KR20120020570A - Tunnel reinforcing method by multi-forepoling - Google Patents

Abstract

PURPOSE: A method for reinforcing a tunnel ceiling through multiple fore-poling is provided to safely and cost-efficiently construct a tunnel by reinforcing the ground around the tunnel. CONSTITUTION: A method for reinforcing a tunnel ceiling through multiple fore-poling is as follows. A length for fore-poling is increased by additionally forming multiple boreholes from an excavation plane(A) of a tunnel to the ground(D) on the top of a tunnel ceiling plane. Filler is injected into the boreholes, and the boreholes are finished.

Description

Tunnel ceiling reinforcement method by multi-construction reinforcement {TUNNEL REINFORCING METHOD BY MULTI-FOREPOLING}

The present invention relates to a tunnel ceiling reinforcement method by a multiple FOREPOLING reinforcement. More specifically, in the tunnel ceiling reinforcement method (훠 Polling method) for reinforcing the front tunnel ceiling portion of the excavation surface from the rear tunnel ceiling surface of the excavation surface formed at the time of tunnel excavation using an injection pipe (steel pipe) and a filling material (grouting material), If the ground in front of the excavation surface is weak and it is difficult to secure stability with the existing wet-polling method, the tunnel ceiling soft ground is pre-reinforced in multiple layers to the distance by multiple wet-polling from the inside of the tunnel to the excavation surface. The present invention relates to a tunnel ceiling reinforcement method by using multiple shock-polling reinforcement to prevent tunneling and loosening of surrounding ground and construct a tunnel safely and economically.

The application of the auxiliary method in the tunnel is difficult to secure the stability of the tunnel with only the support material (lock bolt, shotcrete, rigid support, etc.) in the ground where the grounding conditions are low in adhesion, severe fracture or expansion, and the independence time of the excavation surface is short. It is a method used in combination with the support material.

That is to say, the tunnel should be able to support the unsupported section while maintaining the stability until the construction of the supporting material after the ground excavation due to blasting. The independence and independence time of the excavation surface depends on the condition of the ground, the size of the tunnel excavation section, and the larger the unsupported section, the shorter the independence time. Therefore, when the independence time for jibo construction is not enough, digging excavation is generally performed.

However, if the ground state and independence are so poor that it is difficult to secure the stability of the tunnel only with the support ability of the ground and support materials (shotcrete, rockbolt, and steel support), active reinforcement measures such as auxiliary construction should be established.

In general, the application of the tunnel assistance method is to prevent ground degradation and relaxation progress due to water when the toffee is small, when the ground conditions are weak and the ground independence is low, when the ground subsidence or ground displacement should be suppressed to protect the tunnel adjacent structures. For this purpose, it is applied to tunnel construction under special conditions such as uneven soil pressure and anisotropic ground.

The tunnel auxiliary method is classified into the tunnel ceiling reinforcement and the excavation surface reinforcement method, and the tunnel ceiling reinforcement method is used for multi-stage grouting (small diameter / large diameter) and excavation surface reinforcement including forepoling and steel pipe. Excavation shotcrete, excavation rock bolt, inclined rock bolt, injection material, support core method, etc. In particular, the wet-polling method, which is mainly applied as a reinforcement method for tunnel ceiling, and injection pipe multi-stage grouting method including steel pipe are as follows. .

In the polling method, as shown in FIG. 1A, the rock cover layer of the tunnel is thin or 2 ~ 3 times larger than the excavation site with the pre-installed steel beams (H-shape as the supporting material, stiff supporting beams) to prevent local collapse when the tunnel passes through the crushing zone. Injecting pipes or reinforcing bars including steel pipes (2 ~ 4m) in length are installed in the longitudinal direction of the tunnel to form a vaulted beam in the tunnel ceiling to stabilize the tunnel ceiling and prevent ground reinforcement and loosening in front of the excavation surface. Will be

The installation spacing of the pole polling varies depending on the excavation surface and geological conditions, but it is applied to the tunnel shoulder at an angle of 300 ° to 600 mm in the form of an arch in the tunnel ceiling.

