JPH0369799A - Constructing method for tunnel lining and shield excavator - Google Patents

Abstract

PURPOSE:To interrupt inundation into a tunnel lining by movably installing a press ring and a form support member inside the outer shell of a shield machine and injecting concrete and filters into a form space shaped by excavation. CONSTITUTION:A press ring 7 and a form support member 11 are mounted movably inside an outer shell 2. The press ring 7 is projected to the rear of the outer shell 2, the form support member 11 is moved forward and forms 13B are set up, and a space 31 is formed and concrete 21B is placed. Fillers 23 are injected into a sapce 32 while forward shifting the press ring 7. Excavation is started, the outer shell 2 is moved in the forward direction, the press ring 7 is projected backward and the fillers 23 are pressed, and the inside of a tail void 27 is filled with the fillers 23. Accordingly, the inundation of groundwater during tunnel-lining construction by cast-in-place concrete can be prevented properly.

Description

Detailed Description of the Invention (a) Industrial Application Field The present invention relates to a method for constructing a tunnel lining, which is applied when constructing a tunnel lining using cast-in-place concrete, and a method for constructing the tunnel lining. Regarding shield excavators used in

(b), Prior Art FIG. 14 is a diagram showing an example of a conventional tunnel lining construction method.

Conventionally, as shown in FIG. 14, when constructing a lining 2O' of a tunnel 15' excavated by a shield excavator 1' with cast-in-place concrete, a concrete supply pipe 25 connected to a formwork 13 is used. The concrete 21 as a structural member is placed between the formwork 13 and the press ring 7, that is,
Place the press ring 7 on the inside between the formwork 13 and the ground 19.
A water stop material 23 was filled from a discharge pipe 10 provided at the outside between the concrete 21 and the ground 9, that is, between the formwork 13 and the ground 19, so as to cover the concrete 21.

(C>8 Problems to be Solved by the Invention However, in this case, water such as groundwater from the ground 19 passes through the layer of the water-stopping material 23 and reaches the layer of concrete 21 as a structural member. There is a risk that groundwater will enter the concrete 21 and deteriorate the quality of the concrete 21.

In order to solve the above-mentioned problems, the present invention provides a method for constructing a tunnel lining and a shield excavator that can suitably prevent the infiltration of groundwater when constructing the lining using cast-in-place concrete. With the goal.

(d) Means for solving the zero problems, namely 1 The present invention has an outer shell (2), and inside the outer shell (2), a friction reducing means (5) is provided on the inner circumferential surface (7b). A press ring (7) provided with is provided so as to be movable in the excavation direction of the outer shell (2), and a formwork support member (1 piece) is attached to the outer shell (2) inside the press ring (7). A tunnel lining (20) is constructed using a shield (1) which is movably provided against the formwork support member (11) and an excavation jack (6) provided between the formwork support member (11) and the outer shell (2). In case, press ring (7)
With the formwork support member (
11) is moved forward to the outer shell (2), and the formwork support member (
A skin sheet (5
B) is installed on the inner peripheral surface of the press ring via a friction reducing means, and a mold is installed between the formwork support member (11) and the formwork (13A) on which concrete (2LA) has already been poured. Install the frame (13B) and attach the formwork support member (11
), the skin sheet (5B), the tunnel lining constructed just before (20) and the newly installed formwork (13B)
to form a concrete casting space (31), and then concrete (2
1B), and then moving the press ring (7) forward of the outer shell (2), inserting the filling member (23) into the space (32) created by the movement of the press ring (7).
After that, the shield (1) starts digging, and the excavation jack (6) starts moving the outer shell (2) forward, and the press ring (7) is made to project backward. , by pressurizing the filled filling member (23), the filling member (23) is filled into a tail void (27) generated as the outer shell (2) moves. .

In addition, the present invention has an outer shell (2), and a press ring (7) is provided inside the outer shell (2) so as to be movable and driven in the excavation direction of the outer shell (2), and the press ring ( 7) Inner peripheral surface (
7b) is provided with a friction reducing means (5) to cover the inner peripheral surface (7b), and a formwork support member (11) is moved inside the press ring (7) with respect to the press ring (7). The mold/frame support member (11) and the outer shell (
2), a digging jack (6) is provided between the holes.

