KR101612522B1 - Construction method for tunneling - Google Patents

Construction method for tunneling Download PDF

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Publication number
KR101612522B1
KR101612522B1 KR1020150138367A KR20150138367A KR101612522B1 KR 101612522 B1 KR101612522 B1 KR 101612522B1 KR 1020150138367 A KR1020150138367 A KR 1020150138367A KR 20150138367 A KR20150138367 A KR 20150138367A KR 101612522 B1 KR101612522 B1 KR 101612522B1
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South Korea
Prior art keywords
tunnel
wall
excavation
pillar
trailing
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KR1020150138367A
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Korean (ko)
Inventor
함정아
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함정아
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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
    • 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 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 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 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 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

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; (b) a step of installing a support in the front tunnel and the pillar unit; (c) a step of installing a reinforcing material to support an underside of an upper cutting surface of the pillar unit; (d) a step of installing a first wall; (e) a step of excavating a rear tunnel; (f) a step of installing a support in a cutting surface of the rear tunnel; (g) a step of installing a second wall in a longitudinal direction of the pillar unit; and (h) 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 the step 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 an interval of 1.5 times the maximum width of the tunnel. However, due to the surrounding conditions and ground characteristics of the planned 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 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) drilling a pillar extending to a side of a preceding tunnel and a preceding tunnel; (b) installing a support material for reinforcing the excavation surface of the preceding tunnel and the excavation surface of the pillar portion; (c) installing a stiffener for supporting the upper excavation surface of the pillar portion from below; (d) constructing a first wall formed along the longitudinal direction of the pillar using the reinforcing member as a support; (e) excavating a trailing tunnel disposed in parallel with the preceding tunnel and communicating with the pillar portion; (f) installing a backing material on the excavation surface of the trailing tunnel; (g) constructing a second wall formed along the longitudinal direction of the pillar portion; And (h) 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 extending to the lower half of the preceding tunnel and the side of 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) constructing a first wall for supporting the upper excavation surface of the pillar portion from below; (f) excavating an upper portion of a trailing tunnel disposed in parallel with the preceding tunnel and communicating with 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; (j) installing a second wall formed along a longitudinal direction of the pillar portion; 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 14 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 excavation depth in the forward direction of the preceding tunnel 100 is drilled deeper by 1D (tunnel excavation width in the lateral direction) to 2D than the excavation depth in the forward direction of the pillar 300, .

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

Referring to FIG. 3, the shotcrete 110 may be 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 point at which the upper excavation surface 101 of the preceding tunnel and the excavation surface 301 of the pillar section 300 meet are inferior in stability compared to other excavation planes, Or a steel pipe reinforcing grouting 122, it is possible to increase the reinforcing effect. A plurality of the reinforcing materials may be installed.

The shotcrete 110 and 310, the rock bolt 120, and the girder beam to be installed to reinforce the excavation surfaces 101 and 301 may be referred to as 'support materials'.

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

The reinforcing members 303 may be arranged as a plurality of H-shaped steel pipes, round steel pipes, square steel pipes, etc., spaced along the tunnel excavation direction. Thus, the stability of the pillar portion 300 can be secured.

The lower end of the reinforcing member 303 may be perpendicular to the bottom surface 302 of the pillar 300 and the upper end of the reinforcing member 303 may be perpendicular to the excavation surface 301 of the pillar 300, Respectively. The reinforcing member 303 can be pressed by using a jack or the like after foundation installation.

However, it is also possible to perform the excavation without installing the reinforcement 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 provided to prevent the stiffener 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.

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

Referring to FIG. 4, the first wall 304 (see FIG. 5) can be constructed by installing the concrete 303a using the reinforcing member 303 as a support. The first wall 304 supports the upper excavation surface of the pillar 300. The width of the first wall 304 occupies only a part of the width of the partition wall 400 finally constructed. Therefore, it is possible to prevent the first wall 304 from being damaged when the trailing tunnel 200 is excavated.

 The concrete or the like 303a may include shotcrete, spotted concrete, precast concrete, or the like. The reinforcing member 303 may be provided with a reinforcing net or a wire mesh before the concrete 303a is installed when the first wall 304 is installed.

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 first wall 304 from being damaged when the preceding tunnel 100 is excavated and blasted.

The first wall 304 and the pillar 300 may be spaced a predetermined distance between the first wall 304 and the side walls of the pillar 300 in order to minimize damage to the first wall 304 during excavation and blasting of the trailing tunnel 200, . In order to prevent the first wall 304 from being damaged, a buffer material may be provided in a space between the first wall 304 and the side walls of the pillar 300.

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

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

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

In addition, in order to minimize the damage of the first wall 304 of the pillar portion during the blasting of the trailing tunnel 200, a portion of the pillar portion adjacent to the first wall 304 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 second wall 307 may be additionally installed in the pillar 300.

When the second wall 307 is constructed, a reinforcing net or a wire mesh may be installed by using a reinforcing material or the like as a support as in the case of the first wall 304. In addition, the second wall 307 may be formed of shotcrete, spotted concrete, or precast concrete.

The second wall 307 may be integrally formed with the first wall 304. The first wall 304 and the second wall 307 are integrally formed to form the partition wall 400.

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 14 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 steel girder (not shown) may be fixed to the upper excavation surface 101 by 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.

A reinforcing member 303 may be installed at a position where the pillar portion 300 and the preceding tunnel 100 meet. A plurality of the stiffeners 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 reinforcing member 303 may be perpendicular to the bottom surface 302 of the pillar 300 and the upper end of the reinforcing member 303 may be perpendicular to the excavation surface 301 of the pillar 300, Respectively.

The reinforcing member 303 can be pressed by using a jack or the like after foundation installation.

