KR20200007540A - One-way tunnel excavation method using pipe roof and tunnel structure using pipe roof - Google Patents

Abstract

The present invention relates to a one-way tunnel excavation method using a pipe roof and a tunnel structure using a pipe roof which can penetrate a tunnel completely in one direction by widening the tunnel and positioning a penetration unit on a pit mount unit by pipe roof reinforcement. The one-way tunnel excavation method using a pipe roof comprises: a separation point and reinforcing point selecting step of performing one-way excavation at a pit mount of one side of a tunnel, selecting a separation point separated from a pit mouth of the other side of the tunnel, and selecting a reinforcing point into which a pipe roof is inserted; a widening excavation step of widening and excavating the tunnel from the separation point to the reinforcing point; a reinforcing step of reinforcing the pipe roof from the reinforcing point to the pit mouth of the other side of the tunnel; and a penetration step of excavating the tunnel only in one direction towards the pit mount of the other side of the tunnel at the pit mouth of the one side of the tunnel to penetrate the tunnel at the pit mouth of the other side of the tunnel. The tunnel structure using a pipe roof is constructed by the one-way tunnel excavation method using a pipe roof.

Description

One-way tunnel excavation method using pipe roof and tunnel structure using pipe roof}

The present invention relates to a tunnel one-way excavation construction method using a pipe loop and a tunnel structure using the same, and more particularly, by expanding the tunnel and reinforcing through the pipe loop, forming the through part in the shaft without forming the through part inside the tunnel, The present invention relates to a tunnel one-way excavation construction method using a pipe loop that can completely penetrate a tunnel by one-way excavation, and to a tunnel structure using a pipe loop.

As for the method of constructing a tunnel, it is common to form shafts at the start and end points of the tunnel and to excavate in both directions at each shaft. At this time, the through-hole is formed inside the tunnel and the excavation work is completed. Since the penetration part must secure structural stability regardless of the ground condition, it is generally located inside the tunnel where the ground condition is favorable.

1 is a view showing a conventional general penetrating method. Referring to FIG. 1, in order to shorten the construction period and stabilize the tunnel excavation during the excavation of the tunnel 10, the penetration part is planned in the tunnel, and the bidirectional excavation is simultaneously performed at the time point 20 and the end point 30. In this case, construction work paths capable of processing the products (buckets) due to the excavation equipment entry and the excavation of the tunnel should be installed in the starting point 20 and the end 30, and additional facilities necessary for the construction are installed for each shaft. The tunnel is then excavated.

However, this tunnel bidirectional excavation construction method has the following problems. The starting point 20 and the end 30 for the excavation of the tunnel 10 are mostly located in a mountainous terrain that is difficult to enter due to the characteristics of the tunnel 10. Accordingly, the extension of the starting point for the tunnel construction is extended. There is a problem that is difficult to open by work. In addition, even if the work path is planned, construction may be suspended by the surrounding complaints at the construction stage, so construction is suspended until the complaint is resolved.

Accordingly, when it is difficult to open by any one of the start portion 20 and the end portion 30 of the tunnel 10, as shown in FIG. 2, the excavation is first performed in one direction at the position where the work can be opened, and the shaft portion as much as possible. After excavating the tunnel 10 so as to close the reinforcing point 40 to wait for a long time to resolve the civil complaints. After the complaints are resolved, work lanes must be opened at the opposite shaft and drilled through the tunnel.

Specifically, referring to FIG. 2, when the excavation proceeds at the viewpoint 20, the excavation proceeds as close as possible to the endpoint 30, and the construction of the construction work and the installation of the shaft earthwork and additional facilities are performed at the endpoint 30. After the tunnel excavation work will be able to penetrate the tunnel.

However, the problem of such a two-way excavation is to open the construction work path in the end portion 30 for the tunnel construction, and through the excavation work after installing the groundwork for the construction of the shaft and additional facilities such as machinery and electricity during construction You have to. In this case, the establishment of the work path should be premised on the resolution of the complaints, and if the complaints are not resolved, it will be impossible to open the access road and the construction should be stopped. In addition, even if the complaint is settled and the access road is opened, a tunnel excavation and penetration may occur after installing the shaft work and additional facilities and proceeding with the tunnel excavation.