Longitudinal (tunnel excavation) installation angle is 10 ° ~ 15 °, longitudinal installation interval is installed at every curtain or 2 curtains to increase the rigidity of the ground above the tunnel by mutual overlap effect, and drilling hole is loosened and loosened by grouting, etc. Will be prevented.

Looking at the construction sequence of the heat-polling method is as shown in Figure 1b.

That is, first, to form a hole (11) having a predetermined diameter extending to the tunnel ceiling.

Next, the injection tube 12 including the steel pipe manufactured in the drilling hole 11 is inserted.

Next, by filling the drilling hole 11, for example, by filling the filler hole 13, including the grouting material using a grouting injection hose inside the injection pipe 12 including the steel pipe, and finally filling the tunnel ceiling portion of the filler including the steel pipe Reinforcement is to be made.

Figure 1c is the Korea Highway Corporation regulations for the length, installation interval, installation range, etc. of the rocking ring in weathered rock, earth and sand, blasting rock, it is possible to know the installation of the rocking ring in the tunnel ceiling.

In addition, the injection pipe multi-stage grouting (20) method including the steel pipe used as the tunnel auxiliary method is a method applied to minimize the displacement caused by the excavation of the tunnel as shown in FIG. 1d and to protect the upper facilities and secure the tunnel stability after drilling in the tunnel ceiling. Install the injection tube including the steel pipe (for example, inner diameter 50.8mm, or 114.0mm) at regular intervals and reinforce the ground by forming the arched beam of the injection pipe including the steel pipe by injecting fillers such as grouting material to be integrated with the ground. It is a construction method.

At this time, the length of the injection pipe including the steel pipe is 6m or more, the horizontal installation interval is 300 ~ 600mm, the horizontal installation range is applied to 90 ° ~ 180 °.

The longitudinal installation angle is 5 ° to 15 °, and the shaft is installed to be as horizontal as possible, and the multi-stage grouting method including such steel pipes is a predetermined distance from the injection pipe including the steel pipes in the direction of the section to be drilled in advance of the tunnel. It is installed in the shape of arch and packer is installed in the injection pipe including steel pipe, and the injection material is injected into the multi-stage to set up the injection pipe including the steel pipe and reinforces the order and surrounding ground by the penetration effect of the injection material. It can be applied to various grounds such as crushing zone, weathered rock, etc. In particular, it has the advantage of securing stability and ordering effect for underground structures that are difficult to construct such as subway tunnel section, railroad crossing, and superstructure crossing.

Looking at the construction sequence of the injection pipe multi-stage grouting method including a steel pipe as shown in Figure 1e. First, to form a drilling hole 21 having a predetermined diameter also extends to the tunnel ceiling.

Next, the injection tube 22 including the perforated steel tube manufactured in the drilling hole 21 is inserted.

Next, an air packer 24 may be installed in the injection hole 22 including the perforated steel pipe to spray the filler 23 including the grouting material into the perforation hole, and the injection pipe 22 including the perforated steel pipe. After caulking and sealing at the inlet of the filler, high-pressure injection of the filler 23 into the injection tube 22 including the perforated steel tube, and finally the filler 23 is pressed into the ground around the perforation hole 21 and together with the surrounding ground. It will be able to reinforce.

Accordingly, Figure 1f shows a comparison of injection tube multi-stage grouting method including wet-polling and steel pipe.

The injection pipe multi-stage grouting method, including steel pipes, has superior reinforcing effects such as tunnel ceilings compared to the wet-polling method, but it has a limitation that the economic efficiency of the facility is inferior.

Figure 1g specifically looks at the application of the conventional wet polling method,

A perforation hole 11 is formed to extend upward from the tunnel ceiling surface B at the rear side of the excavation surface A to the tunnel ceiling portion C in front of the excavation surface A, and the steel pipe is formed inside the drilling hole. It can be seen that the filler (not shown) including an injection tube (not shown) and a grouting material are injected and finished.

