KR101402267B1 - Close juxtaposition tunnel pillar reinforcement structure and its construction methods - Google Patents

Abstract

Disclosed are a reinforcement structure for a pillar of a near parallel tunnel and a construction method thereof. According to an embodiment of the present invention, the reinforcement structure for a pillar of a near parallel tunnel comprises a first reinforcement member and a second reinforcement member. The first reinforcement member is inserted into the inside of a boring hole formed in the pillar between a front tunnel and a rear tunnel to face the rear tunnel, and is bound to a coupling device. An empty reinforcement member made of a fragile material, which surrounds and seals the coupling device, is equipped. The second reinforcement member having a screw thread in the end of one side, while the end of one side of the empty reinforcement member is opened, is inserted to face the front tunnel and bound to the coupling device. A bearing plate into which the first and second reinforcement members are penetrated is compressed to an excavation cross section and fixed by a fixing head.

Description

BACKGROUND OF THE INVENTION Field of the Invention The present invention relates to a reinforced concrete tunnel pillar reinforcement structure,

The present invention relates to a close-coupled tunnel pillar reinforcing structure and a construction method thereof, and more particularly, to a tunnel reinforcing structure for reinforcing a pillar portion between a preceding tunnel and a trailing tunnel by drilling two or more tunnels close to each other, To a reinforced structure of a close-coupled tunnel pillar portion which is structurally stable, and a construction method thereof.

Generally, in case of a parallel tunnel with two or more tunnels formed in parallel, the spacing distance between the tunnels, that is, the width of the pillar portion, is set to be 1.5 times or more of the tunnel excavation width in order to secure stability.

However, if the pillar width at the beginning of the tunnel is not more than 1.5 times the width of the tunnel, it is necessary to reinforce the pillar or construct a 2-arch tunnel using a pilot tunnel. And a large-scale excavation method in which a tunnel of a large size is largely formed.

In the case of reinforcing the pillar portion, a method of drilling the main tunnel after reinforcing the pillar portion by perforating the pillar portion from the ground surface of the upper part of the excavation section by grouting or inserting a reinforcing material together with the pillar portion, In addition to tunnel excavation, there is a method of reinforcing with a tie bolt with a tie bolt reinforcement in the section of excavation.

Among the conventional techniques, the 2-arch tunnel is somewhat complicated in process and requires a lot of air and construction cost. The load is concentrated on the center wall and structurally unstable. In a large-scale excavation method, And it is structurally weak because it can not be expanded more than 1.0 ~ 1.5m.

In addition, the method of reinforcing the pillar portion from the surface of the excavation section is not economical because it is difficult to drill at a desired position deeply from the ground surface to the reinforcing portion, and the grouting is not performed properly. As a method of reinforcing the pillar portion with the tie bolt reinforcement, Since the bolt is inserted and grouting is performed, if the ground of the pillar portion is not strong, displacement due to the upper load can not be prevented, and breakage of the tie bolt is liable to occur at the time of excavating the rear tunnel.

On the other hand, Korean Patent No. 10-1096664 discloses a method for constructing a close-coupled tunnel and a pillar-side compression structure used for the construction of the close-coupled tunnel. More specifically, the present invention relates to a method for reinforcing a pillar portion using a conduit as a prior art.

However, since the reinforcing pipe serves as a locking bolt, it must be fixed to the front plate. After the rear tunnel is excavated, a press block must be installed together with the tensile material. Therefore, shotcrete is poured into the block- After the excavation, tensile material was inserted and tensioned, and then additional shotcrete had to be laid.

In addition, a portion of the conduit should be cut so that the conduit is not in contact with the head for securing the press block or the tensile material, and the conduit may protrude from the excavation end surface of the trailing tunnel, causing damage, bending, warping, .

In addition, the tensile material having the shape of a curved surface with the excavated section can be damaged by the long-term fatigue, and the front plate needs to be installed on the entire excavation section, resulting in inconvenience of grouting the whole.

