JPH02128093A - Lining method of tunnel by cast-in-place concrete constraining no curved propagation of shield excavator - Google Patents

Abstract

PURPOSE:To facilitate curved propagation in a curve section by concentrically holding an external cylinder and an internal cylinder in approximately parallel and forward moving body cylinders with the propulsion of a shield excavator and extruding concrete into a tail void from a clearance between the external and internal cylinders and filling the ail void with concrete. CONSTITUTION:In a shield excavator 1, to a front section of which a drilling unit is installed, an internal cylinder 11 is arranged so as to hold a clearance 14 between the internal cylinder 11 and an external cylinder 2 and so as to be concentrically positioned in approximately parallel with the external cylinder 2. When the shield excavator 1 is propelled, the clearance 14 is filled with concrete 29 from a filling pipe, and the rods 27 of jacks 9 for propulsion are shortened and push plates 28 are shifted forward. Novel inner forms 25 are connected to inner forms 25 assembled at the last time and assembled. The rods 27 are elongated and the push plates 28 are pushed, and the shield excavator 1 is propelled. Accordingly, the shield excavator 1 can be propagated curvedly until the internal cylinder 11 is brought into contact with the novel inner forms 25, thus easily propelling a curve section.

Description

DETAILED DESCRIPTION OF THE INVENTION Field of the Invention The present invention relates to a lining method for forming a tunnel lining using cast-in-place concrete in a tunnel excavated by a shield excavator.

BACKGROUND OF THE INVENTION Conventionally, as shown in FIG. 9, in the conventional method of lining a shield tunnel with cast-in-place concrete, at the rear of a shield excavator 50, an inner formwork 51 constituted by segments is continuous from the rear. Assemble this inner formwork 51
and the inner peripheral surface of the shield outer plate 52.
3 is filled with concrete, the propulsion jack 54 is actuated by taking a reaction force to the inner formwork 51 to propel the shield excavator 50, and the suppression jack 55 is actuated to move the concrete through the suppression ring 56. By pressing the concrete backward K, the concrete is spread out to the ground 57 to form a lining that is in close contact with the ground 5γ.

However, in this method, the inner formwork 5 is assembled continuously.
1 is fixed by the concrete lining that has already been placed, and concrete is filled between the inner formwork 51 and the outer plate 52, and the concrete is pressed backward. When the shield tunneling machine 50 is propelled, the shield tunneling machine 50 is restrained from making a curved path, making it difficult to construct curved sections.

Also, a patent application filed in 1983 developed by the inventor of this invention
As shown in FIG. 10, the lining method according to No. 224743 is such that the outer formwork 6 is formed so that a gap 62 is formed between the outer plate 61 and the outer plate 61 at the inner rear part of the outer plate 61 of the shield excavator.
3 is attached to the shield excavator 60, and an inner formwork is attached continuously from the rear so that a space 64 is formed between the outer formwork 63 and the outer formwork 63. Assemble 65,
The curved surface of the void 640 is closed by the gable formwork 66.

During the busy period, the compression ring 68 slidably connected to the grouting jack 67 within the gap 62 is moved forward to fill the gap 62 whose front face is closed with grout material 69, and at the same time fills the gap 62 with the grouting material 69. Conch inside! J-) 70 respectively. Next, the propulsion jack γ1 presses the end formwork 66 and the inner formwork 65 to consolidate the concrete, and at the same time propels the 1-shield excavator to move the outer formwork 63 connected to the shield excavator forward. Pull it out.

In addition, the grouting jack 6γ is operated to press the grout material filled in the gap 62 through the compression ring 68, and between the ground T2 and the surface of the unconsolidated concrete lining. By extruding it, it protects the concrete and creates a solid concrete lining that adheres to the ground through one layer of grout.

However, in this method as well, the outer formwork 63 is eccentrically connected to the shield excavator and is lifted in consideration of allowing the shield excavator to move in a curved direction. In the first half of the process of pulling out the outer formwork 63 forward, the drawing direction of the outer formwork 63 is fixed by the concrete γ0 filled in the cavity 64 and the end formwork 66, and the direction of the outer formwork 63 and the outer panel 61 is fixed. The shield tunneling machine 600 was restrained by the grout 69 and the compression ring 68 filled in between, making it difficult to advance through a curved section with a large curvature.