Republic of Korea Patent Publication No. 10-2014-0129485 discloses a conventional "tunnel excavation method and tunnel excavation structure". Tunnel excavation construction method disclosed in Korean Unexamined Patent Publication No. 10-2014-0129485 is to penetrate the tunnel by carrying out the earthwork of the opposite shaft through the small tunnel equipment through the pilot tunnel through the steel pipe press As a result, poor construction and economical efficiency of the steel pipe press-fitting process for forming a pilot tunnel, poor constructionability due to the characteristics of small equipment, and earthwork and tunnel excavation work on the opposite shaft have not solved the above problems.

The present invention is to solve the above-mentioned problems, more specifically, widening the tunnel, and reinforcement to the shaft portion in the through direction through the pipe loop, without opening the access ramp for construction, excavation of the shaft earthwork, complete without installation of the auxiliary facilities during construction The present invention relates to a tunnel one-way excavation construction method using a pipe loop that can penetrate a tunnel in one direction, and a tunnel structure using a pipe loop.

Tunnel one-way excavation construction method using the pipe loop of the present invention for solving the above problems, one-way excavation in the shaft of one side of the tunnel, select the separation point at a distance away from the other shaft of the tunnel, Selecting a separation point and a reinforcement point for selecting a reinforcement point to be inserted; A widening excavation step of broadly digging a tunnel from the separation point to the reinforcement point; Reinforcing step of reinforcing the pipe loop from the reinforcing point to the other shaft of the tunnel; And drilling the tunnel only in one direction from one shaft of the tunnel to the other shaft of the tunnel and penetrating the tunnel from the other shaft of the tunnel.

In the tunnel one-way excavation construction method using the pipe loop of the present invention for solving the above problems, the through point through which the tunnel penetrates is not formed inside the tunnel, and the through point is preferably formed at the other shaft of the tunnel.

The length of the pipe loop of the tunnel one-way excavation construction method using the pipe loop of the present invention for solving the above problems is 12m to 40m, the diameter of the pipe loop is preferably 100mm to 400mm, the pipe loop tunnel It is preferable to protrude outward from the other side of the shaft.

The pipe loop of the tunnel one-way excavation construction method using the pipe loop of the present invention for solving the above problems is preferably reinforced by grouting, the tip grouting to prevent the tip of the pipe loop protruding to the other shaft of the tunnel The apparatus further includes an apparatus, wherein, when reinforcing the pipe loop with the grouting, the tip of the pipe loop is preferably blocked.

In the tunnel one-way excavation construction method using the pipe loop of the present invention for solving the above problems, the widening section that widens the tunnel from the separation point to the reinforcement point is preferably 5m to 15m, and protrudes into the other shaft of the tunnel. In the lower part of the pipe loop, a steel ball supporting the pipe loop is erected, and the steel ball is erected before the tunnel is penetrated.

Tunnel structure using a pipe loop of the present invention for solving the above problems is preferably constructed by a tunnel one-way excavation construction method using a pipe loop.

Tunnel one-way excavation construction method using the pipe loop and the tunnel structure using the same according to an embodiment of the present invention to select the separation point and reinforcement point, widen the tunnel from the separation point to the reinforcement point, from the reinforcement point to the other shaft of the tunnel By reinforcing through the pipe loop, there is an advantage that the tunnel can be completely excavated and penetrated in one direction.

Through this, many problems caused by the construction of access roads that had to be installed in both shafts of the tunnel, such as poor constructionability and excessive air delay caused by civil complaints, were solved by one-way excavation to secure construction and reduce construction costs and complaints. Can be solved.

In addition, the one-way excavation of one side of the tunnel can eliminate or reduce the shafts installed at the start and end points, thereby reducing the cost of earthwork and slope reinforcement work due to the construction of the shafts, and eliminating shafts does not damage the natural environment. There is an advantage that can be preserved without.

In addition, since it is not necessary to install various additional facilities to be installed in the shaft portion for the tunnel construction, there is an advantage of maximizing the construction efficiency by reducing the construction cost of the auxiliary facilities. In particular, the complete one-way excavation can solve the problem of the shaft noise generated in the shaft during the excavation of the tunnel without a separate method or a reduction facility has the advantage that can prevent civil complaints.

