WO2010058933A2

WO2010058933A2 - Tunnel excavation method

Info

Publication number: WO2010058933A2
Application number: PCT/KR2009/006735
Authority: WO
Inventors: 김진형
Original assignee: Kim Jin Hyung
Priority date: 2008-11-18
Filing date: 2009-11-17
Publication date: 2010-05-27
Also published as: WO2010058933A3; KR20100055639A; KR101054380B1

Abstract

Provided is a tunnel excavation method to safely excavate a tunnel while securing stability of a rock wall of an excavated tunnel surface without various types of support required for tunnel excavation by blasting. The tunnel excavation method comprises (a) a first tunneling step for boring an arch hole of closed curve shape continuously along a designed excavation line to create a small arch-shaped section between the foundation and excavation target ground, (b) a second tunneling step for additionally excavating the excavation target earth located inside of the small arch-shaped section using blasting or a vibrationless excavator to form a base tunnel, (c) a step for placing a lining along the excavated surface of the base tunnel formed by the second tunneling step to form a lining structure along the excavated surface, and (d) a step for injecting mortar in the gap between the lining structure and the excavated surface of the base tunnel to stabilize the rock wall. A designed tunnel is gradually excavated by repeating steps (a) to (d) according to the section in the tunnel excavation direction.

Description

Tunnel excavation method

The present invention relates to a tunnel excavation method, and in detail, to form a small arcuate cross section between the base and the excavation target ground by drilling a continuous arched hole in the form of a closed curve along the planned excavation line, using the blasting and excavation equipment By excavating the excavation target ground located inside the arc-shaped small section, tunnel excavation that can safely excavate the tunnel while ensuring the stability of the rock surface which forms the excavation surface without the various support materials required for excavating the tunnel using blasting It is about public law.

In the excavation of the tunnel, the selection of the tunneling method should be made by comprehensively examining the safety, economic feasibility, and ease of construction based on the geological state of the excavation target. Recently, the most preferred tunnel method is the conventional method, the NATM (New Austrian Tunnel Method) method, TBM (Tunnel boring Machine) method is an example.

The NATM method is proven to be superior to the conventional method and has been applied to most tunnels in urban and mountainous areas. If the conventional process uses steel steel ribs and concrete lining (concrete reinforcement walls to protect the inner walls of the tunnel) as the primary support, the NATM method is based on shotcrete, rock as the primary support. The use of rock bolts can be used to strengthen the excavation surface so that construction can be carried out effectively even in areas with weak rock.

The NATM method has the advantage of allowing tunnel construction regardless of the effects of soil and ground because the ground itself around the tunnel acts as a prop so that it bears enormous loads even if the pillar is not erected. However, there are disadvantages such as falling accidents caused by blasting, destruction of the surrounding natural environment, and severe noise generation. A large amount of support material (lock bolt, shotcrete) is required, and a large number of equipments such as blasting equipment and support material are required to have a small cross section. The disadvantage is that it is not suitable for tunnel excavation.

TBM (Tunnel boring machine) method is mainly used for tunnel construction in areas where blasting work is impossible due to normal gunpowder loading (submarine tunnel, weak ground). This TBM method uses a tunnel drilling machine called TBM (Tunnel boring Machine), which is capable of excavating shear planes with no blasting and no vibration. Therefore, there is an advantage of minimizing asset deformation and maintaining a safe and clean mine environment by non-blasting work. However, there is a disadvantage in that it is economically disadvantageous compared to the NATM method as a method requiring an expensive drilling machine and a professional technician who can operate the machine.

The technical problem to be solved by the present invention is a tunnel excavation method that can maximize the economic aspects and stability, protection of the surrounding natural environment during excavation, while significantly reducing the fall accident or the destruction of the surrounding natural environment and noise during tunnel excavation. To provide.

The present invention as a means for solving the above problems, (a) the first drilling step of forming a small arcuate cross section between the base and the excavation target ground by drilling a continuous arched hole in the form of a closed curve along the planned excavation line; (b) a second excavation step of additionally excavating the excavation target ground located inside the arc-shaped small section by using a blast or vibration-free excavation equipment to form a foundation tunnel; (c) forming a lining structure along the excavation surface by installing linings along the excavation surface of the foundation tunnel formed through the secondary excavation step; And (d) stabilizing the rock surface by injecting mortar into the space between the lining structure and the excavation surface of the foundation tunnel, and sequentially performing steps (a) and (d) for each section along the tunnel excavation direction. It provides a tunnel excavation method to excavate the planned tunnel step by step repeatedly.

In the excavation method according to the present invention, the arcuate small cross section in the step (a) is formed by using an excavation machine having a drill drill in a continuous arcuate arrangement, wherein the width of the arcuate cross section formed through the excavating machine is 1 m. It is preferable to form within 2 m.