Note that the numbers in parentheses are for convenience to indicate corresponding elements in the drawings, and therefore, this description is not limited to the descriptions on the drawings. r(e) below,
The same applies to the column "Effect".

(e) 6 effects With the above-described configuration, the skin sheet (40) can
Concrete (21) as a structural member of the tunnel lining (20) acts to be isolated from the filling member (23).

In addition, the press ring (7) is controlled by the friction reducing means (5).
) and the skin sheet (40) installed inside the press ring (7).

(f), Example Embodiments of the present invention will be described below based on the drawings.

FIG. 1 is a view showing a tunnel excavation site to which an embodiment of the tunnel lining construction method according to the present invention is applied, and an embodiment of a shield excavator according to the present invention.

Figure 2 is a sectional view taken along the line ■-■ of the construction drawing, and Figure 3 is a cross-sectional view of the
FIG. 4 is an enlarged view of the jack portion of the shield excavator shown in FIG. 1;

FIG. 5 is a sectional view taken along the line ■--■ in FIG. 4, and FIGS. 6 to 13 are process diagrams showing an embodiment of the method for constructing a tunnel lining according to the present invention.

As shown in FIG. 1, the shield excavator 1 has a cylindrical outer shell 2, and the front surface of the outer shell 2, that is, the first
A cutter 3 is rotatably supported on the left side of the figure.

The cutter 3 is connected to an opening motor 3a provided on a partition wall 2a provided to block the space inside the outer shell 2 in the horizontal direction in the figure, and a plurality of excavation jacks 6 are installed on the partition wall 2a. , as shown in FIGS. 1 and 2, are arranged in a circular ring along the outer shell 2. The digging jack 6 is provided with a ram 6a that can protrude and retreat in the directions of arrows A and B, and further inside the outer shell 2, a cylindrical press ring 7 is in contact with the inner surface of the outer shell 2. Arrow A in the shape
, and are slidably provided in the B direction. press ring 7
As shown in FIG. 2, a plurality of press ring jacks 9 are arranged annularly along the outer shell 2 at predetermined intervals, and between the press ring jacks 9, As shown in FIG. 2 and FIG.
, that is, it is provided facing toward the rear of the shield excavator 1. The water stop material injection pipe 10 is provided with a cylinder 10b for cleaning the inside of the injection pipe in the form of a rod 10c that can protrude and retreat in the directions of arrows A and B.
A supply hose 30 is connected to. Further, on the inner circumferential surface 7b of the press ring 7, as shown in FIGS. 2 and 4, a plurality of mini roller bearings 5 are provided, which are rotatable at least about axes perpendicular to the directions of arrows A and B. The press ring 7 is arranged in such a manner that it covers the inner circumferential surface 7b of the press ring 7.

By the way, a gauge ring 11 formed in an annular shape is attached to the tip of the ram 6a of the digging jack 6.
In the gauge ring 11, as shown in FIG.
They are perforated in an annular shape around the entire circumference. Further, on the gauge ring 1, as shown in FIGS. 2 and 3, a mold 13 assembled in an annular shape is provided in a form connected in the left-right direction in FIG.

Since the shield excavator 1 has one or more configurations,
When excavating the tunnel 15, the drive motor 3a is driven to rotate the cutter 3, and the ram 6a of the excavation jack 6 is projected in the direction of arrow B in the construction drawing, so that the partition wall 2
a and the outer shell 2 to press the cutter 3 in the direction of the face 16, that is, in the direction of arrow A. Then, due to the pressing force, the face 16 and the rotating cutter 3 come into contact with a predetermined contact pressure.

At the same time that the face 16 is excavated by the cutter 3, the outer shell 2 is propelled in the direction of arrow A, and the tunnel 15 is formed behind the shield excavator ↓, that is, to the right in the figure.

In this way, as the tunnel 15 is formed, the tunnel lining 2 is installed to prevent the excavated ground 19 from collapsing.
The tunnel lining 20 needs to be constructed using the following procedure. That is, shield excavator 1
However, when the excavation is carried out by the length Ll of one ring of the formwork 13 in the direction of the arrow B, the ram 6a of the excavation jack 6 is in a state of protruding in the direction of the arrow B, as shown in FIG. In addition, the press ring 7 is also moved in the direction of arrow B.

