KR101612527B1 - Construction method for tunneling - Google Patents

Construction method for tunneling Download PDF

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Publication number
KR101612527B1
KR101612527B1 KR1020150138364A KR20150138364A KR101612527B1 KR 101612527 B1 KR101612527 B1 KR 101612527B1 KR 1020150138364 A KR1020150138364 A KR 1020150138364A KR 20150138364 A KR20150138364 A KR 20150138364A KR 101612527 B1 KR101612527 B1 KR 101612527B1
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South Korea
Prior art keywords
tunnel
wall
excavation
pillar
trailing
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KR1020150138364A
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Korean (ko)
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함정아
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함정아
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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E—FIXED CONSTRUCTIONS
    • 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
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK 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
    • E21D11/04—Lining with building materials
    • E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK 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
    • E21D11/14—Lining predominantly with metal
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK 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
    • E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • 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

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Civil Engineering (AREA)
  • Architecture (AREA)
  • Environmental & Geological Engineering (AREA)
  • Paleontology (AREA)
  • General Engineering & Computer Science (AREA)
  • Excavating Of Shafts Or Tunnels (AREA)

Abstract

The present invention relates to a tunnel construction method. According to one aspect of the present invention, a tunnel construction method comprises: (a) a step of excavating a front tunnel and a pillar unit of a lateral surface of the front tunnel; (b) a step of installing a support in a cutting surface of the front tunnel and a cutting surface of the pillar unit; (c) a step of installing a wall or a column along the pillar unit; (d) a step of excavating a rear tunnel coming in contact with the wall of the pillar unit; (e) a step of installing a support in a cutting surface of the rear tunnel; and (f) a step of installing a waterproof film and a lining in the front and rear tunnels. The purpose of the present invention is to provide the tunnel construction method capable of installing a central wall without omitting the steps of excavating a pilot tunnel.

Description

{Construction method for tunneling}

The present invention relates to a tunnel construction method.

In general, the road tunnel is divided into an up-line and a down-line, and takes the form of a double tunnel with a distance of 1.5 times the maximum width of the tunnel. However, due to the surrounding conditions and ground characteristics of the tunnel, There is an increasing tendency to install parallel tunnels with very narrow intervals between tunnels.

In this case, two arch tunnel can be used as an excellent alternative structure in linear planning. However, due to the structural characteristics of the two arch tunnel, constructional, economic, and maintenance aspects are more disadvantageous than general tunnel construction.

As a prior art document, Korean Patent Laid-Open Publication No. 10-2010-0128521 discloses a method of "construction method of two arch tunnel".

In the conventional two-arch tunnel construction method, the pilot tunnel is first excavated at the center of the two-arch tunnel, the concrete wall is constructed, and the left and right main tunnel are constructed.

However, the conventional two-arch tunnel construction method has a problem that the construction period is excessive due to the inability to excavate left and right tunnels until the completion of the center wall construction, and the construction cost is increased.

In addition, according to the existing two-arch tunnel construction method, there is a problem that the groundwater is concentrated at the central part of the public middle tunnel.

SUMMARY OF THE INVENTION An object of the present invention is to provide a tunnel construction method in which a pilot tunnel excavation process can be omitted and a center wall can be constructed.

According to one aspect of the present invention, there is provided a tunnel construction method comprising the steps of: (a) excavating a pillar of a preceding tunnel and a side of the preceding tunnel; (b) installing a support material on an excavation surface of the preceding tunnel and an excavation surface of the pillar portion; (c) installing a wall or column provided along the pillar portion; (d) excavating a trailing tunnel in contact with the wall of the pillar portion; (e) installing a support material on the excavation surface of the trailing tunnel; And (f) placing a waterproofing membrane and a lining in the preceding tunnel and the trailing tunnel.