1 is a view showing a conventional bidirectional tunnel excavation construction method.
2 is a view showing a conventional one-way tunnel excavation construction method.
Figure 3 is a flow chart of a tunnel one-way excavation construction method using a pipe loop according to an embodiment of the present invention.
4 is a conceptual diagram of a tunnel one-way excavation construction method using a pipe loop according to an embodiment of the present invention.
5 to 10 is a view showing step by step tunnel construction excavation construction method using a pipe loop according to an embodiment of the present invention.
11 is a view showing that the terrain of the other shaft of the tunnel according to an embodiment of the present invention is a steep slope.
12 is a view showing that the topography of the other shaft of the tunnel according to an embodiment of the present invention is the excavation required section.
13 to 14 is a view showing the tip grouting apparatus according to an embodiment of the present invention.

The present invention relates to a tunnel one-way excavation construction method using a pipe loop and a tunnel structure using the same, by constructing the pipe loop in the gang, and through the stable ground completely through the pipe loop reinforcement, inevitably on both sides of the tunnel starting point The present invention relates to a tunnel one-way excavation construction method using a pipe loop and a tunnel structure using the same, which can reduce and eliminate various access facilities for construction, shaft excavation, and excavation that should be constructed. Hereinafter, exemplary embodiments of the present invention will be described in detail with reference to the accompanying drawings.

In the following description, one side shaft 111 of the tunnel may be the viewpoint direction of the tunnel 110 and may be the end direction of the tunnel 110. In addition, the other shaft 112 of the tunnel may also be the viewpoint direction of the tunnel 110, it may be the end direction of the tunnel 110. That is, the one shaft 111 of the tunnel and the other shaft 112 of the tunnel are formed at opposite points in the tunnel 110, and a point at which one-way excavation of the tunnel 110 proceeds is one shaft 111 of the tunnel. And the other side of the tunnel becomes the other shaft 112 of the tunnel.

In FIGS. 4 to 11, one shaft 111 of the tunnel is displayed on the right side of the tunnel 110 for convenience, but in fact, one shaft 111 of the tunnel is a tunnel starting point for construction and the shaft after the construction of an access road for construction. It is a place that needs to secure more than a certain area to arrange various subsidiary facilities necessary for tunnel excavation.

3, the tunnel one-way excavation construction method using a pipe loop according to an embodiment of the present invention, the separation point and reinforcement point selection step (S100), widening excavation step (S200), pipe loop reinforcement step (S300), tunnel It includes a penetrating step (S400).

4 illustrates a conceptual diagram of a tunnel one-way excavation construction method using a pipe loop, in which the tunnel 110 is excavated and completely penetrated in one direction only from one shaft 111 of the tunnel. Specifically, in the conventional tunnel excavation construction method, the through point through which the tunnel penetrates is formed inside the tunnel by bidirectional excavation. (Here, the point of penetration is the point at which the tunnel is last penetrated so that it can communicate with the outside on both sides of the tunnel.)

However, according to an embodiment of the present invention, the through point through which the tunnel penetrates is not formed in the tunnel 110, and the through point may be formed in the other shaft 112 of the tunnel. That is, the excavation proceeds in one direction only in the direction from the one shaft 111 of the tunnel to the other shaft 112 of the tunnel, and the direction from the other shaft 112 of the tunnel toward the one shaft 111 of the tunnel. As the excavation does not proceed, the penetrating point may be formed in the other shaft 112 of the tunnel.

As a result, the tunnel 110 may be excavated in only one direction while reducing and eliminating various access facilities for construction access roads, shaft earthworks, and excavation to the other shaft 112 of the tunnel.

Here, the through point through which the tunnel penetrates, may be penetrated through the molding control blasting or mechanical excavation to proceed the blasting by varying the blasting length of the lower end and the upper end of the through point. (It may be penetrated only by mechanical excavation, and it is better to penetrate using both molding control blasting and mechanical excavation at the same time. Also, if necessary, it may be penetrated only by molding control blasting.)

The through-molding control blasting for through-excavation in the other shaft 112 of the tunnel is to vary the blasting length for each position in the cross section of the through point, and to control the blasting length in a stepped form in consideration of the rock condition of the through-hole. It is a blasting method.

Specifically, in the cross section of the through point from the bottom to the top to gradually increase the blasting length in the horizontal direction to adjust the fabric mill in the step form of about 4m to 0.8m, and adjust the amount of gunpowder for each fabric mill so that the other shaft Forming control blasting method of the through part to enable stable excavation considering the topographical conditions and rock conditions of (112). At this time, it is preferable to adjust the area not to be blasted toward the other shaft 112 to secure about 2m (1.8m to 2.2m).