Accordingly, when the excavation surface (A) is to be excavated to proceed with the tunnel excavation, there is a fear that the remote soft ground at the upper part of the tunnel ceiling surface (E) to be formed in front of the upper ground (D) excavation surface (A) in front of the earth will collapse. If there is, especially if the collapse range of the ground (D) is widely distributed, tunnel excavation itself becomes difficult.

Therefore, it can be seen that the conventional wet polling method cannot be applied to the conventional wet polling method while the excavation is progressing because the risk of safety accident is very high.

Therefore, the present invention is to construct a multiple wet polling on the tunnel excavation surface (A) in the ground where the soft ground is expected to collapse by the wet-polling method applied to the conventional tunnel ceiling reinforcement purpose. Improved tunnel stability by increasing the reinforcement length and grouting method in the soil and weathered rock sections with poor ground conditions. The technical problem to be solved is to provide a tunnel ceiling reinforcement method by reinforcement.

The present invention is to solve the problems caused by the conventional wet-polling method, basically the ground in front of the excavating surface (A) is weak and there is a risk of collapse during excavation work, the ground (D) in an economical way After reinforcing, to apply the wet-polling method,

The present invention to achieve this

After forming a drilling hole to extend upward from the tunnel ceiling surface (B) behind the excavation surface (A) inside the tunnel to the tunnel ceiling portion (C) in front of the excavation surface, inserting an injection tube including a steel pipe over the drilling hole; In the tunnel ceiling reinforcement method by the wet-polling reinforcement to inject a filler including a grouting material in the injection tube and finishes,

Increasing the length of the major lumen by further extending a plurality of drilling holes from the excavation surface (A) to the ground (D) above the tunnel ceiling surface (E) to be formed in front; And injecting and closing fillers into the plurality of perforation holes to reinforce the multi-polling reinforcement, thereby enabling the reinforcement of the ground (D) in front of the excavation surface (A) by the multi-popping reinforcement. It provides tunnel ceiling reinforcement method by polling reinforcement.

Also preferably, injecting and finishing the filler

Inserting an injection tube including a steel pipe into the drilling hole, wherein the injection tube is disposed only from the excavation surface (A) to the ground (D);

Reinforcing the ground (D) in front of the excavation surface (A) by injecting and closing the filler in the injection tube;

Injecting and closing a filling material including mortar in the drilling hole between the injection pipes disposed from the excavating surface A;

Excavating the ground in front of the excavation surface while removing the drilled hole closed with the filling material to provide a tunnel ceiling reinforcement method by a multi- 훠 polling reinforcement comprising the step of forming a new excavation surface (A1).

Therefore Further excavation surfaces after the new excavation surface (A1) may be repeatedly carried out by additional reinforcement of multiple shock-falling (111) to further extend the reinforcement range.

That is, in the rear of the excavation surface, the conventional wet-polling method is applied as it is, and the weak ground (D) in front of the excavation surface is applied. Excavation can be safely proceeded after reinforcing long-distance line by multiple shock-polling reinforcement method.

Also preferably, the injection pipe is used to distinguish the installation and the hole insertion tube, the front end of the mounting portion is formed by the connecting portion, in the state that the connection portion is inserted into the rear end of the drilling hole insertion tube,

Inserting the injection tube into the drilling hole to be fixed to the drilling hole by the stopper mounted on the outer peripheral surface of the front end of the drilling hole insertion pipe,

To provide a tunnel ceiling reinforcement method by separating the mounting table from the drilling hole insertion pipe to be arranged only from the tunnel ceiling surface (E) to the ground (D) to be formed in front of the excavation surface of the drilling hole insertion pipe do.

That is, since the present invention extends the injection pipe such as steel pipe to the ground (D) in front of the excavation surface, it can be said that the arrangement of the injection pipe is adjusted to solve the problem of removing the injection pipe during excavation.