According to another aspect of the present invention, there is provided a tunnel construction method comprising the steps of: (a) excavating an upper part of a preceding tunnel; (b) installing a support material on the excavation surface of the upper half of the preceding tunnel; (c) digging a pillar portion disposed in parallel with the lower half of the preceding tunnel and the preceding tunnel; (d) installing a backing material on the lower half of the preceding tunnel and on the excavation surface of the pillar portion; (e) installing a wall or column supporting the excavation surface of the pillar portion; (f) excavating an upper portion of a trailing tunnel in contact with the wall of the pillar portion; (g) installing a support material on the upper excavation surface of the trailing tunnel; (h) excavating the lower half of the trailing tunnel; (i) installing a support material on an excavation surface in a lower part of the trailing tunnel; And (k) placing a waterproofing membrane and a lining in the preceding tunnel and the trailing tunnel.

According to the embodiment of the present invention, since the center wall can be formed simultaneously with the excavation of the left and right tunnels, the pilot tunnel excavation process can be omitted, and the disadvantage of the existing two-arch tunnel can be solved.

That is, according to the tunnel construction method proposed in the present invention, the construction period is shortened compared with the existing two-arch tunnel construction method, and the construction cost is relatively simple, so that the construction cost can be reduced.

In addition, since the excavation process of the pilot tunnel is omitted, it is possible to solve the problem that the groundwater is concentrated in the central part of the public tunnel.

1 is a view showing a tunnel constructed according to a tunnel construction method according to an embodiment of the present invention.
2 to 5 are views showing a tunnel construction method according to an embodiment of the present invention in the order of construction.
6 to 13 are views showing a tunnel construction method according to another embodiment of the present invention in the order of construction.

Hereinafter, some embodiments of the present invention will be described in detail with reference to exemplary drawings. It should be noted that, in adding reference numerals to the constituent elements of the drawings, the same constituent elements are denoted by the same reference numerals even though they are shown in different drawings. In the following description of the embodiments of the present invention, a detailed description of known functions and configurations incorporated herein will be omitted when it may make the difference that the embodiments of the present invention are not conclusive.

In describing the components of the embodiment of the present invention, terms such as first, second, A, B, (a), and (b) may be used. These terms are intended to distinguish the constituent elements from other constituent elements, and the terms do not limit the nature, order or order of the constituent elements. When a component is described as being "connected", "coupled", or "connected" to another component, the component may be directly connected or connected to the other component, Quot; may be "connected," "coupled," or "connected. &Quot;

1 is a view showing a tunnel constructed according to a tunnel construction method according to an embodiment of the present invention.

Referring to FIG. 1, a tunnel constructed according to a tunnel construction method according to an embodiment of the present invention includes a preceding tunnel 100, a trailing tunnel 200, and a partition wall 400.

The preceding tunnel (100) and the trailing tunnel (200) are opened front and rear.

The preceding tunnel (100) and the trailing tunnel (200) may be partitioned by the partition wall (400).

Hereinafter, a tunnel construction method according to an embodiment of the present invention will be described in the order of construction. The tunnel construction method of the present embodiment corresponds to front end section excavation.

2 to 5 are views showing a tunnel construction method according to an embodiment of the present invention in the order of construction.

FIG. 2 is a view showing a state where a preceding tunnel is excavated. FIG. Referring to FIG. 2, as a first step of the tunnel construction process, excavation of the preceding tunnel 100 and the pillar section 300 is performed at the same time.

The excavation of the preceding tunnel (100) and the pillar (300) may be directed forward. Forward excavation can be done by depth of 1 ~ 5m depending on the surrounding rock condition.

The upper excavation surface 101 of the preceding tunnel 100 is arcuate and the excavation surface 301 of the pillar 300 may be parallel to the ground.

After the excavation is performed by the depth, the preceding tunnel 100 and the pillar portion 300 are reinforced. Excavation and reinforcement of the tunnel can be performed alternately.

The forward tunnel 100 can be excavated deeper than the pillar 300 by a length of 1D (tunnel excavation width) to 2D during forward excavation.

3 is a view showing a state in which a support material for reinforcing a preceding tunnel is installed.

Referring to FIG. 3, a shotcrete 110 is installed on the upper excavation surface 101 of the preceding tunnel as a second step of the tunnel construction process. At this time, the shotcrete 110 to be installed may be any one of a steel fiber reinforced shotcrete, a fiber-reinforced shotcrete, a high-strength shotcrete, and a general shotcrete.