 5 to 10 is a view showing step by step tunnel construction excavation construction method using a pipe loop according to an embodiment of the present invention. 5 to 10, a tunnel one-way excavation construction method using a pipe loop according to an embodiment of the present invention will be described.

Referring to FIG. 5, the step of selecting the separation point and the reinforcement point (S100) proceeds with one-way excavation in one shaft 111 of the tunnel, and spaces apart from the other shaft 112 in the tunnel with a separation distance 120. In this step, the reinforcement point 130 into which the pipe loop 140 is inserted is selected. The separation point 120 may be a point where the widening excavation of the tunnel starts.

From one shaft 111 of the tunnel to the separation point 120, the excavation may proceed through a variety of tunneling methods commonly used, and the excavation method is a well-known technique, and a detailed description thereof will be omitted.

Referring to Figure 6, the widening excavation step (S200) is a step to broadly excavate the tunnel from the separation point 120 to the reinforcement point 130. The reinforcement point 130 is a point at which the pipe loop 140 to be described later is inserted. In the widening excavation step (S200), by expanding the cross section larger than the cross section excavated tunnel from one side shaft 111 of the tunnel to the separation point 120, excavating the tunnel, the reinforcement from the separation point 120 Widening to point 130 to excavate the tunnel.

The distance from the separation point 120 to the reinforcement point 130 may be a wide section 121, the wide section 121 is preferably 5m to 15m, preferably 10m.

The widening of the tunnel in the widening section 121 is necessary for the pipe loop 140 to be effectively constructed. At this time, it is preferable that the width of the tunnel wide is optimally selected in consideration of the construction for reinforcing the pipe loop 140 and the stability of the existing design cross section, and the width widening from the existing design cross section is 0.8m to 1.2m. Is effective. (About 1m is effective.)

Since the pipe loop 140 is a steel pipe pipe having a length of 12 m to 40 m, if the extension of the wide section 121 is too small, the pipe loop 140 is constructed through the wide section 121. It becomes difficult to do it. On the contrary, if the extension of the widening section 121 is too long, a widening excavation cost may increase. Therefore, the wide section 121 is preferably 5m to 15m, preferably 10m, so as to reinforce the pipe loop 140 from the reinforcement point 130 to the other shaft 112 of the tunnel.

Referring to FIG. 7, the pipe loop reinforcement step S300 is a step of reinforcing the pipe loop 140 from the reinforcement point 130 to the other shaft 112 of the tunnel. The pipe loop 140 supports the ground by forming a reinforcement through grouting by inserting the steel pipe into the ground at the same time as the perforated outside the tunnel excavation surface.

From the reinforcement point 130 to the other shaft 112 of the tunnel before the excavation, when the pipe loop 140 is inserted into the other shaft 112 of the tunnel from the reinforcement point 130, the ground is not excavated ( The pipe loop 140 may be inserted into 170.

As such, when the pipe loop 140 is reinforced from the reinforcement point 130 to the other shaft 112 of the tunnel, the ground of the other shaft 112 of the tunnel can be supported. Through this, it is possible to prevent the collapse and collapse that may occur when penetrating the tunnel 110 in one direction, and it is possible to excavate the tunnel completely in one direction without the shaft composition and the tunnel excavation in the other shaft 112 of the tunnel. .

The length of the pipe loop 140 is preferably 12m to 40m, the diameter of the pipe loop 140 is preferably 100mm to 400mm. The pipe loop 140 may mainly use a steel pipe of about 200 mm in diameter, but may vary depending on the tunnel shape and ground conditions, so that the diameter of the steel pipe may be changed.

The length of the pipe loop 140 may be 12m to 40m, it may vary depending on the ground conditions of the other shaft 112 of the tunnel. However, if the length of the pipe loop 140 is too short, since the ground support effect is insignificant, the length of the pipe loop 140 is preferably formed larger than 12m.

In addition, since the pipe loop 140 is used to reinforce the other shaft 112 of the tunnel, it is not preferable to reinforce the section that is too far from the other shaft 112 of the tunnel. Therefore, the length of the pipe loop 140 is preferably within 40m in consideration of workability.

