JPH02132295A - Constructing method for tunnel lining work - Google Patents

Abstract

PURPOSE:To construct a tunnel in its lining work of high quality avoiding contact of concrete with water by constituting the tunnel providing a press ring and a mold supporting member and charging between the concrete and the natural ground with a water stopping member injected. CONSTITUTION:A press ring 7 is movably provided inside an outer shell 2, and a mold supporting member 11, movably provided inside the press ring 7, is moved to the front of the outer shell 2. Next in concrete depositing space 31 generated by the movement, concrete 21 is injected and deposited, moving the press ring 7 to the front of the shell 2. Subsequently, space 32, generated in accordance with the movement, is charged with a water stopping member 5 injected through a delivery pipe 10. And moving the press ring 7 in a direction of arrow head A, digging is started by a shield excavator 1. Thus forming a water stopping layer cylindrically surrounding the periphery of the concrete 21, its contact with groundwater or the like can be prevented.

Description

DETAILED DESCRIPTION OF THE INVENTION (a). Industrial Application Field The present invention can improve the quality of tunnel lining by providing a cylindrical water-stopping layer made of a water-promoting material between the concrete and the ground constituting the tunnel lining. Concerning methods for constructing tunnel linings.

(b). BACKGROUND ART FIG. 14 is a diagram showing a concrete placement method in the conventional shield construction method.

Conventionally, when constructing a lining for a tunnel excavated by a shield excavator using cast-in-place concrete, for example, as disclosed in Japanese Patent Application Laid-Open No. 62-0194399,
In the concrete pouring process, as shown in FIG. 14, the press ring 7 and gauge ring 1 of the shield excavator 1
A concrete supply pipe 2 connected to the formwork 13 is placed in an annular concrete placement space 31 surrounded by the formwork 1 and the formwork 13.
After placing the primary concrete 21A from No. 5, the secondary concrete 21C is placed from the supply hose 30 through the discharge pipe 10 of the press ring 7 while moving the press ring 7 in the eight directions of the arrows. The tunnel lining 20 consisting of the next and second concrete 21A and 21C is constructed.

(C). Problems to be Solved by the Invention However, water pressure is applied to the tunnel lining 20 constructed in this way from the ground 19 side, especially in water-stagnant ground, and the tunnel lining 20 is
When 0 comes into contact with water such as groundwater, there is a risk that quality may deteriorate.

In order to solve the above-mentioned problems, the present invention provides a cylindrical water-stop layer made of a water-stop material between the concrete constituting the tunnel lining and the ground, thereby preventing contact between the concrete and water. The purpose of the present invention is to provide a method for constructing a tunnel lining that can avoid this and improve the quality of the tunnel lining.

(d) Means for solving the problem, that is, the present invention has an outer shell (2), and a press ring (7) is provided inside the outer shell (2) by drilling the outer shell (2). A mold support member (11) is provided inside the press ring (7) so as to be movable with respect to the outer shell (2), and the mold support member (11) and the outer shell When constructing a tunnel lining (20) using a shield excavator (1) equipped with a digging jack (6) between (2), the press ring (7) should be protruded to the rear of the outer shell (2). In this state, the formwork support member (11) is moved forward of the outer shell (2), and the formwork support member (11) and the formwork (13A) on which concrete (21) has already been poured are connected to +71. D. Formwork (,1 3
B) is installed to form a concrete casting space (31), then concrete (21) is poured into the concrete casting space (31), and then a press ring (7
) while moving the outer shell (2) forward, press the M press ring (
The water-stopping member (5) is injected and filled into the space (32) created by the movement of the shell (7), and then excavation by the shield excavator (1) is started, and the excavation jack (6) is used to remove the outer shell ( 2) starts moving forward, and at the same time causes the press ring (7) to protrude rearward and pressurizes the filled water-stopping member (5). The structure is such that the water-stopping member (5) is filled into the resulting tail board (27).

Note that 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. The following r(e).
The same applies to the column "Effect".