In this state, as shown in FIG. 7, the ram 6a of the digging jack 6 is moved back by a distance Ll in the direction of arrow A. Then, the gauge ring 11 moves away from the end stop 22A and the formwork 13A of the part where the concrete 21A was placed just before and moves in the direction of arrow A, creating a distance between the end stop 22A and the formwork 13A and the gauge ring 11. A space 11LI is formed. Therefore, in the space part, as shown by the imaginary line in the figure,
Insert the skin sheet 40B, which is made by pasting a steel wire onto a water-stopping sheet, at the left end of the skin sheet 40B between the engagement notch 11b of the gauge ring 11 and the mini roller bearing 5 of the press ring 7. Then, the right end of the skin sheet 40B in the figure is covered with the tunnel lining 2 that was cast just before.
The skin sheet 40A is installed in an annular shape along the mini-roller bearing 5 of the press ring 7 so as to be joined to the left end in the figure of the skin sheet 40A which is protruding from the concrete 21A of the 0 portion in the direction of the arrow A. At this time, since a steel wire is attached to the skin sheet 40 as a reinforcing member, the skin sheet 40B can be easily installed in an annular shape. By installing the skin sheet 40B, the external space and internal space of the skin sheet 40B, ie, the concrete placement space 31 described later and the water stop material filling space 32 described later, are completely isolated.

In this way, after the skin sheet 40B is installed in an annular shape along the mini roller bearing 5 of the press ring 7 in the space, a reinforcing member such as a punch plate or reinforcing bar is installed in the space, as shown in FIG. 12 to the engagement groove 11
Installed with end stop 22B via a, and further formwork 13A
The formwork 13B is assembled and installed in contact with the formwork 13B.
, gauge ring 11 (end stop 22B), skin sheet 4
0B and end stop 2 of tunnel lining 20 constructed just before
A cylindrical concrete placement space 31 is formed between 2A.

In this state, as shown in FIG. 8, the concrete supply pipe 25 is connected to the formwork 13B.
Concrete 21B in concrete placement space 31
to be poured. At this time, the air in the concrete placement space 31 is removed through an air vent pipe 13 appropriately provided in the formwork 13.
Since the concrete 21B is discharged to the outside by a, the pouring operation of the concrete 21B into the concrete placement space 31 is performed smoothly.

After the concrete 21B has been placed in the concrete placement space 31 in this way, the press ring jack 9 is driven to gradually retreat the press ring 7 in the direction of arrow A, as shown in FIG. At this time, skin sheet 40
is pressed toward the press ring 7 by the pressure of the poured concrete 21, but a mini roller bearing 5 is provided between the press ring 7 and the skin sheet 40. Since the friction with the skin sheet 40 that occurs with the movement of the link 7 is reduced, the press ring 7 can be smoothly moved in the direction of arrow A, and the skin sheet 40 will not be damaged. After the press ring 7 has passed, an annular water stop material filling space 32 is formed between the outer shell 2 and the skin sheets 40A and 40B. Therefore, press ring 7
As shown in FIG. 10, as the
The water stop material 23 is injected from the supply hose 30 into the water stop material filling space 32 through the water stop material injection pipe 10, and the water stop material injection space 32 is filled with the water stop material 23. At this time, since the water stop material filling space 32 is completely isolated from the concrete placement space 31 by the skin sheet 40B, the water stop material 23 does not mix into the uncured concrete 21B, and the press ring 7 is After moving in the A direction, as shown in FIG. 11, when the side surface 7a almost coincides with the installation position of the end stop 22B on the gauge ring 11 side, as shown in FIG. is driven to protrude in the direction of arrow B, and the cutter 3 is rotated to start the excavation operation.

Then, as already mentioned, the outer shell 2 starts to move in the direction of the arrow A, and after the outer shell 2 moves, a tail void 27 is created between the poured and filled water stop material 23 and the ground t9. It is formed. Therefore, as the outer shell 2 moves in the direction of arrow A, the press ring jack 9 is driven to gradually move the press ring 7 in the direction of arrow B in synchronization with the movement of the outer shell 2.