Registered Patent No. 10-1096664 (Published Nov. 19, 2011)

SUMMARY OF THE INVENTION It is an object of the present invention to provide a tunnel structure for a pillar of a close-coupled tunnel, in which a shotcrete of a preceding tunnel is not pushed again, The present invention provides a pillar reinforcing structure of an economically close-coupled tunnel and a method of constructing the pillar reinforcing structure by using only a required size of a pillar without hassle.

According to one aspect of the pillar reinforcement structure of the close proximity tunnel according to the present invention, a first reinforcing member (not shown) is formed in the pierced hole H formed in the pillar portion 3 between the preceding tunnel 1 and the trailing tunnel 2 31) is inserted into the rear tunnel toward the hinge (33) and is provided with an empty reinforcing material (34) of a crushing material which surrounds and hermetically seals the hinge (33) A second reinforcing member 32 having a thread 32a formed at one end thereof is inserted in the direction of the preceding tunnel so as to be coupled to the connecting member 33 and the first and second stiffeners 31 and 32, The pressure plates 41 and 42 passing through the excavation end faces 11 and 21 are pressed and fixed by the fixing heads 51 and 52. [

A reinforcing pipe 30 is inserted into the perforation hole H and a first reinforcing member 31 may be inserted into the reinforcing pipe 30.

The first and second stiffeners 31 and 32 are inserted between the pressure plates 41 and 42 and the fixed heads 51 and 52 and are provided with wedges 61 and 62 having a shape thicker toward one side .

At least one of the latches 35 through which the first stiffener 31 passes may be fixed to the surface of the hole H at a rear side of the hinge 33. [

In addition, a protrusion 30a may be formed on the outer circumferential surface of the reinforcing pipe 30.

In addition, a grouting hose body 36 may be provided inside the perforation hole H.

The grouting hose body 36 is inserted into the reinforcing pipe 30 in combination with the first reinforcing material 31 and the grouting hose body 36 is composed of a plurality of grouting hoses 36a having different lengths .

A protrusion 34a is formed on the outer circumferential surface of the hollow stiffener 34 so as to increase rigidity and a tip 34b may be formed at one end of the hollow stiffener 34 to facilitate insertion into the perforation hole H. [

According to an aspect of the present invention, a reinforcing pipe 30 is inserted into the perforation hole H and a first reinforcing member 30 is inserted into the reinforcing pipe 30, 31) is inserted into the tunnel (1) of the adjacent tunnel pillar reinforcement structure (10), the preceding tunnel excavation step (S10) of excavating the preceding tunnel (1) to a predetermined depth. A step (S20) of forming a plurality of perforation holes (H) at regular intervals in a pillar (3) between the trailing tunnels (2) to be excavated close to the preceding tunnel (1); A first stiffener 31 for fastening a hinge 33 and a hollow stiffener 34 for surrounding the hinge 33 to be inserted into the hole H toward the trailing tunnel, Stiffener inserting step (S30); A grouting step (S40) for grouting the perforation hole (H); A first stiffener fixing step (S50) in which the pressure plate (41) is pressed onto the excavation end face (11) so as to penetrate through the first stiffener (31) and fixed by the fixing head (51); A succeeding tunnel excavation step (S60) of excavating a trailing tunnel adjacent to the preceding tunnel (1); A second reinforcing material binding step (S70) for inserting the second reinforcing material (32) toward the preceding tunnel with one side end of the empty reinforcing material (34) being open and binding with the hinge (33); A second stiffener fixing step (S80) in which the pressure plate (42) is pressed onto the excavation end face (21) so as to penetrate the second stiffener (32) and fixed by the fixing head (52); And an empty stiffener filling step (S90) for grouting the inside of the empty stiffener (34).

Also, a preceding tunnel sealing step (S11) for sealing the excavation end face (11) after the preceding tunnel excavation step (S10); And a trailing tunnel sealing step (S61) of sealing the excavation section (21) after the trailing tunnel excavation step (S20).

