JP2914957B1 - Non-widening AGF method - Google Patents

Abstract

[PROBLEMS] To excavate a tunnel, a steel pipe is driven until its rear end is located outside the excavation area in front of a face, so that hardened material is poured into the ground through the steel pipe so as not to require extra excavation. An object is to provide a non-widening AGF method that can be reliably injected. SOLUTION: A distal end of a resin pipe 2 is connected to an enlarged diameter portion of a steel pipe 1, a sheath pipe 3 is fitted outside the resin pipe 2, and a load applied from a rear end of the sheath pipe 3 is applied to the steel pipe. 1, the steel pipe driving device 5 drives the steel pipe 1 until the rear end thereof is located outside the excavation area 10 in front of the face 8; The hardened material is injected into the ground 9 through the steel pipe 1 from the rear end of the resin pipe 2 exposed to the front side of the resin pipe 2, and then the cutting face 8 is excavated together with the resin pipe 2 remaining in the excavation area 10.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a non-widening AGF method for excavating tunnels (including underground cavities for oil storage, etc.), and belongs to the technical field of tunnel excavation. Note that A
GF (All Ground Fasten) means that the fragile portion of the ground, which becomes the wall of the tunnel, is firmly reinforced.

[0002]

2. Description of the Related Art When excavating a tunnel, in order to prevent loosening of earth and sand, rocks, rocks, etc. forming the excavated tunnel wall surface and to ensure the safety of construction, prior to excavation, the excavation face of the tunnel is cut. A wide AGF method is used to reinforce the ground and excavate a tunnel.

In this method, as shown in FIG. 12, a steel pipe driving device A hits the rear end of a steel pipe B, so that the tunnel C is inserted into the ground E from the periphery of the excavation face D of the tunnel C. The steel pipe B is driven in a direction slightly outward in the axial direction, and then a mortar or a chemical for hardening the ground is injected from the rear end of the steel pipe B into the ground E in front of the excavation face D of the tunnel C. The improvement of the ground E and the rigidity of the steel pipe B reinforce the ground E in front of the excavation face D to excavate the tunnel C.

By the way, as described above, the steel pipe driving device A
When the steel pipe B is driven into the ground E by means of the steel pipe driving device A, the rear end of the steel pipe B protrudes toward the tunnel C due to the structure of the steel pipe driving device A. Excavation to excavate the rear end larger than the space F to be the tunnel C is required. In other words, it is necessary to separately cast concrete to a position where the space F to be the tunnel C is secured in order to cover the rear end portion of the steel pipe B protruding toward the tunnel C and the surplus portion G, and this requires material cost and construction. The problem of rising costs arises.

[0005]

By the way, it is conceivable to drive the steel pipe until the rear end thereof is located outside the excavation area in front of the face so as not to require any extra digging. However, since the rear end of the steel pipe remains in the excavation area in front of the face, it is difficult to realize the above, and the steel pipe is temporarily moved by any method until the rear end is located outside the excavation area in front of the face. Even if it can be driven in, mortar or a chemical solution for hardening the ground is injected into the ground through the steel pipe, but the rear end of the steel pipe is buried in the ground and injected. There is a problem that can not be.

Therefore, according to the present invention, as a method for excavating a tunnel, a steel pipe is driven until its rear end is located outside the excavation area in front of the face, so that no extra excavation is required, and then the steel pipe is grounded into the ground. An object of the present invention is to provide a non-widening AGF method capable of reliably injecting a hardening material. In the non-widening AGF method according to the present invention, the tunnel includes an underground cavity or the like for oil storage or the like.

[0007]

Means for Solving the Problems In order to solve the above problems, the present invention is characterized in that it is configured as follows.

First, the invention according to claim 1 of the present application (hereinafter referred to as “the invention”)
A first aspect of the present invention is a non-expandable AG that drives a plurality of steel pipes from the periphery of the excavation face of the tunnel into the ground in the axial direction or slightly obliquely outward of the tunnel and then excavates the face.
The method relates to the F method, in which, as the steel pipe, a pipe whose rear end is smoothly expanded from the front by bell processing so that a resin pipe can be fitted inside the rear end is used. A resin pipe is connected to the enlarged diameter portion at the rear end of the steel pipe, a sheath pipe is fitted to the outside of the resin pipe, and the load applied from the rear of the sheath pipe is transmitted to the steel pipe. By hitting the rear end projecting rearward from the resin pipe rear end face of the pipe, the steel pipe is driven until the rear end is located outside the excavation area in front of the face, and then the sheath pipe is removed. A hardening material is injected into the ground through the inside of the steel pipe from the rear end of the resin pipe exposed in front of the face, and thereafter, the face is excavated together with the resin pipe remaining in the excavation area.