And in the step (b), it is preferable to minimize the work time required to take out the buckles out of the gang by continuously carrying out the buckles during excavation using the blasting or vibration-free excavation equipment out of the gang using a trolley. .

In addition, between the steps (b) and (c), the foundation tunnel excavation surface adjacent to the excavation target ground where excavation is performed through the operation (b) corresponds to the basic tunnel excavation surface shape and is constant in the excavation direction of the tunnel. It is preferable to install an arcuate steel having a length so that safety accidents such as collapse or fall of foundation tunnels located around the blasting part can be prevented by vibration caused by the blasting during the blasting excavation process through the step (b). .

In addition, when the foundation tunnel is formed through the steps (a) and (b), the arched steel is moved in a stepping direction toward the tunnel excavation in which the excavation proceeds through the step (b), and the foundation is located behind the arched steel. It is preferable to include the step (c) for the tunnel excavation surface and to proceed thereafter.

In the arcuate steel applied to the tunnel excavation method of the present invention, it is preferable to adopt a steel material having an appropriate length in consideration of the distance transmitted by the blasting when the blasting excavation to the excavation target rock through the step (b). It is preferable to use an arcuate steel having a length of preferably 30m to 40m.

On the other hand, by installing a curtain type soundproof dustproof in the arcuate steel, it is preferable to block the noise generated during the excavation process through the step (b) and to prevent dust from scattering out of the tunnel.

According to the tunnel excavation method according to the present invention, by drilling a continuous arched hole in the form of a closed curve along the planned excavation line to form an arcuate cross section between the base and the excavation target ground, blasting or vibration-free excavating equipment, for example, wire saw Using a (wire saw) to further excavate the excavation target ground located inside the arcuate small end surface.

That is, the present invention basically uses the blasting method by the conventional NATM method, but even through the blasting method to excavate the tunnel by forming a space such as an arc-shaped small section using the TBM method between the original blasting ground and the excavation target ground. The blasting noise is significantly reduced and the blasting shock is hardly transmitted to the ground, so that the excavation surface, that is, the foundation tunnel excavation surface, remains very stable.

Accordingly, it is possible to build a stable tunnel without falling accidents without supporting materials such as lock bolts, shotcrete, support, etc. required in the conventional method for reinforcing a weak excavation surface during the blasting process, and also the process for installing the support and this support As it is omitted, there is an advantage that can significantly reduce the construction cost due to the omission of equipment and shortening the air.

In addition, the present invention uses an excavation machine for forming an arc-shaped small section before blasting, as in the conventional TBM method, but the area excavated through such an excavation machine is not the tunnel shear surface, as in the conventional TBM method, and the boundary between the base and the excavation target ground Since it is limited to, such as the excavation equipment used in the conventional TBM method, expensive large excavation equipment is not required. As a result, the present invention is a breakthrough method that can maximize the economical aspects and stability, protection of the surrounding natural environment during excavation.

1 is a process block diagram according to the tunnel excavation method proposed in the present invention.

2 and 3 are a perspective view and a side view schematically showing a tunnel excavation process by the tunnel excavation method according to the present invention, respectively.

4 to 8 are views showing the tunnel excavation process performed by the tunnel excavation method according to the present invention in order.

10 ... Arch type Small section 20 ...

30 Excavation ground 40 Foundation tunnel

50 ... arch type steel 52 ... curtain type soundproof dustproof

60 ... lining structure 70 ... mortar

L1, L2 ... Driller

Hereinafter, a tunnel excavation method according to the present invention with reference to the accompanying drawings will be described in detail.

In the following description of the present invention, if it is determined that a detailed description of a related known function or configuration may unnecessarily obscure the subject matter of the present invention, the detailed description thereof will be omitted. In addition, terms to be described below are terms defined in consideration of functions within the present invention, and may be changed according to a user's or operator's intention or custom. Therefore, the definition should be made based on the contents throughout the specification.

First, briefly explaining the accompanying drawings, Figure 1 is a process block diagram according to the tunnel excavation method proposed in the present invention, Figure 2, Figure 3 is a perspective view schematically showing a tunnel excavation process by the tunnel excavation method according to the present invention, respectively 4 and 8 are views sequentially showing a tunnel excavation process performed by the tunnel excavation method according to the present invention.

Referring to the drawings, in the tunnel excavation method proposed in the present invention, the tunnel can be excavated more safely while ensuring stability of the rock surface where vibrations and cracks form the excavated surface of the tunnel when excavating the tunnel using blasting. By using the first excavation step of forming an arcuate small cross section 10 between the base ground 20 and the excavation target ground 30, and using a blasting or vibration-free drilling equipment, for example, a drilling equipment such as a wire saw. And a second excavation step of additionally excavating the excavation target ground (30) located inside the arcuate small end surface (10) to form the foundation tunnel (40).