In addition, it is preferable to provide a tunnel ceiling reinforcement method by the multi- 훠 polling reinforcement that can be formed by being injected into the injection pipe and finished to be pressed into the ground around the perforation hole or perforation hole.

That is, the present invention may be able to inject and finish the filler in the drilled hole, but the filler is pressed into the ground around the drilled hole to increase the reinforcing effect so that the ground can be reinforced.

The present invention solves the difficulty of reinforcing the tunnel ceiling because it enables the ground reinforcement, which is difficult to apply the conventional wet-polling method, and this reinforcement method is relatively economical and efficient tunnel excavation construction is relatively large compared to other construction methods It becomes possible.

This in turn, the present invention can increase the reinforcement length (increase the drilling length) by the drilling from the inside of the tunnel (excavation surface) to the front tunnel ceiling, Excessive excavation surface, that is, the weak ground (D) is pre-reinforced multiple times to overcome the weakness of the conventional wet-polling method, and in terms of construction cost, it is possible to economically reinforce the tunnel because the cost is small compared to the conventional injection pipe multi-stage grouting method .

In addition, it is possible to secure the ground reinforcement increase effect by press-fitting the filler to ground around the perforation hole according to the condition of the ground.

The scope of the present invention is shown by the following claims rather than the above description, and all changes or modifications derived from the meaning and scope of the claims and their equivalents should be construed as being included in the scope of the present invention. do.

Figure 1a is a construction cross-sectional view and longitudinal cross-sectional view of the conventional wet-polling method,
1b is a construction sequence diagram of a conventional wet-polling method;
Figure 1c is the installation regulation table of the conventional wet-polling method,
Figure 1d is a construction sectional view of a conventional steel pipe multi-stage grouting method,
Figure 1e is a flow chart of a conventional steel pipe multi-stage grouting method,
1f is a contrast table of the conventional wet-polling method and steel pipe multi-stage grouting,
Figure 1g is a partial cross-sectional view of the conventional wet-polling method,
Figure 2a, 2b, 2c and 2d is a flow chart of the tunnel ceiling reinforcement method by the multiple shock-polling reinforcement according to the present invention,
Figure 3a, 3b, 3c and 3d is a detailed flow chart of the multi- 훠 polling reinforcement method according to the present invention,
4a, 4b and 4c is a cross-sectional view of the reinforcing tunnel ceiling according to the present invention.

DETAILED DESCRIPTION Hereinafter, exemplary embodiments of the present invention will be described in detail with reference to the accompanying drawings so that those skilled in the art may easily implement the present invention. The present invention may, however, be embodied in many different forms and should not be construed as limited to the embodiments set forth herein. In the drawings, parts irrelevant to the description are omitted in order to clearly describe the present invention, and like reference numerals designate like parts throughout the specification.

Figure 2a to 2d shows the tunnel ceiling reinforcement method according to the present invention, that is, the improvement method of the heat-polling method in order.

First, according to the present invention according to the invention according to the present invention to form an excavation surface by excavating the ground in order to construct a tunnel, the tunnel ceiling reinforcement means 10 by the conventional wet-polling method in the rear of the excavation surface (A) It can be seen that it is formed.

That is, the present invention applies the conventional wet-polling (10) method as it is, according to this method extends upward from the rear tunnel ceiling surface (B) relative to the excavation surface (A) tunnel ceiling portion in front of the excavation surface (A) ( The perforation hole 11 is formed to extend to C), and the injection tube 12 and the grouting material 13 including the steel pipe are injected and finished in the perforation hole as shown in FIG. 1B.

The tunnel ceiling surface (B) at the rear will be a shotcrete surface formed between the steel beam and the steel beam not shown.

Accordingly, when the excavation surface (A) is to be excavated to proceed with the tunnel excavation, there is a possibility that the front upper ground (D) may collapse, especially if the collapse range of the ground (D) is widely distributed. Excavation becomes difficult to apply the conventional wet-polling method.