The shotcrete 310 may be installed on the excavation surface 301 of the pillar 300.

A step of installing a steel beam on the excavation surface 101 after the shotcrete 110 and 310 are installed on the excavation surfaces 101 and 301 may be added. The gripping surface may be bent in a shape corresponding to the excavation surface 101. At this time, the grip paper can be fixed by the shotcrete 110. In addition, a jack-up process of the steel girder can be added depending on the ground condition around the tunnel.

The ground surface 102 of the preceding tunnel 100 may also be provided with a steel girder. A steel plate provided on the bottom surface 102 of the preceding tunnel 100 can be closed with a steel plate provided on the excavation surface 101. [

A lock bolt 120 may be installed on the upper excavation surface 101 of the preceding tunnel. Meanwhile, a lock bolt may be installed on the excavation surface 301 of the pillar 300.

If the upper excavation surface 101 of the preceding tunnel or the excavation surface 301 of the pillar portion 300 is made of gravel or the like and the strength is weak, the steel pipe reinforcing grouting is installed instead of the rock bolt 120 .

Since the strength of the upper tunnel excavation surface 101 and the excavation surface 301 of the pillar section 300 are lower than those of other excavation surfaces, the strength of the tunnel is lower than that of the rock bolt 120, It is possible to increase the reinforcing effect by providing a reinforcing material such as a long rock bolt or a steel pipe reinforcing grouting 122. A plurality of the reinforcing materials may be installed.

Next, a rigid beam 303 may be installed on the pillar 300.

A plurality of the girder beams 303 are installed and may be disposed at predetermined intervals along the tunnel excavation direction. Thus, the stability of the pillar portion 300 can be secured.

The lower end of the girder 303 may be installed perpendicularly to the bottom surface 302 of the pillar 300 and the upper end of the girder 303 may be connected to the excavation surface 301 of the pillar 300, . The forceps 303 can be pressed using a jack or the like after foundation installation.

However, it is also possible to continue the excavation without providing the girder 303 in the pillar 300. As the width of the pillar portion 300 becomes narrower, the possibility of collapse can be reduced.

A separate blocking wall may be installed to prevent the strong jump beam 303 from being damaged when the preceding tunnel 100 is excavated and blasted.

By repeating the first to second steps, the preceding tunnel 100 can be excavated to a predetermined length.

Next, the process of constructing the wall of the pillars 300 may be performed.

Specifically, the reinforcing net or the wire mesh may be installed using the girdle 303 as a support, and the wall 304 may be constructed using a mold using a plywood or the like.

The wall 304 of the pillar portion may be made of shotcrete, spotted concrete, or precast concrete.

The gaps that can be formed in the ceiling portion of the pillar portion 300 can be filled tightly with mortar or grouting.

A separate blocking wall may be provided to prevent the wall 304 from being damaged when the preceding tunnel 100 is excavated and blasted.

The wall 304 may be spaced a predetermined distance between the wall 304 and the sidewall of the pillar 300 to minimize damage to the wall 304 during excavation and blasting of the following tunnel 200 to be described later. In order to prevent the wall 304 from being damaged, a buffering member may be provided in a space between the wall 304 and the sidewalls of the pillar 300.

4 is a view showing a state where a rear tunnel is excavated.

Referring to FIG. 4, the trailing tunnel 200 is excavated to the right of the pillar 300. The trailing tunnel 200 is excavated in a front end section in the same manner as the preceding tunnel 100.

The upper excavation surface 201 of the trailing tunnel 200 may be arcuate.

The trailing tunnel 200 may be symmetrical with respect to the preceding tunnel 100 with respect to the pillar portion 300.

The excavation of the trailing tunnel 200 proceeds at a distance of 10 to 50 m behind the wall 304 of the pillar 300.

Mechanical excavation can be performed at a portion adjacent to the wall 304 of the pillar portion when the trailing tunnel 200 is excavated. This is to prevent the wall 304 of the pillar portion 300 from being damaged.