A blocking wall (not shown) may be provided at one side of the reinforcing member 303 to prevent the reinforcing member 303 from being damaged. This is to prevent the reinforcement 303 from being damaged when the lower tunnel 107 of the preceding tunnel is excavated.

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

Referring to FIG. 10, the first wall 304 (see FIG. 11) can be constructed by installing the concrete 303a using the reinforcing member 303 as a support. The first wall 304 supports the upper excavation surface of the pillar 300. The width of the first wall 304 occupies only a part of the width of the partition wall 400 finally constructed. Therefore, it is possible to prevent the first wall 304 from being damaged when the trailing tunnel 200 is excavated.

The concrete or the like 303a may include shotcrete, spotted concrete, precast concrete, or the like. The reinforcing member 303 may be provided with a reinforcing net or a wire mesh before the concrete 303a is installed when the first wall 304 is installed.

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 first wall 304 from being damaged when the preceding tunnel 100 is excavated and blasted.

A gap is formed between the first wall 304 and the excavation surface of the trailing tunnel 200 by a predetermined distance in order to minimize damage to the first wall 304 during excavation and blasting of the trailing tunnel 200, You can. A cushioning material may be installed between the first wall 304 and the excavation surface of the trailing tunnel 200 to prevent damage to the first wall 304.

Next, excavation of the upper part 205 of the trailing tunnel proceeds from 10 to 50 m behind the first 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 first wall 304 of the pillar portion during excavation of the upper tunnel 205 in the trailing tunnel. This is to prevent the first wall 304 of the pillar portion 300 from being damaged.

In addition, in order to minimize the damage of the first wall 304 of the pillar portion when the upper half 205 of the trailing tunnel is blasted, a portion adjacent to the first wall 304 of the pillar portion may be subjected to a vibration control blasting method.

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

Next, a second wall 307 may be additionally installed in the pillar 300.

13 is a view showing a state in which the second wall 307 is constructed

When the second wall 307 is constructed, a reinforcing net or a wire mesh may be installed by using a reinforcing material or the like as a support as in the case of the first wall 304. In addition, the second wall 307 may be formed of shotcrete, spotted concrete, or precast concrete.

The second wall 307 may be integrally formed with the first wall 304. The first wall 304 and the second wall 307 are integrally formed to form the partition wall 400.

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

Referring to FIG. 14, 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 first 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 existing two-arch 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) digging a pillar portion extending to a side of the preceding tunnel and the preceding tunnel;
(b) installing a support material for reinforcing the excavation surface of the preceding tunnel and the excavation surface of the pillar portion;
(c) installing a stiffener for supporting the upper excavation surface of the pillar portion from below;
(d) repeating the steps (a), (b), and (c)
(e) constructing a first wall formed along the longitudinal direction of the pillar using the reinforcing member as a support;
(f) excavating a trailing tunnel disposed in parallel with the preceding tunnel and communicating with 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;
(i) constructing a second wall formed along a longitudinal direction of the pillar portion; And
(j) placing a waterproofing membrane and a lining in the preceding tunnel and the trailing tunnel,
The first wall is constructed by shotcrete, concrete or precast concrete,
Wherein the second wall is integrally formed with the first wall by using a reinforcing member as a support.
delete 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 delete The method according to claim 1,
In the step (c), in order to prevent the first wall from being damaged by the excavation of the trailing tunnel, the first wall is spaced apart from the side wall of the pillar by a predetermined distance.
The method according to claim 6,
In the step (c), in order to prevent the first wall from being damaged by the excavation of the trailing tunnel, a cushioning material is installed in the space between the side walls of the first wall and the pillar portion.
The method according to claim 1,
In the step (f), in order to minimize the damage of the first wall when the trailing tunnel is excavated, a portion adjacent to the first wall proceeds by a mechanical excavation or a vibration control 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 extending to a lower half of the preceding tunnel and a side of 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 first wall for supporting the upper excavation surface of the pillar portion from below;
(g) excavating an upper portion of a trailing tunnel disposed in parallel with the preceding tunnel and communicating with the pillar portion;
(h) installing a support material on the upper excavation surface 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;
(1) installing a second wall formed along the longitudinal direction of the pillar portion; And
(m) placing a waterproof membrane and a lining in the preceding tunnel and the trailing tunnel,
The first wall is constructed by shotcrete, concrete or precast concrete,
Wherein the second wall is integrally formed with the first wall by using a reinforcing member as a support.
delete 10. The method of claim 9,
In the step (f), in order to prevent the first wall from being damaged by the excavation of the trailing tunnel, the first wall is spaced apart from the side wall of the pillar by a predetermined distance,
And a cushioning material is provided in the space between the first wall and the side wall of the pillar portion.
10. The method of claim 9,
In the step (g) and the step (j)
Wherein a portion adjacent to the first wall is performed by a mechanical excavation method or a vibration-controlled blasting method in order to minimize damage to the first wall when the trailing tunnel is excavated.
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CN108487911A (en) * 2018-03-28 2018-09-04 中铁二院工程集团有限责任公司 The compound crossing method construction method of longspan tunnel bilateral wall under complex geological condition
KR20220084693A (en) * 2020-12-14 2022-06-21 전영권 Construction method of an ultra-close parallel tunnel using steel beams and shotcrete reinforcement pillars

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KR101391218B1 (en) * 2013-04-19 2014-05-28 주식회사 하이콘엔지니어링 Construction methods of close-twin tunnel by blast shock-controlling and rebar reinforced shotcrete

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CN108487911A (en) * 2018-03-28 2018-09-04 中铁二院工程集团有限责任公司 The compound crossing method construction method of longspan tunnel bilateral wall under complex geological condition
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