In addition, a preceding tunnel support material installation step (S12) in which a plurality of support materials (71) are installed in the normal direction of the excavation end surface (11) after the preceding tunnel sealing step (S11); And installing a trailing tunnel support material (S62) for installing a plurality of support materials (72) in the normal direction of the excavation end surface (12) after the trailing tunnel sealing step (S61).

Also, a preceding tunnel auxiliary stiffener installing step (S13) in which an auxiliary stiffener (81) is installed toward the trailing tunnel after the preceding tunnel sealing step (S11); And a posterior tunnel auxiliary stiffener mounting step (S63) for mounting the auxiliary stiffener (82) toward the preceding tunnel after the succeeding tunnel sealing step (S61), wherein the auxiliary stiffeners (81, 82) As shown in FIG.

The reinforcing pipe 30 is inserted into the perforation hole H after the piercing step S20 so that the first reinforcing member 31 is inserted into the reinforcing pipe 30, Step S21.

The first reinforcing material inserting step S30 may include inserting at least one of the latches 35 on the surface of the perforation hole H so that the first reinforcing material 31 passes through one side of the hinge 33, can do.

In addition, the grouting step S40 may be performed at the same time using a grouting hose body 36 composed of a plurality of grouting hoses 36a having different lengths.

The first stiffener fixing step S50 and the second stiffener fixing step S80 may be performed in the same manner as the first and second stiffener fixing steps 51 and 52, It is possible to provide the wedges 61 and 62 so as to pass therethrough.

A preceding tunnel shotcrete pouring step (S51) in which the shotcrete is poured after the first stiffener fixing step (S50); And a step S91 of inserting a rear tunnel shotcrete into which the shotcrete is to be inserted after the empty stiffener filling step S90.

According to the close-coupled tunnel pillar reinforcement structure and the construction method thereof according to the embodiment of the present invention, when the pillar reinforcement structure is installed together with the support material in the preceding tunnel, the block-out of the press block is not separately required, There is an advantage that shotcrete pouring is not necessary.

Further, it is not necessary to arrange for cutting and connection of the conduit, and it is possible to provide more stable reinforcement by first pulling the first reinforcement in the preceding tunnel. In addition, once the construction is completed in the preceding tunnel section, No work is required.

In addition, there is an advantage that the reinforcing material is not damaged by the long-term fatigue despite the curvature of the excavated cross section.

As a result, the construction period can be shortened to shorten the construction period and the construction cost can be reduced.

Figs. 1A and 1B are detailed views showing a method of reinforcing the close-coupled tunnel pillar portion of the prior art. Fig.
FIG. 2A is an exploded cross-sectional view of a proximal-parallel tunnel pillar reinforcing structure according to an embodiment of the present invention; FIG.
FIG. 2B is an assembled cross-sectional view of a proximal juxtaposition tunnel pillar reinforcing structure according to an embodiment of the present invention. FIG.
3 to 7 are cross-sectional views of a proximal juxtaposition tunnel pillar portion reinforcing structure according to various embodiments of the present invention.
8 is a block diagram of a method of constructing a close-coupled tunnel pillar portion according to the present invention.
9 to 21 are detailed views of a method of constructing a close-coupled tunnel pillar portion according to an embodiment of the present invention.

Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings. In the following description of the present invention, a detailed description of known configurations and configurations that may unnecessarily obscure the gist of the present invention will be omitted. The same reference numerals are given to the same constituent elements.

Figs. 1A and 1B are detailed views showing a method of reinforcing a close-coupled tunnel pillar portion of the prior art, respectively.

According to the method of reinforcing the close-coupled tunnel pillar portion of the prior art, since the reinforcing pipe serves as a locking bolt, it must be fixed to the front plate. Therefore, shotcrete is poured into the block-out portion of the front plate, It is necessary to additionally pressurize the shotcrete. Therefore, it is necessary to arrange cutting and connection of the conduit, and it is necessary to perform repetitive additional work to reinforce the preceding tunnel section and the trailing tunnel section .