The pipe loop 140 is reinforced from the reinforcement point 130 to the other shaft 112 of the tunnel. In this case, the pipe loop 140 may protrude outward from the other shaft 112 of the tunnel. . In detail, the pipe loop 140 may extend beyond the other shaft 112 of the tunnel.

Referring to FIG. 8, in the tunnel penetrating step S400, the tunnel 110 is excavated only in one direction from one shaft 111 of the tunnel toward the other shaft 112 of the tunnel to penetrate the tunnel 110. As described above, by reinforcing the pipe loop 140 from the reinforcement point 130 to the other shaft 112 of the tunnel, the shaft for installing an access road, a shaft earthwork, and an auxiliary facility for construction in the other shaft 112 of the tunnel. The tunnel can be completely traversed in one direction without creating wealth.

As described above, since the shaft is structurally fragile, collapse and collapse occur when penetrating the tunnel 110 in one direction. In particular, since there is a high risk of collapse occurring where it is not reinforced with the pipe loop 140, in order to completely penetrate the tunnel 110 in one direction, the area that is not reinforced with the pipe loop 140 should be removed.

Therefore, the pipe loop 140 is preferably reinforced so as to protrude outward from the other shaft 112 of the tunnel, through which it is possible to safely support the other shaft 112 of the tunnel.

The pipe loop 140 may protrude from the other shaft 112 of the tunnel to be reinforced at the reinforcement point 130, and the pipe loop 140 is 0.8 m from the other shaft 112 of the tunnel. It can protrude to 1.2m. According to the terrain condition of the other shaft 112 of the tunnel (preferably around 1m), the pipe loop 140 may protrude only a part of the reinforcement area, and the whole may protrude. The protrusion of the pipe loop 140 is to prevent the collapse and collapse of the other shaft 112 when penetrating, and to enhance the reinforcing effect of ensuring the shaft safety during the additional excavation of the tunnel 110 after the penetrating.

After reinforcing the pipe loop 140 from the reinforcement point 130 to the other shaft 112 of the tunnel, the pipe loop 140 may be reinforced by grouting. Reinforcing the pipe loop 140 by grouting, by injecting and reinforcing grout material where the pipe loop 140 is inserted, it is possible to fix the pipe loop 140 to the ground, through the ground Will be able to support.

When reinforcing the pipe loop 140 by grouting, there is a fear that the grout material may escape to the distal end of the pipe loop 140. In particular, as described above, the pipe loop 140 may protrude to the outside from the other shaft 112 of the tunnel. In this case, when the reinforcing the pipe loop 140 by grouting, the grout material exits to the outside. There is a problem of not being reinforced.

In order to prevent such a problem, the front end of the pipe loop 140 may further include a front grouting device 180 capable of blocking the front end of the pipe loop 140 protruding to the other shaft 112 of the tunnel. The tip grouting device 180 may be installed at the tip part through the pipe loop 140 to close the opening during grouting. Therefore, when the grouting is performed through the tip grouting device 180, the grout material can be prevented from escaping to the outside.

When the front end grouting device 180 is capable of blocking the front end of the pipe loop 140 when reinforcing the pipe loop 140 by grouting, various devices may be used. For the embodiment of the front end grouting device 180, It will be described later.

Referring to FIG. 9, a rigid hole 150 supporting the pipe loop 140 may be erected below the pipe loop 140. The steel ball 150 may be vertically erected inside the tunnel 110, and may further reinforce the other shaft 112 of the tunnel while supporting the pipe loop 140.

The steel ball 150 is preferably erected in the direction toward the inside of the tunnel 110 in the other shaft 112 of the tunnel, it is preferably established before completely penetrating the other shaft 112 of the tunnel in one direction. In this way, as the rigid hole 150 is erected, it is possible to further prevent the risk of collapse and collapse that may occur when completely passing through the other shaft 112 of the tunnel in one direction.

Referring to FIG. 10, after the other shaft 112 of the tunnel is completely penetrated in one direction, a shaft structure 160 may be erected to reinforce the shaft, and a backfill operation may be performed on the shaft structure 160 if necessary. You can proceed. As described above, the tunnel 110 according to the embodiment of the present invention is completely penetrated in one direction, and thus does not pre-form various auxiliary facilities required for construction access roads, shaft earthworks, and excavation in the other shaft 112 of the tunnel. After the tunnel 110 is completely penetrated in one direction, additional earthworks and the shaft structure 160 may be formed between the general earthworks or other operations required.