(e). Effect With the above-described configuration, the present invention provides tunnel lining (20)
The water-stopping member (5) formed between the concrete (21) and the ground (19) that constitute the concrete (21) acts to prevent the concrete (21) from coming into contact with water.

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

Fig. 1 is a front sectional view showing an example of a shield excavator to which the tunnel lining construction method according to the present invention is applied, Fig. 2 is a sectional view taken along line
Fig. 4 is an enlarged view of the jack part of the shield excavator shown in Fig. 1, Fig. 5 is a sectional view taken along line -v in Fig. FIG. 13 is a process diagram showing an example of a 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 a drive 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 digging jacks 6 are installed on the partition wall 2a. , as shown in Figures 1 and 2, are arranged in a circular ring along the outer shell 2. A ram 6a is attached to the excavation jack 6 in the direction of arrow A. A cylindrical press ring 7 is provided inside the outer shell 2 so as to be able to protrude and retreat in the direction B, and is in contact with the inner surface of the outer shell 2 in the direction indicated by the arrow A.
, B so as to be slidable in the directions B. press ring 7
for. As shown in FIG. 2, a plurality of press ring jacks 9 are arranged in an annular shape along the outer shell 2 at predetermined intervals, and between the press ring jacks 9, as shown in FIG. As shown in FIG. 5, the plurality of discharge pipes 10 have discharge ports 10a at their tips connected to the side surface 7a of the press ring 7. That is, it is provided facing toward the rear of the shield excavator 1.

In the discharge pipe 10, a cylinder 10b for cleaning the inside of the discharge pipe is connected to a rod 10c in the direction of arrow A. The discharge pipe 10 is provided with a supply hose 3o that can protrude and retreat freely in the direction B.
is connected.

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.
The gauge ring 11 has an engagement groove 1 as shown in FIG.
1a are annularly bored and formed around the entire circumference of the gauge ring 11. Further, as shown in FIGS. 2 and 3, the gauge ring 11 is provided with a formwork 13 assembled in an annular shape and connected in the left-right direction in FIG. 1. Since the shield excavator 1 has the above configuration, when excavating the tunnel 15, the heel motor 3a is driven to rotate the cutter 3, and the ram 6a of the excavation jack 6 is moved in the direction indicated by the arrow B in FIG. The cutter 3 is pushed in the direction of the face 16 of the cutter 3 through the partition wall 2a and the outer shell 2, that is, in the eight directions of the arrows. Then, due to the pressing force, the face l6 and the rotating cutter 3 come into contact with each other with a predetermined contact pressure, and at the same time the face 16 is excavated by the cutter 3, the outer shell 2
is propelled in the eight directions of the arrow, and a tunnel 15 is formed behind the seal 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 L1 corresponding to one ring of the formwork 13 in the direction of arrow A, the ram 6a of the excavation jack 6 protrudes in the direction of 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 L1 in the direction of arrow A. Then, the gauge ring 11 separates from the end stop 22A and formwork 13A of the part where the concrete 21 was placed just before and moves in the direction of arrow A, and a gap is formed between the end stop 22A and formwork 13A and the gauge ring 11. A space with distance L1 is formed.
Therefore, a reinforcing member 12 made of a punch plate, reinforcing bar, etc. is inserted into the engagement groove 11 in the space, as shown by the imaginary line in the figure.
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), press ring 7
A cylindrical concrete placement space 31 is formed between the end stop 22A and the end stop 22A.

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

When the concrete 21 has been placed in the concrete placement space 31 in this manner, the press ring jack 9 is moved to gradually retreat the press ring 7 in the eight directions of the arrows, as shown in FIG.

Then, after the press ring 7 passes, an annular filling member casting space 32 is formed between the outer shell 2 and the poured concrete 21. Therefore, as the press ring 7 moves in the direction of arrow A, a water-stopping member 5 such as bentonite mortar is introduced from the supply hose 30 into the filling member casting space 32 through the discharge pipe 10, as shown in FIG. The filling member casting space 32 is filled with the water-stopping member S.