Problems to be Solved by the Invention The present invention solves the problems of the above-mentioned prior art, and also solves the problems that the above-mentioned prior art had. -Provides a method for lining a tunnel with cast-in-place concrete, which uses a shield excavator similar to that used in the lining method related to No. 224743, and enables easy movement and propulsion through curved sections with large curvature. This is what I am trying to do.

Means to solve the problem In a tunnel excavated by a shield excavator,
The tunnel lining method using cast-in-place concrete of the present invention, which uses a shield excavator having almost the same structure as the shield excavator used in the lining method related to the above-mentioned Japanese Patent Application No. 63-224743, is as follows: (a) At the rear part of the shield r tunneling machine 1, an inner cylinder 11 is connected to a frame 16 fixed to the outer cylinder 2 of the shield tunneling machine so as to form a gap 14 substantially parallel and concentric with the outer cylinder 2 of the shield r excavator. (b) A step of arranging in the shield excavator 1 a lining jack 10 connected to a compression ring 21 that closes the front surface of the gap 14 and is slidable within the gap 14. (c) The rod 27 of the propulsion jack 9 provided in the shield tunneling machine 1 is shortened to prevent concrete from entering between the inner cylinder 11 and the inner cylinder 11. A new inner formwork 25. is formed to form a void 26. !
(2) activating the propulsion jack 9 and assembling the rod 2 by connecting it to the previously used inner formwork 25, and filling the closed gap 14 with concrete;
The push plate 28 connected to the tip of the shield 7 presses the new inner formwork 25a to propel the shield excavator 1 straight or in a curved direction, and aligns the inner cylinder 11 with the outer cylinder 2. At the same time, the lining jack 10 is operated, and the compression ring 21 presses the concrete filled in the gap 14 backwards, separating the ground 30 and the previously used inner formwork 25. It is characterized by including the step of extruding between the new inner frame mold 25&.

Function The function of the present invention, which is constructed by the means described above, is that, as shown in FIG. Concrete 29 is extruded from the gap 14 between the outer cylinder 2 and the inner cylinder 11 and filled into the tail void between the inner formwork 2525a and the ground 30 that appears, and is continuous with the lining that has already been placed. As a result, a dense lining that is in close contact with the ground is formed.

In addition, since the outer cylinder 2 and the inner cylinder 11 move forward while being kept substantially parallel and concentric, the concrete 29 is smoothly suppressed by the compression ring 21 in the gap FJ 14, and the concrete 29 being pressed and the 11 moves with the movement of the shield tunneling machine 1, and moves with the movement of the shield tunneling machine 1.
It does not restrict the direction of promotion.

Therefore, when operating the propulsion jack 9 and pressing the new inner formwork 25a with the push plate 28, like the conventional shield excavator that performs lining with segments,
In the horizontal longitudinal section of the shield tunneling machine 1 shown in FIG.
When the pushing force of the propulsion jack 9 on one side (hereinafter referred to as the specific side) is reduced or increased with respect to the longitudinal center line of the shield tunneling machine, the new inner formwork 25a is pushed to one side, The shield excavator 1 has an inner cylinder 11 and a new inner formwork 25a.
Due to the margin of sky 1!126 formed between
The shield tunneling machine 1 can be easily moved through curved sections with large curvature.

In this way, the shield excavator 1 is propelled straight or in a curved direction, and while the concrete is pushed backward, the gap 2
The rear part of 6 is closed by an L-shaped gasket 31 attached to the rear end of the inner part 11 or by the concrete itself, preventing concrete from entering and maintaining the gap 26. .

EXAMPLE A preferred embodiment of the present invention will be described below with reference to the accompanying drawings.

As shown in FIG. 1, a shield excavator 1 used in the slow excavation method of the present invention has an outer cylinder 2 formed in a cylindrical shape, and is provided with an excavator at the front.

As with the conventional excavation equipment, it is rotatable by a partition wall 3 provided across the outside m2 and a shaft 5 placed at the front end of the outside +12 and passing through a bearing 4 provided in the partition wall 3. supported cutter head 6 and cutter head 6
, a screen conveyor 8 which penetrates the partition wall 3 and takes out earth and sand from the front part of the partition wall 3 and into the shield excavator 1.