In addition, in order to minimize the damage of the wall 304 of the pillar portion when the rear tunnel 200 is blasted, a portion adjacent to the wall 304 of the pillar portion may be subjected to a vibration-controlled blasting method.

A base (not shown) for supporting the first wall 304 may be provided at the bottom of the first wall 304 of the pillar 300. The space 306 adjacent to the pillar 300 in the trailing tunnel 200 is a portion excavated in the preceding tunnel 100.

5 is a view showing a state in which a backing material for reinforcing a rearward tunnel is installed.

Referring to FIG. 5, a shotcrete 210 is installed on the upper excavation surface 201 of the trailing tunnel 200 to reinforce the trailing tunnel 200. At this time, the shotcrete 210 to be installed may be any one of a steel fiber reinforced shotcrete, a fiber-reinforced shotcrete, a high-strength shotcrete, and a general shotcrete.

A step of installing a steel beam on the upper excavating surface 201 after the shotcrete 210 is installed on the upper excavating surface 201 may be added. At this time, the grip paper can be fixed by the shotcrete 210. In addition, a jack-up process of the steel girder can be added depending on the ground condition around the tunnel.

The bottom surface 202 of the trailing tunnel 200 may also be provided with a forceps. A steel strip installed on the bottom surface 202 of the trailing tunnel 200 can be closed with a steel strip installed on the upper excavation surface 201.

Also, a lock bolt 220 may be installed on the upper excavation surface 201 of the trailing tunnel.

Since the stability of the upper excavation surface 201 of the trailing tunnel and the excavation surface 301 of the pillar section 300 are lower than those of the other excavation surfaces, The reinforcement effect can be increased by providing a reinforcement material such as the reinforcement 222 or the steel pipe reinforcement grouting. A plurality of the reinforcing materials may be installed.

Steel pipe reinforcement grouting may be performed on the upper excavation surface 201 of the trailing tunnel.

Next, a step of installing a nonwoven fabric and a waterproof film on the shotcrete placement surfaces of the preceding tunnel 100 and the trailing tunnel 200 may be performed. Accordingly, it is possible to prevent water from entering into the tunnel after completion of the tunnel.

Next, a lining can be applied to the preceding tunnel 100 and the trailing tunnel 200. Thus, the tunnel construction of this embodiment can be completed.

Hereinafter, a tunnel construction method according to another embodiment of the present invention will be described in the order of construction.

6 to 13 are views showing a tunnel construction method according to another embodiment of the present invention in the order of construction.

The tunnel construction method of this embodiment corresponds to upper and lower half-section excavation. Upper and lower half-sided excavation is generally an excavation method where the ground is weak.

6 is a view showing a state where primary excavation of a preceding tunnel is performed. Referring to FIG. 6, the upper part 105 of the preceding tunnel is excavated as a first step of the tunnel construction process.

After the upper part 105 of the preceding tunnel is excavated to a depth of about 1 ~ 5M according to the surrounding ground conditions, the backing material and reinforcement are installed in the preceding tunnel 100. [ Excavation, support and reinforcement of tunnels can be performed alternately.

The upper excavation surface 101 of the upper part 105 of the preceding tunnel is the same as the upper excavation surface 101 of the previous embodiment, but the bottom surface 106 of the upper part 105 of the preceding tunnel is the bottom surface 102).

7 is a view showing a state in which a support material is installed on the upper half of the preceding tunnel.

Referring to FIG. 7, a support material is installed on the upper excavation surface 101 as a second step of the tunnel construction process. First, a shotcrete 110 is installed on the upper excavation surface 101.

A step of installing a steel girder (not shown) on the upper excavation surface 101 after the shotcrete 110 is installed on the upper excavating surface 101 may be added. The steel girder (not shown) may include an H-shaped steel.

The girder (not shown) may be curved along the upper excavation surface 101. And a strong girder (not shown) bent in a curved line can be fixed by the shotcrete 110.

A lock bolt 120 may be installed on the upper excavation surface 101 of the preceding tunnel.