The invention according to claim 2 (hereinafter referred to as the second invention) relates to the non-expandable AGF method according to the first invention, wherein the tunnel has a cross section perpendicular to the axial direction of the tunnel. The driving angle and the length of the steel pipe and the driving interval in the axial direction are determined so that the steel pipe overlaps at least two steps inward and outward, and the steel pipe is driven into the ground.

[0010] The invention according to claim 3 (hereinafter referred to as the third invention) relates to the non-expandable AGF method of the first invention, wherein the resin pipe has an inner diameter that is increased at the rear end of the steel pipe. It is characterized in that it is almost the same as the inside diameter except for the part.

According to the above configuration, the following operation can be obtained.

According to the first aspect of the present invention, a steel pipe whose rear end is smoothly expanded from the front by belling so that a resin pipe can be fitted inside the rear end is used. Therefore, the resin pipe can be connected to the steel pipe so that the outside thereof becomes the enlarged diameter portion of the steel pipe. Then, a resin pipe is connected to the enlarged diameter portion at the rear end of the steel pipe, a sheath pipe is fitted to the outside of the resin pipe, and the load applied from the rear of the sheath pipe is transmitted to the steel pipe. By hitting the rear end of the pipe projecting rearward from the rear end face of the resin pipe, the driving load is transmitted directly to the steel pipe via the sheath pipe, and the driving load is transmitted to the steel pipe without being transmitted to the resin pipe. The steel pipe can be driven in until its rear end is outside the excavation area in front of the face. Therefore, since the resin pipe remains in the excavation area without being destroyed, the resin pipe does not become buried in the ground even if the sheath pipe is removed from the resin pipe. As a result, the rear end of the resin pipe is exposed to the front side of the face, so that the hardening material can be injected into the ground through the steel pipe from the rear end of the resin pipe. Moreover, since the resin pipe remains in the excavation area,
The face can be excavated together with the resin pipe. In addition, since the enlarged diameter portion at the rear end of the steel pipe is smoothly enlarged from the front, the steel pipe can be driven smoothly without the enlarged diameter portion being caught in the ground.

According to the second aspect of the present invention, at any cross section perpendicular to the axial direction of the tunnel, the driving angle and the length of the steel pipe and the axial direction are set so as to overlap at least two steps inside and outside the periphery of the tunnel. Is determined and the steel pipe is driven into the ground, so that the steel pipe in the ground is driven around the tunnel at least in two or more steps. Therefore, the hardened material injected into the ground through the steel pipe from the rear end portion of the resin pipe also overlaps, so that the improved layer of the ground made of the hardened material is integrated and the improved layer can be thickened. .

According to the third aspect of the present invention, the resin pipe has an inner diameter that is substantially the same as the inner diameter except for the enlarged diameter portion at the rear end of the steel pipe. The irregularities formed on the wall surface are small. Therefore, when using a drill for drilling the ground by inserting the resin pipe into the steel pipe, the drill should not be caught on the inner wall surface of the connection portion, and therefore, the drill should be smoothly inserted or collected. Can be.

[0015]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Excavation of a tunnel by a non-widening AGF method according to an embodiment of the present invention will be described below.

The steel pipe 1 used in the non-widening AGF method is
As shown in FIG. 1, a plurality of injection holes 1b... 1b are provided at predetermined intervals in the longitudinal direction from the front end portion 1a, and the rear end portion is formed so that the resin tube 2 can be fitted inside the rear end portion. It has a diameter-increased portion 1c whose diameter is smoothly increased from the front.

The distal end portion 2a of the resin pipe 2 is fitted inside the enlarged diameter portion 1c of the steel pipe 1, and the outside of the distal end portion 2a of the resin pipe 2 becomes the enlarged diameter portion 1c of the steel pipe 1. The resin pipe 2 is connected to the steel pipe 1 as described above. The resin tube 2
Is used whose inner diameter is substantially the same as the inner diameter of the steel pipe 1.

Next, a non-widened AGF using the steel pipe 1
The tunnel excavation process by the construction method will be described.