A plurality of propulsion jacks 9 are arranged around the inner circumference of the central part of the outer cylinder 2 of the shield excavator 1 as a propulsion device for the shield excavator 1, and a lining jack 1o for pressing concrete is arranged. Multiple are placed.

A lining device used in the tunnel lining method using cast-in-place concrete of the present invention is installed in the rear part of the outer cylinder 2 of the shield tunneling machine.

As a lining device, first, the inner cylinder 11 is arranged with respect to the outer cylinder 2.

11 is a cylindrical body having an appropriate length with a flange 12 fixed inward to the front end of 1, as shown in FIG. The outer diameter of the inner cylinder 11 is made smaller than the inner diameter of the inner cylinder 2, and an appropriate interval is taken depending on the thickness of the lining to be lined.

In the circumferential direction of the terminal inside the inner cylinder 11, there is an L-shaped packing 31.
At the front of the inner cylinder 11, an injection pipe 15 for injecting concrete from the inside is installed at several places.

This inward direction 11 is placed in the outer cylinder 2, and the flange 12 is placed in the front, so that it is substantially parallel and concentric with the outer cylinder 2.

In front of the inner cylinder 11, there is a plate arranged in the circumferential direction of the outer cylinder 2 with an appropriate distance between it and the 7 langes 12, and erected almost perpendicularly inward and fixed to the outer cylinder 2. A shaped frame 16 is provided. A connecting device f17 is provided between this frame 16 and the flange 12 of the inner cylinder 11, and the frame 162
It connects with the cylinder 11 and supports the inner cylinder 11. The front end of each cylinder of the propulsion jack 9 and the lining jack 10 arranged around the center of the outer 12 is inserted through the frame 16 by opening or notching a part of the frame 16. It may also be supported. Frame 16 and inner cylinder 1
A plurality of the connecting devices 1γ are arranged around the circumference of the frame 16 and the inner cylinder 11, and the structure is such that the pipe 18 is placed vertically between the flange 12 and the frame 16, and the connecting dart 19 is placed between the flange 12 and the frame 16. , flange 12, pipe 18 and frame 1
6 and 20 are fastened together.

Accordingly, the flange 12 and the frame 16 are connected at a constant interval, the inner cylinder 11 is supported substantially parallel to and concentrically with the outer cylinder 2, and the gap 14 formed therebetween is kept constant. It is.

The compression ring 21 is slidably inserted into the gap 14 between the outer cylinder 2 and the inner cylinder 11 thus formed. This compression ring 21 is formed into an annular shape, and gaskets 22 and 23 are attached to the inner and outer peripheries.

This compression ring 21 is connected to rods 24 of a plurality of lining jacks 10 arranged around the inner periphery of the central portion of the outer cylinder 2.

This compression ring 21 is pushed out through the entire stroke by the lining jack 10 so that the compression ring 21 is stopped within the rear end of the inner shaft 11 and the outer cylinder 21.

The above is the structure of the lining device attached to the shield excavator used in the lining method of the present invention.

This device is different from the device used in the lining method related to the above-mentioned Japanese Patent Application No. 63-224743, but the L
The structure is almost the same except for the letter-shaped gasket 31.

On the other hand, the lining method of the present invention includes an inner formwork that forms the inner surface of the tunnel lining.

The structure of this inner formwork is a tubular body of a certain length that is divided into segments, as in the past, and flanges are attached to both ends of the tubular body facing inward to connect each tubular body. It is.

This inner form protects the unconsolidated concrete lining, and when the shield excavator is propelled, the propulsion jack is pressed against the front end of the inner form. Therefore, the reaction force is generated by the friction between the concrete and the inner formwork, so that it is assembled continuously from the rear to the front, but as the shield excavator advances, leaving an appropriate number of inner forms, the rear Once the concrete has hardened, it will be moved to the front of the inner formwork.

Also in the lining method of the present invention, an inner formwork 25 similar to the above-mentioned inner formwork is used, and the outer diameter of the inner formwork 25 is set smaller than the inner diameter of the inner cylinder 11 of the shield excavator. The frame 25 is assembled parallel and concentrically within the inner cylinder 11, and the inner formwork 2
5 and the inner cylinder 11 so that a gap 26 with an appropriate interval is formed.

As shown in FIG.
The rear end is closed by an L-shaped gasket 31 attached in the circumferential direction of the inner end.