If the upper excavation surface 101 of the preceding tunnel is made of gravel or the like and the strength is weak, a steel pipe reinforcing grouting may be installed instead of the rock bolt 120.

In the meantime, considering the portion to be widened in the future, the steel girder (not shown) may be fixed to the start point of the section to be widened, and may be fixed with a lock bolt 122 having a longer length than the lock bolt 120.

Up to a certain depth of the tunnel, the first step and the second step may be alternately performed. Next, lower tunnel excavation of the preceding tunnel is performed.

8 is a view showing a state in which a lower tunnel has been installed in a preceding tunnel.

8, excavation of the lower part 107 of the preceding tunnel located below the upper part 105 of the preceding tunnel and excavation of the pillar part 300 can be performed at the same time.

Fig. 9 is a view showing a state in which a support material is installed in the lower half of the preceding tunnel, and a girder beam and a support material are installed in the pillar portion.

Referring to FIG. 9, a shotcrete 112 may be installed on the excavation surface of the lower tunnel 107, and a steel girder may be installed on the surface where the shotcrete 112 is installed.

Specifically, after the shotcrete 112 is laid on the excavation surface of the lower tunnel 107 of the preceding tunnel, the shotcrete 112 is placed again after a strong steel beam (not shown) is placed on the placement surface of the shotcrete 112, (Not shown) can be fixed to the excavation surface of the lower tunnel 107 of the preceding tunnel.

(Not shown) provided in the lower part 107 of the preceding tunnel may be connected to one end of a steel girder (not shown) provided on the upper part 105 of the preceding tunnel by bolting, welding or the like.

The strong jig (not shown) may be supported by the bottom surface 102 of the lower part 107 of the preceding tunnel.

Also, a lock bolt 124 may be installed on the excavation surface 108 of the lower part 107 of the preceding tunnel.

A plurality of steel pipe reinforcing grouting may be installed at the point where the preceding tunnel 100 and the pillar portion 300 meet.

A shotcrete 310 may be installed on the excavation surface of the pillar 300.

The girder beam 303 may be installed at a position where the pillar 300 and the preceding tunnel 100 meet. A plurality of the girder beams 303 are installed and may be disposed at predetermined intervals along the tunnel excavation direction. Thus, the stability of the pillar portion 300 can be secured.

The lower end of the girder 303 may be installed perpendicularly to the bottom surface 302 of the pillar 300 and the upper end of the girder 303 may be connected to the excavation surface 301 of the pillar 300, .

The forceps 303 can be pressed using a jack or the like after foundation installation.

In addition, a blocking wall (not shown) may be provided on one side of the strong bezel 303 to prevent the strong beam 303 from being damaged. This is to prevent the strong girder 303 from being damaged when the lower tunnel 107 of the preceding tunnel is excavated.

The wall construction process of the pillar portion 300 can be performed after the lower tunnel excavation of the preceding tunnel 100 and the support material are installed up to a certain depth of the tunnel.

Specifically, the wall 304 can be constructed by installing a reinforcing net or a wire mesh using the girdle 303 as a support.

The wall 304 of the pillar portion may be made of shotcrete, spotted concrete, or precast concrete.

The gaps formed in the ceiling portion of the pillar portion 300 can be filled tightly by mortar or grouting.

A separate blocking wall may be provided to prevent the wall 304 from being damaged when the preceding tunnel 100 is excavated and blasted.

The wall 304 may be spaced by a predetermined distance between the wall 304 and the excavation surface of the trailing tunnel 200 in order to minimize damage to the wall 304 during excavation and blasting of the trailing tunnel 200 to be described later. In order to prevent the wall 304 from being damaged, a cushioning material may be installed between the wall 304 and the excavation surface of the trailing tunnel 200.

10 is a view showing a state where the upper half of the trailing tunnel is excavated.

10, excavation of the upper part 205 of the trailing tunnel proceeds at 10 to 50 m behind the wall 304 of the pillar 300.