First, the first step will be described with reference to FIG.
As shown in the figure, a cylindrical sheath tube 3 is fitted and attached to the outside of the resin tube 2 connected to the steel tube 1. In addition,
The sheath tube 3 can be detached from the resin tube 2.

The rear end 3b of the sheath tube 3 is connected to the front end surface 3a of the sheath tube 3 with the rear end surface 1d of the enlarged diameter portion 1c of the steel tube 1. Rear end surface 2 of resin tube 2
b, and the outer diameter of the enlarged diameter portion 1c of the steel pipe 1 and the outer diameter of the sheath tube 3 are substantially the same.

Next, the second step will be described. With the sheath tube 3 attached to the outside of the resin tube 2 connected to the steel tube 1, as shown in FIGS. A drill 6 connected to a steel pipe driving device 5 via a rod 4 is inserted into the steel pipe 1 from the end 3b, and the steel pipe 1
Is set in the steel pipe driving device 5. Then, the tip 1 a of the steel pipe 1 set in the steel pipe driving device 5 is pressed against the periphery of the excavation face 8 of the tunnel 7.

The drill 6 is a scalable blade 6a.
6a, and when staying inside the steel pipe 1, the blade portions 6a so as to be able to advance and retreat within the steel pipe 1.
6a is designed to be reduced in diameter, so that when it enters the ground 9, the blades 6a. In addition, the drill 6 receives a rotational force from the steel pipe driving device 5 through the rod 4 and
The hole is to be drilled.

Next, the third step will be described. As shown in FIGS. 5 and 6, the drill 6 connected to the steel pipe driving device 5 from the tip 1a of the steel pipe 1 enters the ground 9 as shown in FIG. At the same time, the ground 9 is drilled by the enlarged blade portions 6a... 6a of the drill 6. The driving load applied to the rear end portion 3b of the sheath tube 3 by the steel tube driving device 5 moves from the front end surface 3a of the sheath tube 3 to the rear end surface 1d of the enlarged diameter portion 1c of the steel tube 1.
And the steel pipe 1 is directed outward in the axial direction of the tunnel 7 into the ground 9, and the rear end face 1 d of the enlarged diameter portion 1 c of the steel pipe 1
It is driven until it is located outside the excavation area 10 ahead.

Next, the fourth step will be described. As shown in FIG. 7, the drill 6 inserted into the steel pipe 1 driven into the ground 9 is recovered and connected to the steel pipe 1. The sheath tube 3 is removed from the resin tube 2 and the resin tube remains in the excavation area 10 in front of the excavation face 8, and the rear end 2 b is exposed to the front side of the face 8. When the drill 6 returns from the inside of the ground 9 to the inside of the steel pipe 1, the blade 6
a ... 6a is smaller than the inner diameter of the steel pipe 1.

Next, the fifth step will be described. As shown in FIG. 8, the injection tube 11 set in the injection device (not shown) is inserted from the rear end 2b of the resin tube 2 and the resin tube 2 is inserted. Hardening material 1 for hardening the ground supplied from the injection device
2 are a plurality of forming holes 11a.
1a, through a plurality of injection holes 1b provided in the steel pipe 1.
1b is injected into the ground 9 and the ground 9 is hardened. The injection pipe 11 is made of a material that can be removed at the same time as the tunnel 7 is excavated.

Next, the sixth step will be described. After the injected hardening material 12 has hardened, as shown in FIG. 9, an excavator (not shown) moves the excavating area 10 into the excavation area 10 in front of the excavation face 8. The excavation face 8 of the tunnel 7 is excavated together with the remaining resin pipe 2 and the injection pipe 11.

Then, the tunnel 7 is excavated by repeating the first to sixth steps. At this time, as shown in FIG. 3 and FIG. 10, the next steel pipe 1 is overlapped with the periphery of the tunnel 7 by at least two inner or outer steps at any cross section orthogonal to the axial direction of the tunnel 7. The driving angle θ, its length L, and the interval P between the driving positions in the axial direction are determined, and the steel pipe 1 is driven into the ground 9.

The arrangement of the steel pipes 1 in the ground 9 is shown in FIG.
As shown in FIG. 1, it is not limited to the case where the steel pipes overlap at least two or more stages inside and outside radially from the center of the tunnel 7.
As shown in FIG. 1, the steel pipes may be staggered at least in two or more stages.