At this time, after the tunnel 110 is penetrated, it is possible to enter and exit from one shaft 111 of the tunnel, and thus it is not necessary to provide a separate work path in the other shaft 112 of the tunnel, and the tunnel 110 has already passed through. ) Can be used as a task.

As shown in FIG. 11, the other shaft 112 of the tunnel may form a steep slope ground 170a. The other shaft 112 of the tunnel may be formed of an earthwork cutting required section 170b or a mild slope as illustrated in FIG. 12. When the other shaft 112 of the tunnel is formed of a steep slope 170a, as shown in FIG. 11, the land can be filled. The other shaft 112 of the tunnel is formed of a cut required section 170b or a gentle slope as shown in FIG. 12. In some cases, earthworks and site stoppages may proceed.

At this time, since the tunnel 110 is already penetrated, it is possible to enter and exit from one shaft 111 of the tunnel, and it is not necessary to provide a separate work path in the other shaft 112 of the tunnel, 110) has the advantage of being used as a work.

13 and 14, the tip grouting device 180 may include a first packing bag 181 and a packing injection lake 182. The first packing bag 181 may be located inside the front end of the pipe loop 140, preferably from 0.3 to 0.7 m (about 0.5 m) inward from the front end of the pipe loop 140. Do. Since the length of the pipe loop 140 protruding from the other shaft 112 of the tunnel is 0.8 to 1.2 m (about 1 m), the first packing bag 181 may be considered in consideration of the protruding length of the pipe loop 140. Is preferably located 0.3 to 0.7 m (about 0.5 m) inward from the tip of the pipe loop 140.

However, the position of the first packing bag 181 is not limited thereto, and the protruding length of the pipe loop 140 may vary depending on the other shaft 112 of the tunnel. The position of the bag 181 may be determined according to the protruding length of the pipe loop 140.

The packing injection number 182 is connected to the first packing bag 181, and is capable of inflating the first packing bag 181 while inserting a filler into the first packing bag 181. As the first packing bag 181 is inflated, the front end of the pipe loop 140 may be blocked.

The tip grouting device 180 may further include a second packing bag 183, a first injection call number 184, and a second injection call number 185, and the pipe loop 140 has a tip injection hole 141. May be provided. The second packing bag 183 is provided on the inner side than the first packing bag 181, may be located in the 2.8 to 3.2m from the front end of the pipe loop 140, the other shaft of the tunnel ( 112) from 1.8m to 2.2m.

The second packing bag 183 is connected to the packing injection lake 182, and the second packing bag 183 is inserted into the second packing bag 183 through the packing injection lake 182. ) Can be inflated.

The pipe loop 140 may include a front end injection hole 141 communicating the inside and the outside of the pipe loop 140, and the front end injection hole 141 may include the first packing bag 181 and the second packing. It may be provided between the bag (183). Specifically, the tip injection hole 141 is preferably provided at a position 1.5m to 2.0m away from the other shaft 112 of the tunnel, it is preferably 1.5m. The tip inlet 141 may be a passage through which grouting material capable of grouting between the pipe loop 140 and the ground 170 moves.

The first injection number 184 is positioned between the end of the first packing bag 181 and the second packing bag 183, the first packing bag (184) through the first injection number (184) The grouting material may be inserted between the 181 and the second packing bag 183. When the grouting material is inserted through the first injection number 184, the grouting material may move through the tip inlet 141, and the tip of the pipe loop 140 may be grouted.

The end of the first injection number 184 is to maintain a distance of 0.3m to 0.7m (about 0.5m) with the tip inlet 141 in order to increase the tip injection effect when the tip of the pipe loop 140 grouting desirable. The second injection number 185 is the end is located inside the second packing bag 183, it is possible to grout the inside of the pipe loop 140. As the distal end of the pipe loop 140 is blocked through the second packing bag 183 (and the first packing bag 181), the pipe loop 140 through the second injection number 185. You will be able to grout.

Through the tunnel one-way excavation construction method using the pipe loop according to the embodiment of the present invention described above, a tunnel structure using a pipe loop can be formed, the tunnel structure is a tunnel one-way excavation using a pipe loop according to an embodiment of the present invention It may include all the features of the construction method.