The upper excavation surface 201 of the trailing tunnel upper part 205 is the same as the upper excavation surface 201 of the previous embodiment, but the bottom surface 206 of the trailing tunnel upper part 205 is the same as the upper excavation surface 201 of the preceding tunnel 100, Is higher than surface (102).

Mechanical excavation may be performed at a portion adjacent to the wall 304 of the pillar portion when the upper tunnel 205 is excavated. This is to prevent the wall 304 of the pillar portion 300 from being damaged.

In order to minimize the damage of the wall 304 of the pillar portion when the upper portion 205 of the trailing tunnel is blasted, a portion adjacent to the wall 304 of the pillar portion may be subjected to vibration control blasting or mechanical excavation.

11 is a view showing a state in which a support material for reinforcing the upper half of the rear tunnel is installed.

Referring to FIG. 11, a shotcrete 210 is installed on the upper excavation surface 201 to reinforce the support of the upper part 205 of the trailing tunnel. At this time, the shotcrete 210 to be installed may be any one of a steel fiber reinforced shotcrete, a fiber-reinforced shotcrete, a high-strength shotcrete, and a general shotcrete.

(Not shown) may be added to the upper excavating surface 201 after the shotcrete 210 is installed on the upper excavating surface 201. [ At this time, the strong jig (not shown) may be fixed by the shotcrete 210. In addition, a jack-up process of the steel girder (not shown) may be added according to the ground condition around the tunnel.

In the meantime, considering the portion to be widened in the future, the steel girder (not shown) may be fixed to the start point of the section to be widened, and may be fixed with a lock bolt 222 having a longer length than the lock bolt 220.

Also, a lock bolt 220 may be installed on the upper excavation surface 201 of the trailing tunnel.

The lower section 207 of the trailing tunnel can be excavated after the upper section 205 of the trailing tunnel and the support material installation process are performed to a certain depth.

12 is a view showing a state in which a lower half of a trailing tunnel is excavated.

A portion of the pillar adjacent to the wall 304 may be subjected to mechanical excavation or vibration controlled blasting to minimize damage to the wall 304 of the pillar portion when the lower tunnel 207 of the trailing tunnel is blasted. Damage to the wall 304 of the pillar portion can be minimized by moving the center of gravity of the pillar portion as far as possible away from the pillar portion during vibration control blasting.

13 is a view showing a state in which a support material is installed in the lower half of the rear tunnel and a wall is formed in the pillar portion.

13, a shotcrete 212 is installed on the excavation surface of the trailing tunnel lower part 207, and a steel girder (not shown) may be installed on the surface where the shotcrete 212 is installed.

Specifically, after the shotcrete 212 is laid on the excavation surface of the trailing tunnel lower part 207, the shotcrete 212 is placed again after a strong steel beam (not shown) is placed on the placement surface of the shotcrete 212, (Not shown) may be fixed to the excavation surface of the lower tunnel lower portion 207. [

The steel girders (not shown) provided in the lower part 207 of the trailing tunnel may be connected to one end of the steel girder 230 installed on the upper part 205 of the trailing tunnel by bolting, welding or the like.

The strong jig (not shown) may be supported by the bottom surface 202 of the lower part 207 of the trailing tunnel.

A plurality of steel pipe reinforcing grouting may be installed at a point where the trailing tunnel 200 and the pillar portion 300 meet.

A lock bolt 224 may also be provided on the excavation surface 208 of the lower portion 207 of the trailing tunnel.

Next, a member for preventing damage, which is provided on the wall 304 of the pillar portion, is removed from the pillar 300, and a shotcrete may be installed after the pillar 300 is installed.

Next, a step of installing a nonwoven fabric and a waterproofing membrane on the preceding tunnel 100 and the trailing tunnel 200 may be performed. Accordingly, it is possible to prevent water from entering into the tunnel after completion of the tunnel.

On the other hand, a waterproof shotcrete can be installed in place of the waterproof film.

Next, a lining can be applied to the preceding tunnel 100 and the trailing tunnel 200. Thus, the tunnel construction of this embodiment can be completed.