As described above, according to this non-widening AGF method, the driving load is transmitted to the steel pipe 1 via the sheath tube 3 by hitting the rear end 3b of the sheath tube 3. The driving load is not transmitted to the resin pipe 2 and the steel pipe 1 is
Can be driven until the rear end face 1d of the enlarged diameter portion 1c is located outside the excavation area 10 in front of the excavation face 8. Therefore, since the resin pipe 2 remains in the excavation area 10 without being destroyed, the resin pipe 2 is not buried in the ground 9 even if the sheath pipe 3 is removed from the resin pipe 2. As a result, the rear end portion 2b of the resin tube 2 is exposed to the front side of the face 8, so that the hardening material 12 can be injected from the rear end portion 2b of the resin tube 2 into the ground 9 through the steel pipe 1. . Moreover,
Since the resin pipe 2 remains in the excavation area 10 in front of the excavation face 8, the face 8 can be excavated together with the resin pipe 2. In addition, since the enlarged diameter portion 1c of the steel pipe 1 is smoothly expanded from the front thereof, the steel pipe 1 can be driven smoothly without the enlarged diameter portion 1c being caught in the ground 9.

In any cross section perpendicular to the axial direction of the tunnel 7, the driving angle θ and the length L of the steel pipe 1 and the driving in the axial direction are set so as to overlap at least two steps inside and outside the periphery of the tunnel. Determine the position interval P,
Since the steel pipe 1 is driven into the ground 9, the steel pipe 1
Will be driven into the periphery of the tunnel 7 at least in two or more stages. Therefore, the hardened material 12 injected from the rear end 2b of the resin pipe 2 into the ground 9 through the inside of the steel pipe 1 also overlaps, so that the ground improvement layer formed by the hardened material 12 becomes integral with the hardened material. The layers can be thick.

Further, since the inner diameters of the steel pipe 1 and the resin pipe 2 are substantially the same, the unevenness formed on the inner wall surface of the connection portion between the steel pipe 1 and the resin pipe 2 is small. Therefore, since the drill 6 for inserting the rear end portion 2b of the resin pipe 2 into the steel pipe 1 and drilling the ground 9 does not catch on the inner wall surface of the connection portion, the drill 6 can be smoothly moved. It can be inserted or retrieved.

[0032]

As described above, according to the first invention, first, as a steel pipe, the rear end is smoothened from the front by belling so that a resin pipe can be fitted inside the rear end. Since the expanded tube is used, the resin tube can be connected to the steel tube so that the outside thereof becomes the enlarged portion of the steel tube.
Then, a resin pipe is connected to the enlarged diameter portion at the rear end of the steel pipe, a sheath pipe is fitted to the outside of the resin pipe, and the load applied from the rear of the sheath pipe is transmitted to the steel pipe. By hitting the rear end of the pipe projecting rearward from the rear end face of the resin pipe, the driving load is transmitted directly to the steel pipe via the sheath pipe, and the driving load is transmitted to the steel pipe without being transmitted to the resin pipe. The steel pipe can be driven in until its rear end is outside the excavation area in front of the face. Therefore, since the resin pipe remains in the excavation area without being destroyed, the resin pipe does not become buried in the ground even if the sheath pipe is removed from the resin pipe. As a result, the rear end of the resin pipe is exposed to the front side of the face, so that the hardening material can be injected into the ground through the steel pipe from the rear end of the resin pipe. In addition, since the resin pipe remains in the excavation area, the face can be excavated together with the resin pipe. This makes it possible to excavate a tunnel without requiring extra excavation, thereby making it possible to reduce equipment costs, construction costs, and the like.

According to the second aspect of the present invention, at any cross section perpendicular to the axial direction of the tunnel, the driving angle and the length of the steel pipe and the axial direction are set so as to overlap at least two steps inside and outside the periphery of the tunnel. Is determined and the steel pipe is driven into the ground, so that the steel pipe in the ground is driven around the tunnel at least in two or more steps. Therefore, the hardened material injected into the ground through the steel pipe from the rear end portion of the resin pipe also overlaps, so that the improved layer of the ground made of the hardened material is integrated and the improved layer can be thickened. . As a result, the ground is firmly solidified, so that high-strength reinforcement can be achieved.

According to the third aspect of the present invention, since the resin pipe has an inner diameter substantially equal to the inner diameter of the steel pipe, the resin pipe has a small unevenness on the inner wall surface of the connecting portion between the steel pipe and the resin pipe. Become. Therefore, when using a drill for drilling the ground by inserting the resin pipe into the steel pipe, the drill should not be caught on the inner wall surface of the connection portion, and therefore, the drill should be smoothly inserted or collected. Can be. This makes it possible to improve the efficiency of replacing the drill.