FIG. 2A and FIG. 2B illustrate an exploded view and an assembled view of the proximal juxtaposed tunneling filament reinforcement structure of the present invention derived to solve the above problems.

3 to 7, a more detailed description will be given of the reinforced structure of the close-coupled tunnel pillar portion of the present invention.

According to the embodiment of the present invention, a first reinforcing member 31 having a thread 31a formed at one end thereof is formed in the perforation hole H formed in the pillar portion 3 between the preceding tunnel 1 and the trailing tunnel 2 Is inserted into the rear tunnel so that the hinge 33 is engaged with the thread 31a.

The first stiffener 31 is formed in a rod shape, and a thread 31a is formed at one end thereof. The thread 31a may have a structure such as a coupler, a clip or a fitting for coupling to the hinge 33. The other end of the first stiffener 31 may be cut.

The first reinforcement 31 may be made of a material capable of maintaining rigidity as a tensile material, but it is preferable to use a steel pipe, a steel bar, a strand, or a geosynthetic fiber.

At this time, it is preferable that the first reinforcing member 31 is installed so as not to protrude from the excavation end face 21 of the trailing tunnel 2.

A reinforcing pipe 30 is inserted into the perforation hole H and a first reinforcing member 31 is inserted into the reinforcing pipe 30.

Thereby, it is possible to enhance the reinforcing effect at the time of excavating the trailing tunnel 2. Specifically, the reinforcing pipe 30 should not protrude from the excavation end face 21 of the trailing tunnel 2 to prevent interference with the puncturing bit. In addition, since the adhesive strength of the reinforcing pipe 30 during grouting can be increased, It is possible to secure a certain structural stability before being united.

The reinforcing pipe 30 may be composed of a PVC pipe, a steel pipe, a PE pipe, a geotextile pipe, and the like.

The gap between the reinforcing pipe 30 and the first reinforcing member 31 may be filled with grease or cement. However, the reinforcing pipe 30 and the first reinforcing member 31 should not be mutually constrained.

When the protrusion 30a is formed on the outer circumferential surface of the reinforcing tube 30, it is possible to enhance the bonding strength with the grouting solution to provide a structurally more stable reinforcing structure.

The hitch 33 is configured to fasten the first stiffener 31 and the second stiffener 32 to be described later so that sufficient strength can be ensured while ensuring easy coupling.

It is preferable that the hitches 33 are threaded to be coupled to the first and second stiffeners 31 and 32, but they can be bound to the hitches or the clips. It is also possible to form a female screw and a male screw at one end of the first and second stiffeners 31 and 32, respectively.

At least one of the latches 35 through which the first stiffener 31 passes may be fixed to the surface of the hole H at a rear side of the hinge 33. [

That is, even if the hinge 33 is subjected to a tensile force through the first stiffener 31, the hinge 35 may bear a part of the tensile force, thereby preventing the hinge 33 from being released due to the tensile force.

Meanwhile, the close-coupled tunnel pillar reinforcing structure of the present invention is provided with a hollow stiffener 34 so as to surround the hinge 33.

The hollow stiffener 34 allows the first stiffener 31 having the hinge 33 to be easily inserted into the hole H and protects the hinge 33 and the first stiffener 31 .

Therefore, the protruding portion 34a is formed on the outer circumferential surface of the hollow stiffener 34 so that the rigidity thereof is increased, and the tip portion 34b may be formed at one end thereof to facilitate insertion into the perforation hole H. The protrusions 34a may be formed in such a manner as to form bends or protrusions, which not only increases rigidity but also increases the adhesive strength during grouting.