In addition, the above-mentioned propulsion jack 9 presses the end face of this inner formwork 25 so that the shield excavator 1 can be propelled.
A push plate 28 is attached to the tip of the rod 27.

The steps and operations of the shield excavator constructed as described above and the lining method based on the amount of lining installed will be explained based on FIGS. 5 to 8.

FIG. 5 shows that the propulsion jack 9 is extended, the propulsion of the shield excavator 1 is completed, the lining jack 10 is extended,
This shows the area where the previous lining was completed.

At this time, the rear end surface of the compression ring 21 is stopped at a distance from the outer end R2 of the shield excavator and the end of the inner cylinder 11, and the concrete 2 is placed between the outer cylinder 2 and the inner cylinder 11.
The state in which 9 remains prevents spring water from the ground 30 from entering the shield excavator 1.

In addition, an L-shaped packing 31 is attached to the circumferential direction of the end inside the inner cylinder 11 to close the rear part of the gap 26 and prevent the concrete 29 that has been placed from getting mixed into the gap 26. It prevents you from doing it.

Next, as shown in FIG. 6, the rod 24 of the lining jack 10 is shortened, the compression ring 21 is slid beyond the injection pipe 15 to the front end of the inner cylinder 11, and the pump (
The gap 14 formed between the outer cylinder 2 and the inner cylinder 11 is filled with new lining concrete 29a pumped by K (not shown) through the injection pipe 15 communicating with the hose 32.

When this filling is completed, the injection tube 15 is closed by the stopper 33.

As the lining concrete, ordinary concrete, pea gravel concrete with coarse aggregate reduced in size, mortar, or other concrete such as fiber concrete mixed with fibers may be used.

In addition, the propulsion jack 90 and 2T were shortened, the push plate 28 was moved forward, and a new inner formwork 25 was installed inside the inner cylinder 11.
A is assembled by connecting it with the previously assembled inner formwork 25. For assembling this inner formwork 25a, it is possible to attach to the shield excavator 1 an assembly device (not shown) having a structure similar to that of the erector used for conventional segment lining.

Among the above steps, a new concrete lining IJ is installed in the gap 14.
-) Whichever of the step of filling 29a and the step of assembling a new inner frame 25a in the inner cylinder 11 may be performed first.

After the above steps are completed, as shown in Figure 7,
Activate the propulsion jack 9, extend the Rotsu V2T,
The press plate 28 is pressed against the end face of the newly assembled inner frame 25a. As a result, the inner formwork 25, . 25 , . . . and the cast lining as a reaction force, the shield excavator 1 is propelled, and its outer cylinder 2 and internal illumination 11 move forward together.

Along with the propulsion of this shield excavator 1, the lining jack 10 is operated to extend the rod 24, and the compression ring 2
1, the lining concrete filled in the gap 14)
Press 29a backward.

The shield excavator 1 is propelled into the pressed concrete 21, and new lining concrete is added to the tail void between the inner formwork 25, 25a and the ground 30 that is exposed by the advancement of the outer cylinder 2 and the inner cylinder 11. 29& is pushed out, and a new lining is formed in succession to the previously cast concrete lining IJ-29.

During this time, the rear end of the gap 26 is closed by an L-shaped gasket 31 attached to the end inside the inner cylinder 11, preventing the new concrete 29a pushed out from entering the gap 26. , maintains the air gap 26.

In this way, as shown in FIG.
When the rear end of the excavator 1, that is, the rear ends of the outer cylinder 2 and the inner cylinder 11, reach a predetermined position, the operation of the propulsion jack 9 is stopped to stop the propulsion of the excavator 1, Also,
When the compacting concrete 21 reaches a predetermined position, the operation of the lining jack 1o is stopped and the pressing of the lining concrete 29a is stopped.

Through the above process, one round of lining work is completed, and by repeating this process and propelling the shield excavator 1, the area behind the shield excavator 1 is brought into close contact with the ground 30 and consolidated. A continuous lining of poured concrete will be formed.

In the above process, when constructing a curved part of a tunnel, the lining concrete 29a is filled in the gap 14, a new inner formwork 25a is installed, and the propulsion jack 9
When operating the push plate 28 to press the end face of the new inner formwork 25a, the propulsion jacks 9, which are arranged at appropriate intervals around the inside of the shield excavator 1, in the same way as in the past, Reduce the pressing force of the propulsion jack 9 on the specific side,
Alternatively, by pushing the inner formwork 25a to one side, the shield excavator 1 is propelled and curved to the left or right with respect to its center line, as shown in FIG.