[Brief description of the drawings]

FIG. 1 is a cross-sectional view showing a shape of a steel pipe used in a non-widening AGF method according to an embodiment of the present invention.

FIG. 2 is a cross-sectional view illustrating a first step of tunnel excavation by the non-widening AGF method according to the present invention.

FIG. 3 is a sectional view illustrating a second step in the same manner.

FIG. 4 is an enlarged sectional view of a main part of FIG.

FIG. 5 is a cross-sectional view illustrating a third step of tunnel excavation by the non-widening AGF method according to the present invention.

FIG. 6 is an enlarged sectional view of a main part of FIG. 5;

FIG. 7 is an enlarged sectional view of a main part explaining a fourth step of tunnel excavation by the non-widening AGF method according to the present invention.

FIG. 8 is an enlarged cross-sectional view of a main part, similarly illustrating a fifth step.

FIG. 9 is an enlarged sectional view of a main part, similarly illustrating a sixth step.

FIG. 10 is a cross-sectional view showing an arrangement of steel pipes along a line shown in FIG.

FIG. 11 is a sectional view showing an arrangement of another steel pipe.

FIG. 12 is a cross-sectional view illustrating excavation of a tunnel by a conventional widening AGF method.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 Steel pipe 2 Resin pipe 3 Sheath pipe 7 Tunnel 8 Drilling face 9 Ground 10 Excavation area 11 Hardened material injection pipe 12 Hardened material

──────────────────────────────────────────────────続 き Continued on the front page (73) Patent holder 594169400 Sanken Trading Co., Ltd. 1-4-5 Awajicho, Chuo-ku, Osaka-shi (72) Inventor Tadayuki Wakamatsu 2-2-2 Matsuzakicho, Abeno-ku, Osaka-shi Okumura Gumi Co., Ltd. (72) Inventor Shinichi Okamoto 2-2-2 Matsuzakicho, Abeno-ku, Osaka-shi Okumura Gumi Co., Ltd. (72) Inventor Shinichi Tokushige 2-2-2 Matsuzakicho, Abeno-ku, Osaka-shi Okumura Gumi Co., Ltd. (72) Inventor Masao Kamiya 1-20-10 Toranomon, Minato-ku, Tokyo Nishimatsu Construction Co., Ltd. (72) Inventor Toshihiko Yatsu 1-20-10 Toranomon, Minato-ku, Tokyo Nishimatsu Construction Co., Ltd. (72) Inventor Mitsunari Sasaki 25-32, Tamate-cho, Kashiwara-shi, Osaka Sasaki Giken Co., Ltd. (56) References JP-A-8-121073 (JP, A) JP-A-9-13871 (JP, ) (58) investigated the field (Int.Cl. ^6, DB name) E21D 9/04

Claims (3)

(57) [Claims] Claims: 1. A non-widening AGF method in which a plurality of steel pipes are driven into the ground from the periphery of an excavation face of a tunnel into the ground in a direction axially or obliquely outward of the tunnel, and then the face is excavated. As the steel pipe, a pipe whose rear end is smoothly expanded from the front by bell processing so that a resin pipe can be fitted inside the rear end is used. First, the diameter of the rear end of the steel pipe is expanded. In addition to connecting the resin tube to the portion, a sheath tube is fitted to the outside of the resin tube, and the load applied from the rear of the sheath tube is transmitted to the steel tube, and the sheath tube is rearward from the rear end surface of the resin tube. The steel pipe is driven until the rear end is located outside the excavation area in front of the face by tapping the rear end protruding into the face, and then, after removing the sheath tube, the steel pipe is exposed to the front side of the face. Inject hardening material into the ground through the steel pipe from the rear end of the resin pipe, and then And excavating the face together with the resin pipe remaining in the excavation area. 2. The driving angle and length of the steel pipe and the driving distance in the axial direction are determined so that the cross section perpendicular to the axial direction of the tunnel overlaps at least two steps inside and outside the periphery of the tunnel. 2. The non-widened AGF according to claim 1, wherein the steel pipe is driven into the ground.
Construction method. 3. The non-expandable AGF method according to claim 1, wherein the resin pipe has an inner diameter substantially the same as the inner diameter of the steel pipe except for the enlarged diameter portion at the rear end.