On the other hand, at the time of excavating the rear tunnel 2, one end of the empty stiffener 34 is broken and opened, and it is preferable that the synthetic resin material is made of a material that can break well. The blank stiffener 34 may be made of a different material so that one side is made of a cracked material such as a synthetic resin material and the other side is made of a rigid material such as a steel pipe on the basis of the trailing tunnel excavation end face 21 It is possible.

However, the other side of the empty stiffener 34 must be sealed to prevent the grout liquid from flowing into the empty stiffener 34 before excavating the trailing tunnel 2.

A grouting hose body (36) may be provided in the perforation hole (H).

More preferably, the grouting hose body 36 is inserted into the reinforcing pipe 30 in combination with the first reinforcing material 31, and the grouting hose body 36 has a plurality of grouting hoses 36a having different lengths Lt; / RTI > In this case, it is preferable that the grouting hose 36a is installed at an interval of 2 to 3 m.

Meanwhile, it is preferable that the caulking means 90 is provided to seal the perforation hole H when grouting.

In the meantime, the proximal adjoining tunnel pillar portion reinforcing structure of the present invention is constructed such that a second reinforcing member 32 having a thread 32a formed at one end thereof with one side end of an empty stiffener 34 opened is inserted into the preceding tunnel, And is engaged with the hinge (33).

As described above, the second reinforcing member 32 is joined to the first reinforcing member 31 after the first reinforcing member 31 is installed and then the rear tunnel 2 is excavated.

The second reinforcing member 32 is preferably made of the same material and shape as the first reinforcing member 31. The length of the second reinforcing member 32 may be significantly shorter than that of the first reinforcing member but may be bonded to the hinge 33, , 42).

At this time, the second stiffener 32 is not installed after the rear tunnel 2 is excavated, but is pre-coupled with the first stiffener 31 and inserted together when the first stiffener is inserted to join the second stiffener 32 after excavation It is also possible to reduce the time required for the operation.

The second reinforcing member 32 is inserted into the hollow reinforcing member 34 in a manner that the second reinforcing member 32 is wound and inserted into the hollow reinforcing member 34 so that the second reinforcing member 32 is inserted into one end of the empty reinforcing member 34, So that it can be fixed.

On the other hand, the pressure plates 41 and 42 through which the first and second stiffeners 31 and 32 pass are fixed to the excavation end faces 11 and 21 by the fixing heads 51 and 52, respectively.

The fixing heads 51 and 52 may be used to tension and fasten the first and second stiffeners 31 and 32 or to press the first and second stiffeners 41 and 42 against the excavation end faces 11 and 21, The shape can be changed according to the shape of the lens.

The support plates 41 may be connected to each other by using a tensile material such as a reinforcing bar so that the support plates 41 are firmly connected to the support plates 41 located on the adjacent side. It is the same.

The first and second stiffeners 31 and 32 are inserted between the pressure plates 41 and 42 and the fixed heads 51 and 52 and are provided with wedges 61 and 62 having a shape thicker toward one side .

The wedges 61 and 62 are provided such that the first and second stiffeners 31 and 32 have different thicknesses along the excavation end faces 11 and 21 so as to be linearly tensioned without bending, , 52 may also be provided perpendicular to the direction in which the tensile force acts.

8 is a cross-sectional view of a tunnel pillar construction method according to an embodiment of the present invention; Fig. 8 is a block road leading tunneling step S10, a drilling step S20, a first stiffener insertion step S30, a grouting step S40, (Step S50), a trailing tunnel excavation step (step S60), a second stiffener binding step (step S70), a second stiffener fixing step (step S80), and an empty stiffener filling step (step S90).

9 to 21, a method of constructing the close-coupled tunnel pillar portion of the present invention will be described in more detail.

The preceding tunnel excavation step S10 is a step of excavating the preceding tunnel 1 to a predetermined depth.

Meanwhile, it may include a preceding tunnel sealing step S11 for sealing the excavation end face 11 after the preceding tunnel excavation step S10. This is a step of arranging the excavation end face 11 using a shotcrete and waterproofing the first reinforcing material fixing step S50 to be described later easily.