As shown in FIG. 9, the conventional lining method using cast-in-place concrete consists of an inner formwork 51 and an outer plate 52 of the shield excavator, which are assembled in a continuous manner from the rear in a fixed state at the rear of the shield excavator. Since the space 53 formed between the This made it difficult for aircraft 50 to propel itself around curved sections.

In addition, in the lining method related to the above-mentioned Japanese Patent Application No. 63-224743, as already explained in FIG. IJ-) 70 etc., the shield tunneling machine 60 was restricted from advancing in a curve, making it difficult to advance through a curved section with a large curvature.

On the other hand, in the lining method of the present invention, as explained above, in the rear part of the shield excavator 1, the inner cylinder 11 is placed inside the outer cylinder 2, separately from the inner formwork 25. This inner cylinder 11 is connected to the shield excavator 1 in parallel and concentrically.
A new concrete lining 29a is filled in the gap 14 between the inner tube 11 and the outer tube 2, and a new concrete lining 29a is formed inside the inner tube 11 with a gap 26 between the inner tube 11 and the inner tube 11. The inner formwork 25a is assembled continuously from the rear.

Therefore, when the shield tunneling machine 1 is propelled, the outer cylinder 2 of the shield tunneling machine, the lining concrete 29a filled in the gap 14, and the inner cylinder 11 move forward together with the shield tunneling machine 1, and the shield tunneling machine 1 moves forward. By maintaining a gap 26 between the inner cylinder 11 and the new inner formwork 25a, which is assembled in a fixed state continuously from the rear, without restricting the By pushing the jack 9 to one side, the shield excavator 1 can be moved around within the range of the gap 26, that is, until the inner cylinder 11 comes into contact with the new inner formwork 25a, and the propulsion through the curved section can be carried out. It's easy.

Part 15: By keeping the inner cylinder 11 substantially parallel and concentric with the outer cylinder 2 of the shield excavator, the gap created by the compression ring 21 is filled with lining concrete. 5 a
It is possible to suppress the compression ring 21 and to pull back the compression ring 21 smoothly.

In addition, regarding the retention of this gap 26, the L-shaped packing 3
1, but this L-shaped gasket 31
By appropriately selecting the distance between the voids 26 and the fluidity of the concrete to be filled, the pressed concrete will remain slightly in the rear of the voids 26, and the pressed concrete will remain in the rear part of the voids 26. It is also possible to close the gap 26 and maintain the gap 26 in front of the gap 26 to allow the shield tunneling machine 1 to move in a curved direction.

However, in the construction method of this invention, it is difficult to form a lining made of reinforced concrete with reinforcing reinforcing bars placed inside the lining, but even in an unreinforced state, the thickness of the lining
The necessary lining strength can be ensured by appropriately selecting the above-mentioned material for the lining concrete.

In addition, in conventional shield tunnels, segments made of steel plates or precast concrete can
Next, the lining is applied to temporarily support the ground, and after the tunnel has penetrated, -
The lining formed by the lining method of the present invention is considered to be the primary lining, in the same way that the tunnel lining is finally completed by wrapping concrete inside the secondary lining as the secondary lining. After passing the shield tunneling machine, secondary lining may be performed to complete the lining.

The segments used in the conventional primary lining are expensive, and by applying the cast-in-place concrete lining method of the present invention to the secondary lining, tunnels can be constructed economically.

As explained in the embodiments, the conventional method for lining a shield tunnel by casting in place requires an inner formwork fixedly assembled in the rear of a shield excavator or a filled lining. Concrete etc. restrict the shield tunneling machine from moving forward, making it difficult to construct curved sections.

On the other hand, according to the lining method of the present invention, there is a space between the inner cylinder, which is provided separately from the inner formwork, and is connected to the shield excavator in parallel and concentrically with the outer cylinder of the shield excavator, and the outer cylinder. Fill the gap with concrete, and assemble the inner formwork, which is formed so that there is a gap between the inner cylinder and the inner cylinder, continuously from the rear. Press down to propel the shield tunneling machine, and
The lining jack is operated to push the lining concrete filled into the gap backwards by the compression ring.

