected and pressed.

Thus, the plurality of support tubes 30 are sequentially press-fitted to the rock layer 20 through the indenter 50 and the guide 55 so as to have an arcuate tunnel shape.

At this time, the support pipe 30 can be pressed in while cutting the tree roots through the blade 31 of its own, in addition, by inserting a separate excavator, crusher, cutter, etc. It can be done easily.

Then, the gang gate 60 is provided at the rear end of the plurality of press-fitted support tubes 30.

Here, a separate support (not shown) is provided before installing the gang gate 60 so that the gang gate 60 can be easily installed.

When the gangmun 60 is completed in this way, through the gangmun 60 to excavate the earth and sand to the rock layer 20 and installs the jibo 40 in the internal space excavated.

To explain this in more detail, after excavating the soil to a certain depth through the gangster 60, the predetermined support 40 is installed in the excavation depth, and after excavation again, the new support 40 is installed in the corresponding excavation depth. The excavation and the support 40 are sequentially repeated in such a manner that the excavation and installation of the plurality of support 40 spaced apart by a predetermined interval to the rock layer 20 is made.

In addition, a separate reinforcement plate 47 may be installed to support and reinforce the support 40 inside the support 40.

In this case, after the installation of the reinforcing plate 47 is completed, the support pipe 30 may be removed to fill grouting or sand in the empty place.

Alternatively, concrete, mortar, sand, etc. may be filled between the support tubes 30 and the reinforcing plate 47 without removing the support tubes 30.

When the excavation and jibo 40 installation is completed, it is possible to start the excavation of the tunnel 70 to the rock layer 20.

As described above, the present invention press-fits the support body 30 in the form of a tunnel from the base 10 to the rock layer 20 inside the soil layer 15, and then excavates the soil inside the plurality of spaced apart at regular intervals. By installing the jibo 40 so that the tunnel 70 can be excavated for the rock layer 20, the natural landscape can be preserved as it is without damaging the original ground, thereby preventing environmental damage. In addition, the slope reinforcement and greening costs due to the cutting of the upper surface of the shaft, reinforcement such as steel pipe multi-stage grouting, and ground stabilization work such as shotcrete can be eliminated, thereby significantly reducing construction costs and periods, and preventing safety accidents. Will be.

In the above described a preferred embodiment of the present invention, but described in the claims and detailed description of the present invention as well as the embodiment of the present invention simply applied in combination with the known art of the present invention to those skilled in the art It is to be understood that the description of the degree to which the present invention can be simply modified is included in the technical scope of the present invention.

** Description of symbols for the main parts of the drawing **
3: soil layer 5: rock layer
7: Gang9: Tunnel
10: base 15: soil layer
20: rock layer 30: support body
31 blade 32 screw thread
40: support 45: earth plate
47: reinforcement plate 50: indenter
55: guide 57: pedestal
60: Gang 70: Tunnel

Claims (13)