In addition, it may include a preceding tunnel support material installation step S12 for installing a plurality of support materials 71 in the normal direction of the excavation end face 11 after the preceding tunnel sealing step S11.

The support 71 is constructed to withstand the ground load on the upper part of the tunnel, and it is a step that must be accompanied in case of the soft ground.

Meanwhile, it may include a preceding tunnel auxiliary stiffener installing step (S13) in which the auxiliary stiffener (81) is installed toward the rear tunnel after the preceding tunnel sealing step (S11).

The auxiliary stiffener 81 is formed of a rock bolt, nail, anchor, steel pipe, FRP, and the like having a length extending in the axial direction to withstand the ground load of the pillar portion 3 to be formed with the rear tunnel 2 Can be used, and can be stably fixed to the ground through the grouting method.

The perforating step S20 is a step of forming a plurality of perforation holes H at regular intervals in the pillar portion 3 between the trailing tunnels 2 to be excavated close to the preceding tunnel 1. [

At this time, the perforation hole (H) is excavated so as to protrude from the excavation end surface (21) of the trailing tunnel (2). This is because the empty stiffener 34 must protrude from the excavation end face 21 and furthermore the space required to accumulate the grout liquid mixed with the gravel in the soil generated in the drilling step S10 and the grouting step S40 .

The reinforcing pipe 30 is inserted into the perforation hole H after the piercing step S20 so that the first reinforcing member 31 is inserted into the reinforcing pipe 30, And may include step S21.

The first stiffener inserting step S30 includes binding the hinge 33 to the first stiffener 31 and providing a hollow stiffener 34 to surround the hinge 33 so as to face the trailing tunnel Into the perforation hole (H).

At this time, the first reinforcing material inserting step S30 is performed such that at least one of the latches 35 is fixed to the surface of the perforation hole H so that the first reinforcing material 31 passes through one side of the hinge 33 can do.

The grouting step S40 is a step of grouting the perforation hole H.

The grouting hose body (36) uses a plurality of grouting hoses (36a) having different lengths, and performs pressure grouting in multiple stages.

The first stiffener fixing step S50 is a step of pressing the piercing plate 41 to the excavation end face 11 so as to penetrate the first stiffener 31 and fixing the piercing plate 41 with the fixing head 51. [

The first stiffener fixing step S50 may include a wedge 61 to allow the first stiffener 31 to pass between the pressure plate 41 and the fixed head 51. [

Meanwhile, it may include a preceding tunnel shotcrete pouring step (S51) in which the shotcrete is poured after the first stiffener fixing step (S50).

The construction of the pressure plate 41 and the fixed head 51 can be arranged through the shotcrete placing step S51.

When the first stiffener fixing step S50 of the preceding tunnel 1 is completed, the construction of the trailing tunnel 2 is switched to. The trailing tunnel excavation step (S60) is a step of excavating a trailing tunnel adjacent to the preceding tunnel (1).

Meanwhile, it may include a trailing tunnel sealing step (S61) for sealing the excavation end surface (21) after the trailing tunnel excavation step (S60).

In addition, it may include a step of installing a trailing tunnel support material (S62) for installing a plurality of support materials (72) in the normal direction of the excavation end surface (12) after the trailing tunnel sealing step (S61).

The step S63 may include a step S63 of installing a trailing auxiliary stiffener 82 for installing the auxiliary stiffener 82 toward the preceding tunnel after the step of sealing the trailing tunnel S61. At this time, the auxiliary stiffeners 81, They can be installed in mutually intersecting directions.

The second reinforcing material binding step S70 is a step of inserting the second reinforcing material 32 toward the preceding tunnel with one end of the empty stiffener 34 being open and binding with the hinge 33. [

The second stiffener fixing step S80 is a step of pressing the platen 42 against the excavation end face 21 so as to penetrate the second stiffener 32 and fixing the platen 42 with the fixing head 52. [

At this time, the second stiffener fixing step S80 may include a wedge 62 to allow the second stiffener 32 to pass between the pressure plate 42 and the fixed head 52. [

Finally, the empty stiffener filling step S90 is a step of grouting the inside of the empty stiffener 34 after the second stiffener fixing step S80. At this time, it is preferable to grout to the excavation end face 21.