In the first excavation step, after setting the excavation line (L1, L2) to the excavation target surface in the tunnel shape to be excavated as shown in Figure 4, the arched shape continuously in the form of a closed curve along the planned excavation line (L1, L2) The hole is drilled to form an arcuate small cross section 10 having a constant width and depth as shown in FIG. The arcuate small cross-section 10 is formed using a drilling equipment (not shown) having a drill drill of a continuous arcuate arrangement, the width of the arcuate small cross-section 10 formed through the drilling equipment to form within 1m ~ 2m It is preferable.

In forming the arcuate hole, the drilling direction of the arcuate hole is preferably perpendicular to the excavation target surface, but is not necessarily limited thereto, and the first excavation may be performed according to the terrain and field working conditions of the excavation target portion and the specifications of the drilling equipment. Changes can be made in various directions as long as the work is ideally realized.

In addition, the arcuate hole may be drilled at a time by using a dedicated drilling equipment of the above configuration, but in some cases by drilling one circular hole and by forming another circular hole adjacent to the hole to connect each hole It is to be understood that such embodiments are also included in the scope of the present invention, as they can be formed through the operation of forming one continuous arcuate hole.

When the arcuate small cross section 10 is formed on the excavation target surface through the primary excavation step, the excavation target ground 30 located inside the arcuate small cross section 10 is additionally excavated through the second excavation step. Complete the basic tunnel 40 as shown. In the secondary drilling step applied to the present invention uses a conventional explosive blasting method applied in the conventional NATM method, for this purpose drilling equipment such as point board reel on the excavation target ground (30) located inside the arcuate small cross section (10) (100) After drilling a plurality of holes using a) to charge the explosives and to form the base tunnel 40 by blasting.

Although the blasting force of the explosives blasted from the excavation target ground 30 located inside the arcuate small cross-section 10 in the second excavation step is directed toward the outside of the tunnel, the excavation surface of the foundation tunnel 40 will be formed. Since the ground ground 20 and the excavation target ground 30 are separated and partitioned through the arch-shaped small cross-section 10 formed through the first excavation process, the excavation target ground 30 by using the explosive blasting method. Excavation) does not transmit the shock and vibration due to the blasting to the base 20.

Accordingly, the base plate 20 located outside the arcuate small cross section 10, specifically, the excavation surface forming the excavation surface of the base tunnel 40 by primary excavation does not cause cracks due to explosive blasting. As a result, the tunnel excavation surface can be maintained in a stable state without a separate shotcrete treatment or reinforcement construction such as a lock bolt to reinforce the excavation surface as in the prior art.

As an excavation method for secondary excavation, the present embodiment has been described using the explosive blasting method as an example, but in addition to this, other methods such as a crushing method and an excavation method can be used, in addition to the excavation method through such blasting. Excavations using known vibration-free drilling rigs, such as, for example, wire saws, are also possible, and thus may also be included in the scope of the present invention.

In the treatment of the crushing (rock debris) generated in the excavation process by the blasting or vibration-free drilling equipment in the secondary drilling step, by installing a trolley in the gang, but continuously carried out of the gang using this trolley, It is desirable to minimize the work time required to take the bag out of the gang.

When the foundation tunnel 40 is completed through the first and second excavation steps, lining structures 60 are formed along the excavation surface of the foundation tunnel 40 to form a lining structure 60 along the excavation surface. In order to stabilize the rock surface by injecting mortar into the space between the lining structure 60 and the excavation surface of the foundation tunnel 40 as shown in FIG. 8, a series of processes as described above, that is, primary excavation, secondary excavation, Finishing by forming lining structure and mortar injection is repeatedly performed in sequence along the tunnel excavation direction step by step to excavate the tunnel step by step to complete the tunnel of planned length.

At this time, prior to forming the lining structure 60 on the excavation surface of the foundation tunnel formed through the secondary excavation, the collapse or fall of the base near the blasting position in the blasting process through the secondary excavation step In order to prepare for the safety accident of the gang, the foundation has a length extending rearward a certain distance from the blasting position (the excavation target ground; corresponding to the "30" position of Figure 2) through the blasting in the gang It is preferable to provide an arcuate steel material 50 corresponding to the shape of the foundation tunnel 40 excavation surface on the tunnel 40 excavation surface.

The installation of the arcuate steel 50 is to prevent the safety accidents such as the collapse or fall of the foundation tunnel 40 located behind the blasting portion by vibration by the blasting in the blasting excavation process through the secondary excavation step as described above To this end, in consideration of the distance transmitted vibration by the blasting during the blasting excavation process for the excavation target ground 30 through the secondary excavation step is adopted a steel having a suitable length, preferably the length (L It is good to use the arcuate steel 50 having a 30m ~ 40m.