In this case, as in the case of the movement of the press ring 7 in the direction of the arrow A, the mini roller bearing 5 reduces the friction with the skin sheet 40 caused by the movement of the press ring 7. The press ring 7 moves smoothly in the direction of arrow B. The uncured water stop material 23 in the water stop material filling space 32 that was injected earlier is pressed by the press ring 7 and flows to fill the tail void 27 . In this way, as shown in FIG. 13, when the press ring 7 is moved in the direction of arrow B as the outer shell 2 moves in the direction of arrow A, the tail void 27 generated as a result of the movement of the outer shell 2 can be effectively removed. It will be filled up. On this occasion,
Since the press ring 7 is formed in a cylindrical shape, the water stop material 23 is pressurized uniformly over the entire circumference of the ring, so that the filling operation of the tail void 27 is uniform and in good condition over the entire circumference of the outer shell 2. It is done. In this way, the outer shell 2 is attached to the formwork 1
When the press ring 7 is propelled by a length Ll corresponding to 1 liter of the press ring 7, the side surface 7a of the press ring 7 matches the rear end 2b of the outer shell 2, as shown in FIG.

The construction of the tunnel lining 20 for Eling is completed.

Furthermore, once the tunnel lining 20 for one ring is constructed,
In order to construct the tunnel lining 20 for the next one ring, as already mentioned, in this state, the ram 6 of the excavation jack 6 is
A is moved back by a distance Ll in the direction of arrow A as shown in FIG. Therefore, the splicing surface 29 stands on its own together with the end stop 22B without collapsing, and the subsequent skin sheet 40
Also, the installation work of the reinforcing member 12 can be smoothly performed. In addition, in this example, the tunnel lining for 1 minute is 20
For each construction, end stoppers 22A and 22B were installed at the ends of concrete 2LA and 21B in concrete pouring space 31, but as just mentioned, since the pouring surface 29 does not collapse, end stoppers 22A and 22B were installed. It is also possible to construct the tunnel lining 20 without using.

When the tunnel lining 20 is constructed as described above, water such as groundwater may infiltrate from the ground 19 into the tunnel lining 20 side for some reason after the tunnel lining 20 is constructed, especially in water-stagnant ground. tunnel lining 20
Concrete 2LA, 21B parts and water stop material 2 that make up
Skin sheets 40A, 4 buried on the entire surface between the three parts
0B etc. prevent the water from entering into the inside, so that the water flows into the concrete 21A, 2 in the concrete placement space 31.
It will not enter the 1B side. At this time, skin sheet 4
As already mentioned, 0A, 40B, etc. are the external space and internal space of the skin sheets 40A, 40B, that is, the concrete 21A, 21B in the concrete placement space 31, the water stop material filling space 32, and the stop in the tail void 27. Since the water material 23 is provided in such a manner as to completely block it, the water stopping operation can be performed reliably at any part of the ground 19.

(g>2 Effects of the Invention As explained above, the present invention has an outer shell 2, and inside the outer shell 2, a friction reducing means such as a mini roller bearing 5 is provided on the inner peripheral surface 7b. A press ring 7 is provided movably in the excavation direction of the outer shell 2, and a formwork support member such as a gauge ring 11 is provided inside the press ring 7 so as to be movable with respect to the outer shell 2, and the formwork is supported. When constructing the tunnel lining 20 using a shield of a shield excavator 1 or the like having a jack 6 for digging between the member and the outer shell 2, the press ring 7 is made to protrude to the rear of the outer shell 2. In this state, the formwork support member is moved to the front of the outer shell 2, and the formwork support member and the tunnel lining 20 on which concrete 21A has already been poured are moved.
A skin sheet 40B is installed on the inner circumferential surface of the press ring via a friction reducing means, and a skin sheet 40B is installed between the formwork support member and the formwork 13A on which concrete 21A has already been poured. A frame 13B is installed, and a concrete casting space 31 is formed by the formwork supporting member, the skin sheet 40B, the tunnel lining 20 that has just been constructed, and the newly installed formwork 13B, and then the concrete casting space 31 is
・Press concrete 21B into the pouring space 31,
After that, while moving the press ring 7 toward the front of the outer shell 2, a filling member such as the water stop material 23 is filled into the space such as the water stop material filling space 32 created as the press ring 7 moves. death.

After that, digging by the shield is started, and the excavation jack 6 starts the forward S movement of the outer shell 2, and the press ring 7 is made to protrude rearward to pressurize the filled filling member. Since the structure is such that the filler material is filled into the tail voids 2 formed as the outer shell 2 moves, the concrete 21 as a structural member of the tunnel lining 20 is filled with the skin sheet 40.