Meanwhile, it may include a step S91 of inserting a rear tunnel shotcrete into which the shotcrete is to be inserted after the empty reinforcement material filling step S90.

In the foregoing detailed description of the present invention, only specific embodiments thereof have been described. It is to be understood, however, that the invention is not to be limited to the specific forms thereof, which are to be considered as being limited to the specific embodiments, but on the contrary, the intention is to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the invention as defined by the appended claims. .

H: Perforation hole 1: Preceding tunnel
2: trailing tunnel 3: pillar portion
11, 21: excavation section 30: reinforcement pipe
30a: projection 31: first stiffener
32: second stiffener 31a, 32a: thread
33: Hinge 34: Empty stiffener
34a: protruding portion 34b:
35: Catch 36: Grouting hose body
36a: grouting hose 41, 42:
51, 52: fixed head 61, 62:
S10: preceding tunnel excavation step S11: preceding tunnel sealing step
S12: Installation of the preceding tunnel support material S13: Installation of the preceding tunnel auxiliary reinforcement material
S20: Drilling step S21: Insertion step of reinforcing tube
S30: First stiffener inserting step S40: Grouting step
S50: first stiffener fixing step S51: preceding tunnel shotcrete placement step
S60: Trailing tunnel excavation step S61: Trailing tunnel sealing step
S62: Installation of trailing tunnel support material S63: Installation of trailing tunnel auxiliary stiffener
S70: Second stiffener binding step S80: Second stiffener fixing step
S90: Empty stiffener filling step S91: Trailing tunnel shotcrete placement step

Claims (17)