Therefore, when the shield tunneling machine is propelled, both the outer cylinder and the inner cylinder advance almost parallel and concentrically, and the lining concrete filled in the gap between them restricts the shield tunneling machine from moving forward. By keeping a gap between the inner cylinder and the inner form even if the inner form is fixedly assembled inside the inner cylinder by the lining that has already been cast from the rear. The shield tunneling machine can be caused to curve by pushing the propulsion jack on one side from the initial stage of the propulsion stroke, making it easy to propel the shield tunneling machine through curved sections with large curvature.

In addition, as the shield excavator is propelled as described above, the lining concrete pushed out backwards is consolidated between the ground, the previously placed lining, and the inner formwork. It is possible to form a dense cast-in-place concrete lining that is in close contact with the ground. However, in the lining method of the present invention, it is difficult to form a lining made of reinforced concrete with reinforcing reinforcing bars arranged, but the diameters of the inner cylinder and inner formwork are set appropriately relative to the outer cylinder, and the By selecting the lining thickness and appropriately selecting the lining concrete, it is possible to form a lining that has sufficient strength even without reinforcing bars.

In addition, conventionally, lining by segment) K is used as primary lining,
After temporarily supporting the ground and passing through the shield excavator, the secondary lining is wrapped inside the secondary lining to complete the tunnel lining, and the tunnel lining is formed by the lining method according to the present invention. By using the primary lining and constructing the secondary lining after the shield tunneling machine has passed, an economical tunnel can be constructed quickly.

[Brief explanation of the drawing]

Figures 1 to 8 show a shield excavator and a lining method for constructing a tunnel lining using cast-in-place concrete according to the present invention. The figure is an enlarged sectional view of the rear part of the shield tunneling machine shown in Fig. 1, Fig. 6 is a sectional view taken along the line A-A in Fig. 2, and Fig. 4 is a sectional view taken along the line B-B in Fig. 2. Figures 5 to 7
The figures are a process diagram for explaining the lining method of the present invention, FIG. 8 is a horizontal longitudinal sectional view of the shield excavator and the tunnel, and FIGS. Figure 10 shows a conventional method for lining a shield tunnel with cast-in-place concrete. DESCRIPTION OF SYMBOLS 1...Shield excavator, 2...Outer cylinder, 9...Propulsion jack, 1...Gap,...Compression inner formwork, 27...Opening 0...For lining Jacket, 11... Inner cylinder, 1416.
...7L/-mu, 17...coupling device, 21 ring, 24
..., rod, 25...previously used 25&...new inner formwork, 26...gap, r128...push plate, 3
0...Ground chart chart chart chart chart chart chart chart chart chart chart chart chart chart chart chart chart chart chart chart chart chart chart chart

Claims (3)

[Claims] (1) Inside the tunnel excavated by the shield excavator,
In this lining method of forming a tunnel lining with cast-in-place concrete that does not restrict the curved movement of the shield excavator, (a) at the rear inside of the shield excavator, there is a gap between the outer cylinder of the shield excavator that is substantially parallel and concentric with the outer cylinder of the shield excavator; (b) providing an inner cylinder connected to a frame fixed to the outer cylinder so as to form a gap; and (b) a covering that closes the front face of the gap and connects a compression ring that is slidable within the gap. (c) shortening the rod of the propulsion jack provided in the shield excavator to place a construction jack inside the shield excavator, and placing concrete between the inner cylinder and the inner cylinder; a step of assembling a new inner form by connecting it to the previously used inner form so as to form a gap that does not allow the intrusion of concrete; and (d) filling the closed gap with concrete. activating the jack, pressing the new inner formwork with a push plate connected to the tip of the rod, and propelling the shield excavator straight or forward;
While moving the inner cylinder forward together with the outer cylinder, the lining jack is operated, and the compression ring presses the concrete filled in the gap backward,
A lining method comprising the steps of extruding between the ground, the previously used inner formwork, and the new inner formwork. (2) The lining method according to claim (1), wherein an L-shaped packing is attached to the rear end of the inner side of the inner cylinder to form a gap that prevents the concrete from entering. (3) Claim (1) wherein the voids into which the concrete does not enter are formed by selecting the spacing of the voids and the fluidity of the concrete to be filled into the voids.
The lining method described.