  1. Press-fitting a plurality of support tubes with a predetermined indenter starting from a base plate, which is a tunnel starting point, to a rock layer in the soil layer;
    Installing a gang gate for excavation of earth and sand at a rear end of the plurality of press-fitted support bodies;
    Digging the earth and sand of the lower portion of the press-fitted support body to a rock layer;
    Installing a support for supporting the support pipe in the lower space of the support pipe in which the soil is excavated;
    Providing a tunnel-shaped reinforcement plate supporting the support inside the support;
    Removing the support pipe after the installation of the reinforcing plate and filling grouting or sand in the empty place;
    Tunnel excavation method comprising a.
  2. The method of claim 1,
    Tunnel excavation method comprising the step of cutting the ground of the tunnel starting point before the support pipe indentation to form a tunnel arch shape.
  3. The method of claim 2,
    Tunnel excavation method characterized in that the support tube is press-fit in a tunnel arch shape.
  4. The method of claim 2,
    And measuring a position for press-fitting the support tube to the outside of the arc shape, and installing a guide for guiding the support tube in front of the cut ground.
  5. The method of claim 4, wherein
    The support pipe is a tunnel drilling method characterized in that the blade is formed in a circular pipe structure with a blade at the tip, and is pressed while being rotated through the indenter.
  6. The method of claim 5,
    Tunnel excavation method characterized in that the screw thread is formed on the outer peripheral surface of the support tube.
  7. The method of claim 5,
    Tunnel excavation method, characterized in that the injector, crusher, cutting machine, etc. to the inside of the support pipe to facilitate the indentation.
  8. The method of claim 1,
    Tunnel excavation method characterized in that a plurality of jibo is installed by repeatedly performing the earth excavation and jibo installation.
  9. The method of claim 1,
    Tunnel drilling method characterized in that the support pipe is pressed in such a way that only the upper curved portion except for the vertical wall surfaces on both sides of the tunnel shape is formed, and a soil plate is installed on the remaining vertical walls to prevent the earth and sand from collapsing.
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KR1020100073403A 2010-07-29 2010-07-29 Method for digging tunnel KR101041301B1 (en)

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Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101091081B1 (en) * 2011-07-11 2011-12-09 이평우 Excavation method and construction of dual tunnel
KR101244257B1 (en) 2012-11-14 2013-03-18 주식회사 성우사면 Method for digging tunnel
KR101283672B1 (en) * 2012-09-18 2013-07-08 주식회사 성우사면 Non open cut method using the lifting device
KR101665515B1 (en) 2016-01-26 2016-10-24 우경기술주식회사 Direct-boring pipe roof tunnel construction method and structure non-cutting natural ground
KR101877436B1 (en) * 2017-07-17 2018-07-11 우경기술주식회사 Tunnel construction method for non-cutting natural ground
CN109538216A (en) * 2018-12-21 2019-03-29 中铁二十五局集团第五工程有限公司 Pass through mined out and subsidence area constructing tunnel technique

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100322844B1 (en) 1999-04-01 2002-02-07 김기형 tubular roof tunnel construction method
KR100322845B1 (en) * 1999-04-01 2002-02-08 김기형 tubular roof tunnel construction method
KR100442712B1 (en) 2001-11-10 2004-08-02 주식회사 한국엔티에스이앤씨 Construction establishment method and the structure for underground tunnel formation
KR100553979B1 (en) 2004-02-17 2006-02-24 주식회사 엔티에스이앤씨 Construction establishment method and the structure for underground tunnel formation

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100322844B1 (en) 1999-04-01 2002-02-07 김기형 tubular roof tunnel construction method
KR100322845B1 (en) * 1999-04-01 2002-02-08 김기형 tubular roof tunnel construction method
KR100442712B1 (en) 2001-11-10 2004-08-02 주식회사 한국엔티에스이앤씨 Construction establishment method and the structure for underground tunnel formation
KR100553979B1 (en) 2004-02-17 2006-02-24 주식회사 엔티에스이앤씨 Construction establishment method and the structure for underground tunnel formation

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR101091081B1 (en) * 2011-07-11 2011-12-09 이평우 Excavation method and construction of dual tunnel
KR101283672B1 (en) * 2012-09-18 2013-07-08 주식회사 성우사면 Non open cut method using the lifting device
KR101244257B1 (en) 2012-11-14 2013-03-18 주식회사 성우사면 Method for digging tunnel
KR101665515B1 (en) 2016-01-26 2016-10-24 우경기술주식회사 Direct-boring pipe roof tunnel construction method and structure non-cutting natural ground
KR101877436B1 (en) * 2017-07-17 2018-07-11 우경기술주식회사 Tunnel construction method for non-cutting natural ground
CN109538216A (en) * 2018-12-21 2019-03-29 中铁二十五局集团第五工程有限公司 Pass through mined out and subsidence area constructing tunnel technique

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