The first reinforcing member 31 is inserted into the hole H formed in the pillar portion 3 between the preceding tunnel 1 and the trailing tunnel 2 so as to face the trailing tunnel and is bound to the hinge 33 , An empty reinforcing member (34) of a cracked material which surrounds and hermetically seals the hinge (33)
A second reinforcing member 32 having a thread 32a formed at one end of the hollow reinforcing member 34 is inserted into the hinge 33 so as to be coupled to the preceding tunnel, , And the support plates (41, 42) through which the two reinforcing members (31, 32) penetrate are fixed to the excavation end faces (11, 21) by the fixing heads (51, 52) .
The method according to claim 1,
Wherein a reinforcing pipe (30) is inserted into the hole (H), and a first reinforcing material (31) is inserted into the reinforcing pipe (30).
The method according to claim 1,
The first and second stiffeners 31 and 32 pass through between the support plates 41 and 42 and the fixed heads 51 and 52 and are provided with wedges 61 and 62 that are thicker toward one side A reinforcing structure of a close-coupled tunnel pillar portion.
The method according to claim 1,
Wherein at least one of the first and second stiffeners is fixed to a surface of the hole H at a rear side of the hinge 33. [ Structure.
3. The method of claim 2,
And a protrusion (30a) is formed on the outer circumferential surface of the reinforcing pipe (30).
The method according to claim 1,
And a grouting hose body (36) is provided inside the perforation hole (H).
The method according to claim 6,
The grouting hose body 36 is coupled with the first reinforcing material 31 and is inserted into the reinforcement pipe 30. The grouting hose body 36 is formed of a plurality of grouting hoses 36a having different lengths A reinforcing structure of a close-coupled tunnel pillar portion.
The method according to claim 1,
A protruding portion 34a is formed on the outer circumferential surface of the hollow reinforcing member 34 so as to increase rigidity and a tip portion 34b is formed at one end of the hollow reinforcing member 34 to facilitate insertion into the perforation hole H. Reinforced structure.
A preceding tunnel excavating step (S10) of excavating the preceding tunnel (1) to a predetermined depth;
A step (S20) of forming a plurality of perforation holes (H) at regular intervals in a pillar (3) between the trailing tunnels (2) to be excavated close to the preceding tunnel (1);
A first stiffener 31 for fastening a hinge 33 and a hollow stiffener 34 for surrounding the hinge 33 to be inserted into the hole H toward the trailing tunnel, Stiffener inserting step (S30);
A grouting step (S40) for grouting the perforation hole (H);
A first stiffener fixing step (S50) in which the pressure plate (41) is pressed onto the excavation end face (11) so as to penetrate through the first stiffener (31) and fixed by the fixing head (51);
A succeeding tunnel excavation step (S60) of excavating a trailing tunnel adjacent to the preceding tunnel (1);
A second reinforcing material binding step (S70) for inserting the second reinforcing material (32) toward the preceding tunnel with one side end of the empty reinforcing material (34) being open and binding with the hinge (33);
A second stiffener fixing step (S80) in which the pressure plate (42) is pressed onto the excavation end face (21) so as to penetrate the second stiffener (32) and fixed by the fixing head (52); And
An empty stiffener filling step (S90) for grouting the inside of the empty stiffener (34);
Wherein the tunnel pillar portion is formed in a substantially rectangular shape.
10. The method of claim 9,
A preceding tunnel sealing step S11 for sealing the excavation end face 11 after the preceding tunnel excavation step S10; And
A trailing tunnel sealing step (S61) for sealing the excavation end surface (21) after the trailing tunnel excavation step (S60);
Wherein the tunnel pillar portion is formed in a substantially rectangular shape.
11. The method of claim 10,
A preceding tunnel support material installation step (S12) for installing a plurality of support materials (71) in the normal direction of the excavation end surface (11) after the preceding tunnel sealing step (S11); And
(S62) of installing a plurality of support members (72) in the normal direction of the excavation end surface (12) after the trailing tunnel sealing step (S61);
Wherein the tunnel pillar portion is formed in a substantially rectangular shape.
11. The method of claim 10,
A preceding tunnel auxiliary stiffener installing step (S13) for installing the auxiliary stiffener (81) toward the trailing tunnel after the preceding tunnel sealing step (S11); And
A step S63 of installing a trailing tunnel auxiliary stiffener for installing the auxiliary stiffener 82 toward the preceding tunnel after the step of sealing the trailing tunnel S61;
, Wherein the auxiliary stiffeners (81, 82) are installed in directions crossing each other.
10. The method of claim 9,
A reinforcing pipe inserting step of inserting a reinforcing pipe 30 into the perforation hole H after the piercing step S20 so that the first reinforcing member 31 is inserted into the reinforcing pipe 30 S21);
Wherein the tunnel pillar portion is formed in a substantially rectangular shape.
10. The method of claim 9,
The first reinforcing material inserting step S30 may include a step of inserting at least one of the latches 35 on the surface of the perforation hole H so that the first reinforcing material 31 passes through one side of the hinge 33 A method of constructing a close-coupled tunnel pillar with features.
10. The method of claim 9,
Wherein the grouting step (S40) is performed at the same time by using a grouting hose body (36) composed of a plurality of grouting hoses (36a) having different lengths.
10. The method of claim 9,
The first stiffener fixing step S50 and the second stiffener fixing step S80 are performed such that the first and second stiffeners 31 and 32 are inserted between the pressure plates 41 and 42 and the fixing heads 51 and 52, (61, 62). ≪ Desc / Clms Page number 20 >
10. The method of claim 9,
A preceding tunnel shotcrete pouring step (S51) in which the shotcrete is poured after the first stiffener fixing step (S50); And
A step S91 of inserting a rear tunnel shotcrete into which the shotcrete is poured after the empty stiffener filling step S90;
Wherein the tunnel pillar portion is formed in a substantially rectangular shape.

Images