Accordingly, by applying the multiple wet-polling reinforcement according to the present invention, the ground which has a great concern of collapse is linearly reinforced.

At this time, the meaning of the multiple means that the conventional wet-polling method is applied to the tunnel ceiling at the rear of the excavation surface (A), and the ground (D) including the tunnel ceiling part in front of the excavating surface (A) which the conventional wet-polling method could not be applied to. According to the invention it can be said that the additional reinforcement in the tunnel.

On the basis of the excavation surface (A), the rear may be divided into a conventional wet-polling method section (L1) and the front may be divided into a multiple wet-polling method section (L2) according to the present invention.

Therefore, the present invention is to apply a multiple wet-polling method to the upper ground (D) to be collapsed using the excavation surface (A).

That is, as shown in FIG. 2B, the drilling hole 110 is further inclined upwardly to further form the drilling hole 110 to the upper surface D of the tunnel ceiling surface to be formed in front of the drilling surface A. 110 may be provided as many as the excavation surface (A) to the reinforcement range necessary for the excavation considering the ground conditions in front.

In contrast to the conventional wet-polling method, the conventional wet-polling method allows the drill holes to be installed one by one in front of the excavation surface from the tunnel ceiling surface (B) behind the excavation surface to be introduced in the tunnel excavation direction of the upper ground (D). Area For example, only the length of one-step wet-polling can be secured.

According to the present invention, in addition to the conventional wet-polling method, a drilling hole 110 is additionally installed in the tunnel (excavation surface) in front of the excavation surface A, and the additionally constructed drilling hole 110 is a conventional wet-polling method. on Compared to this, the drilling length is increased. This is because the starting part of the drilling hole starts from the excavation surface inside the tunnel.

Therefore, the increase in the length of the drilled hole in the drilled hole in addition to the excavation surface (A) can increase the length of the preceding reinforcement from the excavation surface (A) to the upper ground (D), which may be collapsed in the tunnel excavation direction. It can be seen that the tunnel stability is secured because it is overlapped and reinforced with the surface front ground (D).

After forming the drilling hole formed on the excavation surface (A), the injection tube including the steel pipe is inserted into the drilling hole, and the grouting material is injected and finished as follows.

That is, although the injection pipe 120 including the steel pipe is inserted into the drilling hole 110, the injection pipe 120 including the steel pipe is ground from the tunnel ceiling surface (E) to be formed in front of the excavation surface (A) It is arranged to extend only to (D).

The reason for this is that in the case of the present invention, since the excavation method is applied to the excavation surface (A), the excavation proceeds forward, and thus, when the injection pipe including the steel pipe is formed over the entire length of the drilling hole, this excavation is performed. This is because a problem arises in that the injection tube including the steel pipe needs to be partially removed.

Therefore, the injection pipe 120 including the steel pipe is disposed so as to be disposed only from the tunnel ceiling surface E to be formed by excavation in front of the excavation surface A as shown in FIGS. 3A and 3B to the upper ground D. will be.

In order to install the injection pipe 120 including such a steel pipe can be seen that the present invention is formed by separating the injection pipe 120 including the steel pipe into the mounting table 121 and the drilling hole insertion pipe 122 as shown in Figure 3b. .

First, the drilling hole insertion pipe 122 is an injection pipe including a steel pipe is installed with a stopper 123, such as a leaf spring, which serves to fix the injection pipe including the steel pipe to the drilling hole at the front end, the grouting material injection therein It can be seen that the injection hose 124 for the extension is installed.

The mounting table is connected in such a manner that the insertion hole is inserted into the beginning of the hole insertion tube 122 so that the drilling hole insertion tube 122 is disposed in the hole 100 formed in the ground D from the tunnel ceiling surface E. (121).