According to the embodiment of the present invention, the center wall can be formed only by tunnel excavation of the left and right without excavation of the pilot tunnel, and the disadvantage of the conventional two-tunnel construction method can be solved.

Although the tunnel has been described herein with reference to an arch-shaped tunnel, the tunnel construction method of the present invention is applicable to a rectangular or circular tunnel instead of an arch shape. In other words, the shape of the tunnel is not limited.

The foregoing description is merely illustrative of the technical idea of the present invention, and various changes and modifications may be made by those skilled in the art without departing from the essential characteristics of the present invention. Therefore, the embodiments disclosed in the present invention are intended to illustrate rather than limit the scope of the present invention, and the scope of the technical idea of the present invention is not limited by these embodiments. The scope of protection of the present invention should be construed according to the following claims, and all technical ideas within the scope of equivalents should be construed as falling within the scope of the present invention.

100: preceding tunnel 200: trailing tunnel
300: Pillar portion 400: Compartment wall

Claims (12)

(a) drilling a pillar of a preceding tunnel and a side of the preceding tunnel;
(b) installing a support material on an excavation surface of the preceding tunnel and an excavation surface of the pillar portion;
(c) installing a steel beam for supporting the upper excavation surface of the pillar portion;
(d) repeating the steps (a), (b), and (c)
(e) installing a wall along the longitudinal direction of the pillar portion;
(f) excavating a trailing tunnel in contact with the wall of the pillar portion;
(g) installing a backing material on the excavation surface of the trailing tunnel;
(h) repeating the steps (f) and (g) by a plurality of circuits; And
(i) placing a waterproofing membrane and a lining in the preceding tunnel and the trailing tunnel.
The method according to claim 1,
The step (b) and the step (g)
Placing a shotcrete on the excavation surface and installing a rock bolt,
And a reinforcing grout having a length greater than that of the other point is installed at a point where the preceding tunnel and the pillar meet and a point where the trailing tunnel meets the pillar.
delete The method according to claim 1,
The wall of the pillar portion is constructed by shotcrete, concrete, or precast concrete.
delete The method according to claim 1,
In the step (e), in order to prevent the wall from being damaged by the excavation of the trailing tunnel, the wall is spaced apart from the side wall of the pillar by a predetermined distance.
The method according to claim 6,
In the step (e), in order to prevent the wall from being damaged by the excavation of the trailing tunnel, a cushioning material is installed in the space between the wall and the side wall of the pillar.
The method according to claim 1,
In the step (f), in order to minimize damage to the wall during the excavation of the trailing tunnel, a portion adjacent to the wall proceeds through a mechanical excavation or a vibration-controlled blasting method.
(a) excavating an upper part of a preceding tunnel;
(b) installing a support material on the excavation surface of the upper half of the preceding tunnel;
(c) repeating the steps (a) and (b) by a plurality of circuits;
(d) digging a pillar portion arranged in parallel with the lower half of the preceding tunnel and the preceding tunnel;
(e) installing a support material on the lower half of the preceding tunnel and the excavation surface of the pillar portion;
(f) constructing a wall supporting the upper excavation surface of the pillar portion along the longitudinal direction of the pillar portion;
(g) excavating an upper portion of a trailing tunnel in contact with the wall of the pillar portion;
(h) installing a support material on the excavation surface of the upper half of the trailing tunnel;
(i) repeating the steps (g) and (h) by a plurality of circuits;
(j) excavating the lower half of the trailing tunnel;
(k) installing a support material on an excavation surface in a lower part of the trailing tunnel; And
(1) installing a waterproof membrane and a lining in the preceding tunnel and the following tunnel.
delete 10. The method of claim 9,
In the step (f), in order to prevent the wall from being damaged by the excavation of the trailing tunnel, the wall is spaced apart from the side wall of the pillar by a predetermined distance,
And a cushioning material is installed in an interval between the wall and the sidewall of the pillar portion.
10. The method of claim 9,
In the step (g) and the step (j)
In order to minimize the damage of the wall during the excavation of the trailing tunnel, the portion adjacent to the wall proceeds by a mechanical excavation method or vibration controlled blasting.

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