It is cut off from the filling member. Therefore, even if groundwater intruding from the ground 19 passes through the layer of the filling member, the skin sheet 40 will prevent it from infiltrating the concrete 21 layer, and the groundwater will not flow into the tunnel lining 20. It becomes possible to reliably block the infiltration and prevent the generation of water. In addition, when pouring the filling material, the filling material does not mix into the concrete 21 and deteriorate the quality of the concrete 2, so that good pouring can be performed. Furthermore, since the friction with the skin sheet 40 caused by the movement of the press ring 7 is reduced by the friction reducing means, the skin sheet 40 is damaged and there is no possibility that the filling material or underground water will infiltrate into the concrete 21 from the damaged area. Skin sheet 40 can prevent
can improve the durability of Then, in a reinforcing member 12 such as a punch plate or reinforcing bar that can be buried in the concrete 21. Since the generation of rust due to contact with water can be prevented, the tunnel lining 20 can be constructed in good condition even on waterlogged ground or under high earth pressure.

Further, the present invention has an outer shell 2, a press link 7 is provided inside the outer shell 2 so as to be movable and driven in the excavation direction of the outer shell 2, and a mini roller is attached to the inner circumferential surface 7b of the press ring 7. A friction reducing means such as a bearing 5 is provided to cover the inner circumferential surface 7b, and a form support member such as a gauge ring 11 is provided inside the press ring 7 so as to be freely movable relative to the press link 7. Since the excavation jack 6 is provided between the formwork support member and the outer shell 2, the friction reducing means
Friction between the press ring 7 and the skin sheet 40 installed inside the press ring 7 is reduced. Therefore, when installing the skin sheet 40 inside the press link 7 when constructing the tunnel lining 20, when moving the press ring tuff with respect to the skin sheet 40, the skin sheet 40 is moved by the movement of the press ring 7. can be prevented from being damaged and can contribute to improving the durability of the skin sheet.

[Brief explanation of drawings]

The upper figure shows a tunnel excavation site to which an embodiment of the tunnel lining construction method according to the present invention is applied, and an embodiment of the shield excavator according to the present invention. -■ line vIrWJ diagram, Figure 3 is a cross-sectional view of the ■-■ gland in Figure 1, Figure 4 is an enlarged view of the jack part of the shield excavator shown in Figure 1, Figure 5 is the same as in Figure 4. 6 to 13 are process diagrams showing an embodiment of the method for constructing a tunnel lining according to the present invention, and FIG. 14 shows an example of a conventional method for constructing a tunnel lining. It is a diagram.・Concrete placement space 32...Space (waterstop material filling space) 40...
・Skin sheet 1

Claims (2)

[Claims] (1) It has an outer shell, a press ring provided with a friction reducing means on the inner peripheral surface is provided inside the outer shell so as to be movable in the excavation direction of the outer shell, and a mold is provided inside the press ring. When constructing a tunnel lining using a shield in which a frame support member is provided movably relative to the outer shell and a digging jack is provided between the formwork support member and the outer shell, the press ring is removed. With the formwork support member protruding to the rear of the shell, the formwork support member is moved to the front of the shell, and the skin sheet is placed between the formwork support member and the tunnel lining part where concrete has already been poured. The skin sheet is installed on the inner peripheral surface via a friction reducing means, and a formwork is installed between the formwork support member and the formwork in which concrete has already been poured, and the formwork support member, the skin sheet, A concrete casting space is formed using the previously constructed tunnel lining and the newly installed formwork. Next, concrete is poured into the concrete casting space, and then a press ring is placed in front of the outer shell. While moving the press ring, a filling member is injected into the space created by the movement of the press ring, and then excavation by the shield is started, and the excavation jack is used to start moving the outer shell forward, Construction of a tunnel lining configured so that a press ring projects rearward and pressurizes the filled filling member to fill the tail void that occurs due to the movement of the outer shell with the filling member. Method. (2) It has an outer shell, a press ring is provided inside the outer shell so as to be movable and driven in the excavation direction of the outer shell, and a friction reducing means is provided on the inner circumferential surface of the press ring to cover the inner circumferential surface. A shield excavator comprising: a form support member provided inside the press ring so as to be movable and driven relative to the press ring; and an excavation jack provided between the form support member and the outer shell. .