The mounting table 121 is also an injection tube including a steel pipe is formed in the front end of the connecting portion 125 in the form of a sleeve to be inserted into the insertion portion of the drill hole insertion tube 122 is formed by the mounting portion (125) ( 121) Temporarily connect the drilling hole insertion pipe 122 to the tip end,

When the drilling hole insertion pipe 122 is fixed to the drilling hole 110 by the stopper 123 formed at the distal end of the drilling hole insertion pipe 122, the mounting table 121 is pulled out rearward to the final drilling hole insertion pipe 122 It can be seen that it can be arranged only on the ground (D) upward from the tunnel ceiling surface (E) in front of the excavation surface (A).

At this time, as shown in FIG. 3c, the rear end of the injection hose 124 installed in the drilling hole insertion tube 122 is disposed to extend to the rear of the excavation surface.

Next, the filler 126 including the grouting material is injected into the drilling hole insertion tube 122 and finishes to reinforce the ground D in front of the excavation surface.

That is, the filler 126 is injected into the injection tube including the steel pipe through the injection hose 124. The packer 127 is provided at the rear end of the hole insertion tube so as not to leak by being injected only into the hole insertion tube 122. ) Is preferable.

Filling material is injected into the drill hole insertion pipe 122 by the injection hose 124, and is leaked to the open end of the drill hole insertion pipe while preventing leakage by the packer, and formed in the injection pipe arrangement section including the steel pipe. It can be seen that the end of the drilling hole formed in the ground (D) in front of the excavation surface (A) by filling the hole is closed by the injection pipe and the filling material including the steel pipe to be a wet-polling reinforcement.

Next, as shown in FIG. 3d, the filler 128 including mortar is injected and closed into the drilling hole between the excavation surface A and the tip of the mounting table without the injection pipe including the steel pipe.

This is because, as described above, when the injection tube including the steel pipe is inserted into the drilling hole 110, it should be removed when excavating the ground in front of the excavation surface, and the filling material 128 is cured so that it can be easily removed at a later excavation. Afterwards, mortar with less strength is used.

The reason for closing the drill hole with the filling material such as mortar will be removed immediately during the excavation, but by closing the drill hole with the filler material to prevent the leakage of blast energy when blasting and to reinforce the ground around the hole. To do this.

Next, as shown in FIGS. 2C and 2D, the ground is excavated in front of the tunnel excavation surface while removing the drilling hole 110 closed by the filler 128 to form a new excavation surface A1.

In addition, when the new excavation surface (A1) and other additional leading reinforcement is required in the same manner it is repeated to perform additional multi- 훠 polling reinforcement (111).

That is, tunnel excavation is performed while excavating the ground forward from the excavation surface (A).

In this case, since the ground of the front is sufficiently reinforced by the multiple wet-polling reinforcement according to the present invention, it can be seen that the collapse of the ground can be prevented even when the excavation proceeds.

Accordingly, the excavation surface (A) is formed as a front excavation surface (A1), it can be seen that the drilling hole 110 filled with the filling material between the excavation surface is removed, the tunnel ceiling surface (above the removed drilling hole ( From E) it can be seen that the ground (D) is applied to the multiple shock-polling 100 reinforcement in several layers according to the present invention.

By repeating the above-described step on the basis of the newly formed excavation surface (A1) to effectively reinforce the ground in front of the final excavation surface.

At this time, in order to make the reinforcement of the ground more sufficiently, a grouting method may be additionally applied so that the filler may be press-fitted to the ground around the perforation hole to be ground reinforcement.

That is, as shown in FIG. 3D, the filler injected by the injection hose 124 of the present invention is injected at a high pressure, but the drill hole insertion pipe is made of an injection pipe including a perforated steel pipe, but is extended to the drill hole insertion pipe. The tip of the injection hose is connected to the air packer inside the injection tube including the perforated steel pipe, so that the filler 126 pressurized at high pressure is injected at a high pressure by the air packer, while spreading to the outside of the injection pipe including the perforated steel pipe. To penetrate to the surrounding ground (D).