Tunnel one-way excavation construction method using the pipe loop according to the embodiment of the present invention and the tunnel structure using the pipe loop has the following effects.

Conventionally, since it is impossible to completely excavate and penetrate a tunnel in one direction, a tunnel excavation process including a shaft hole was required at both sides of the tunnel. However, due to the characteristics of the tunnel, the starting point and the end point for the tunnel excavation are mostly located in the mountain formation difficult to enter, there is a problem that the length is extended to work and difficult to open the work. In addition, even if the planning of the work path was difficult to proceed with the excavation work of the tunnel as the work plan was destroyed by the surrounding complaints.

However, the tunnel one-way excavation construction method using the pipe loop and the tunnel structure using the same according to an embodiment of the present invention select the separation point 120 and the reinforcement point 130, from the separation point 120 to the reinforcement point 130 The tunnel 110 is widened, and by reinforcing through the pipe loop 140 from the reinforcement point 130 to the other shaft 112 of the tunnel, there is an advantage that the tunnel 110 can be completely excavated and penetrated in one direction.

Through this, it is possible to reduce and exclude various access facilities for construction access, shaft earthwork, and excavation, which were inevitably required to be installed at both sides of the tunnel starting point, and in particular, to reduce the efficiency of work by reducing and eliminating the construction of the other shaft of the tunnel. There are advantages to it.

As described above, the present invention has been described with reference to the embodiments shown in the drawings, which are merely exemplary, and those skilled in the art will understand that various modifications and equivalent other embodiments are possible. . Therefore, the true technical protection scope of the present invention will be defined by the technical spirit of the appended claims.

110.Tunnel 111.One shaft of the tunnel
112 the other shaft of the tunnel 120
121.Expansion section 130 ... Reinforcement point
140 ... pipe loop 150 ... rigidity support
160 ... shaft structure 170 ... ground
180 ... leading grouting device

Claims (9)

In the tunnel one-way excavation construction method for performing one-way excavation in any one of the start direction or the end point direction of the tunnel,
A one-way excavation in one shaft of the tunnel, selecting a separation point at a separation distance from the other shaft of the tunnel, and selecting a separation point and a reinforcement point for selecting a reinforcement point into which the pipe loop is inserted;
A widening excavation step of broadly digging a tunnel from the separation point to the reinforcement point;
Reinforcing step of reinforcing the pipe loop from the reinforcement point to the other shaft of the tunnel; And
A tunneling one-way excavation construction method comprising a pipe loop; excavating the tunnel only in one direction from one shaft of the tunnel toward the other shaft of the tunnel, through the tunnel in the other shaft of the tunnel. The method of claim 1,
The through point through which the tunnel penetrates is not formed inside the tunnel, and the through point is formed at the other shaft of the tunnel.
The through point is a tunnel one-way excavation construction method using a pipe loop, characterized in that penetrating through the molding control blasting or mechanical excavation to proceed the blasting by varying the blasting length of the lower end and the upper end of the through point. The method of claim 1,
The length of the pipe loop is 12m to 40m, the diameter of the pipe loop is a tunnel one-way excavation construction method using a pipe loop, characterized in that. The method of claim 3,
The pipe loop is a tunnel one-way excavation construction method using a pipe loop, characterized in that protruding toward the outside from the other shaft of the tunnel. The method of claim 4, wherein
Tunnel one-way excavation construction method characterized in that the pipe loop is reinforced by grouting. The method of claim 5,
And a tip grouting device capable of blocking the tip portion of the pipe loop protruding to the other shaft of the tunnel,
When reinforcing the pipe loop by the grouting, the one-way tunnel construction method characterized in that the front end of the pipe loop is blocked. The method of claim 1,
Tunnel one-way excavation construction method using a pipe loop characterized in that the widening section for expanding the tunnel from the separation point to the reinforcement point is 5m to 15m. The method of claim 4, wherein
Under the pipe loop protruding into the other shaft of the tunnel,
The rigid supporter for supporting the pipe loop is erected, the rigid supporter is a tunnel one-way excavation construction method characterized in that the erected before the tunnel. Tunnel structure using a pipe loop, characterized in that the construction by the tunnel one-way excavation construction method using a pipe loop according to claim 1.

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