When the curtain type soundproof dustproof opening 52 is installed in the arcuate steel 50 installed in the gang, the noise and dust generated during the blasting excavation process through the secondary excavation step are more effectively prevented from being transmitted or scattered out of the tunnel. Since the arcuate steel 50 may be provided with a curtain type soundproof dustproof outlet 52, the curtain type soundproofing in the longitudinal direction of the arcuate steel 50 as shown in order to implement more effective soundproofing and dustproofing over multiple stages. It is good to provide the dustproof opening 52 in multiple stages.

In applying the arcuate steels as described above, the arcuate steels 50 are provided to be movable along rails (not shown) in the foundation tunnel, and are moved stepwise in the tunnel excavation direction through the blasting, so that Safety accidents such as collapse or fall are prevented, and the basic tunnel excavation surface exposed to the rear of the arcuate steel 50 in the gang, that is, the excavation surface located at a safe distance from the blasting during the blasting process through the secondary excavation. The lining structure 60 is formed as above and the mortar 70 is stabilized by injecting mortar 70 into the space between the lining structure 60 and the excavation surface of the foundation tunnel, thereby completing the tunnel step by step in the tunnel excavation direction. Let it out.

According to the tunnel excavation method according to the present invention, by drilling a continuous arc-shaped hole in the form of a closed curve along the planned excavation line (L1, L2) between the base ground 20 and the excavation target ground (30) arcuate cross section (10) ) To further excavate the excavation target ground (30) located inside the arcuate small cross-section (10) using the blasting and excavating equipment in the state formed.

That is, the present invention basically uses a blasting method according to the conventional NATM method, but through the formation of a space such as an arc-shaped small cross section 10 using the TBM method between the original blasting base 20 and the excavation target ground 30, Even if the tunnel is excavated using the blasting method, the blasting noise is remarkably reduced and the blasting shock is hardly transmitted to the ground, so that the excavation surface, that is, the foundation tunnel excavation surface, remains very stable.

In addition, the present invention uses an excavation machine for forming the arch-shaped small cross-section 10 before blasting, as in the conventional TBM method, the area excavated through such an excavation machine is not the tunnel shear surface, as in the conventional TBM method, the base plate 20 And because it is limited to the excavation target ground (30) boundary portion, expensive large excavation equipment, such as the excavation equipment used in the conventional TBM method is not required. As a result, the present invention is a breakthrough method that can maximize the economical aspects and stability, protection of the surrounding natural environment during excavation.

In the detailed description of the present invention, only specific embodiments thereof have been described. It is to be understood, however, that the present invention is not limited to the specific forms referred to in the description, but rather includes all modifications, equivalents, and substitutions within the spirit and scope of the present invention as defined by the appended claims. Should be.

Claims

(a) a primary excavation step of forming an arcuate cross section between the base and the excavation ground by drilling a continuous arcuate hole in the form of a closed curve along the planned excavation line;

(b) a second excavation step of additionally excavating the excavation target ground located inside the arc-shaped small section by using a blast or vibration-free excavation equipment to form a foundation tunnel;

(c) forming a lining structure along the excavation surface by installing linings along the excavation surface of the foundation tunnel formed through the secondary excavation step; And

(d) stabilizing the rock surface by injecting mortar into the space between the lining structure and the excavation surface of the foundation tunnel;

Tunnel excavation method for excavating the planned tunnel step by step repeatedly performing the steps (a) and (d) step by step along the tunnel excavation direction.
The method of claim 1,

The arcuate small cross section in step (a),

Tunnel excavation method characterized in that formed using an excavating machine having a drill drill of a continuous arcuate arrangement.
The method of claim 2,

Tunnel excavation method characterized in that to form the width of the arc-shaped small cross section formed by the excavation machine within 1m ~ 2m.
The method of claim 1,

In the step (b),

Tunnel excavation method characterized in that the trolley is continuously taken out of the gang using a trolley during the excavation using blasting or vibration-free drilling equipment.
The method of claim 1,

Between steps (b) and (c),

Tunnel excavation, characterized in that to install the arcuate steel having a predetermined length in the excavation direction of the tunnel corresponding to the shape of the foundation tunnel excavation surface on the foundation tunnel excavation surface close to the excavation target ground proceeding through the step (b) Method.
The method of claim 5,

Step (c) for the basic tunnel excavation surface located behind the arched steel while moving the arcuate steel stepwise in the tunnel excavation direction in which the excavation proceeds through step (b), and then proceeds thereafter. Tunnel excavation method characterized in that.
The method of claim 5,

The arcuate steel tunnel tunneling method characterized in that the use of the arcuate steel having a length (L) of 30m ~ 40m.
The method of claim 5,

The arcuate steel,

Tunnel excavation method characterized in that to install a multi-stage curtain type soundproof dust barrier to block the noise generated during the blasting excavation process through the step (b) and to prevent dust from scattering.