In this case, it is possible to reinforce the ground around the perforation hole in preparation for filling and filling only the inside of the perforation hole, thereby enabling more effective tunnel ceiling reinforcement.

Figure 4a is a one-stage preliminary reinforcement, Figure 4b is a two-stage preliminary reinforcement showing a tunnel reinforcement cross-sectional view according to the present invention, in contrast to the reinforcement cross-section by the conventional wet-polling (10) method multiple multi-polling according to the present invention According to the reinforcement method, the reinforcement part by wet-polling is expanded on the basis of the tunnel ceiling surface (E), so that it is possible to enhance the ground (D).

In addition, according to Figure 4c it can be seen that the conventional ground polling (10) method also enables the ground reinforcement by the filler (13) and the ground reinforcement by the filler 126 by the multiple wet polling (100) method according to the present invention. have.

100: multiple shock polling
110: drilling hole
120: injection tube including steel pipe
121: mounting table
122: drill hole insertion tube
123: stopper
124: injection hose
125: connection
126: filler
127: Packer
128: filler

Claims (4)

After forming a drilling hole to extend upward from the tunnel ceiling surface (B) behind the excavation surface (A) inside the tunnel to the tunnel ceiling portion (C) in front of the excavation surface, inserting an injection tube including a steel pipe over the drilling hole; In the tunnel ceiling reinforcement method by the wet-polling reinforcement to inject a filler including a grouting material in the injection tube and finishes,
Further increasing the opening length by forming a plurality of drilling holes 110 extending from the excavation surface A to the ground D on the upper surface of the tunnel ceiling surface E; And injecting and closing the filler 126 into the plurality of drilling holes 110 to reinforce the multiple saw polling 111 to reinforce the ground D in front of the excavation surface A. Tunnel ceiling reinforcement method by a multi- 훠 polling reinforcement, characterized in that to enable line reinforcement by. The method of claim 1, wherein injecting and finishing the filler
Inserting an injection tube (120) including a steel pipe into the drilling hole (110), wherein the injection tube (120) is disposed only from the tunnel ceiling surface (E) to the ground (D) to be formed in front of the excavation surface;
Reinforcing the ground (D) in front of the excavation surface (A) by injecting and closing the filler in the injection pipe (120);
Injecting and closing the filling material 128 including mortar in the drilling hole 110 without the injection pipe between the injection pipes 120 disposed from the excavation surface A; And
Excavating the ground in front of the excavation surface (A) while removing the punching hole 110 closed with the filler material 128 to form a new excavation surface (A1); by performing a multi- 훠 pole 111 reinforcement As a step, the tunnel ceiling reinforcement method by the multi- 훠 polling reinforcement, characterized in that it can be carried out in addition to the additional excavation surface after the new excavation surface (A1) if necessary. The method of claim 2, wherein the injection pipe 120 is used to distinguish the installation table 121 and the drill hole insertion pipe 122,
In the state that the front end portion of the mounting table 121 is formed by the connecting portion 125, the connecting portion 125 is inserted into the rear end of the drilling hole insertion pipe 122,
The injection pipe 120 is inserted into the drilling hole 110 so that the drilling hole insertion pipe 122 is fixed to the drilling hole 110 by the stopper 123 mounted on the outer peripheral surface of the distal end of the drilling hole insertion pipe 122. and,
The mounting table 121 is separated from the drilling hole insertion pipe 122 so that the drilling hole insertion pipe 122 is disposed so as to be disposed only from the tunnel ceiling surface (E) to the ground (D) to be formed in front of the excavation surface. Tunnel ceiling reinforcement method by reinforcement of multiple shock polling. The method of claim 1 or 2, wherein the filling material is injected into the injection pipe 120 is finished in the multi- 훠 polling reinforcement, it characterized in that it can be pressed into the perforated hole 110 or the ground around the perforated hole to be reinforced. Tunnel ceiling reinforcement method.

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