The press ring 7 moves in the eight directions of the arrow, and as shown in FIG.
When the excavation position is substantially aligned with the installation position B, as shown in FIG. 12, the ram 6a of the excavation jack 6 is driven to protrude in the direction of arrow B, and the cutter 3 is rotated to start the excavation operation.

Then, as described above, the outer shell 2 starts to move in the eight directions of the arrow, and after the outer shell 2 moves, the tail board 27 is placed between the poured and filled water-stopping member 5 and the ground 19. is formed. Therefore, as the outer shell 2 moves in the direction of arrow A, the press ring jack 9 is moved north, and the press ring 7
is gradually moved in the direction of arrow B in synchronization with the movement of the outer shell 2. Then, the filling member casting space 32 that was cast earlier is
The uncured waterproof member 5 inside is pressed by the press link 7 and flows to fill the tail poid 27. In this way, as shown in FIG. 13, when the press ring 7 is moved in the direction of the arrow B as the outer shell 2 moves in the eight directions of the arrows, the tail board 2 generated as a result of the movement of the outer shell 2
7 is effectively filled. At this time, the water-stopping member 5
Due to the press pressure of the press ring 7, the particles of the concrete 21 in the concrete placement space 31 and the ground 19
R of the concrete 21 placed in the concrete placement space 31.
Form a water stop wall surrounding H in a cylindrical shape. In addition, since the press ring 7 is formed in a cylindrical shape, the water-stopping member 5 is uniformly applied over the entire circumference of the ring, so that the filling operation of the tail board 27 is uniform and good over the entire circumference of the outer shell 2. It is carried out under such conditions. In this way, the outer shell 2 is attached to the formwork 13
When the press ring 7 is propelled by a length L1 corresponding to one ring, the side surface 7a of the press ring 7 matches the rear end 2b of the outer shell 2, as shown in FIG. 20 construction is completed. In addition, when the tunnel lining 20 for one ring is constructed, in order to construct the tunnel lining 20 for the next one ring, in this state, the ram 6a of the excavation jack 6 is As shown in Figure 7,
It is moved back by a distance L1 in the direction of arrow A, but at this time,
The concrete 21 in the part that is in contact with the end stop 22B has already hardened sufficiently into an annular shape, so the concrete 21 is in contact with the end stop 22B.
9 stands on its own together with the end stop 22B without collapsing, and the subsequent installation work of the reinforcing member 12 can be carried out smoothly.

In addition, in the above-mentioned embodiment, the filling member casting space 32 and the tail board 27 formed between the concrete 21 placed in the concrete casting space 31 and the ground 19 are
A case has been described in which a water-stopping member 5 made of bentonite mortar or the like is injected and filled into the filling member placement space 32 and the tailboard 27. It can also be injected and filled as the aqueous material 5. When a two-component plastic grout material is used, there are various methods of injecting the two-component plastic grout material into the filling member placement space 32; Any method may be used as long as the water-stopping member 5 can be formed by mixing the two liquids. Moreover, since the mixed water-stopping member 5 becomes a flexible homogel and then hardens, the press-fitting operation into the tail board 27 by the press IJ ring 7 is smoothly performed in the homogel state.

(g). Effects of the Invention As described above, the present invention has an outer shell 2, and a press ring 7 is provided on the inner side of the outer shell 2 so as to be movable in the direction of promoting the outer shell 2. A shield excavator 1 is provided, in which a formwork support member such as a gauge ring 11 is provided inside the shell 2 so as to be movable with respect to the outer shell 2, and a jack 6 for excavation is provided between the formwork support member and the outer shell 2. When constructing the tunnel lining 20 using the press ring 7, the formwork supporting member is moved to the front of the outer shell 2 with the press ring 7 protruding to the rear of the outer shell 2, and the formwork supporting member and the concrete 21 are already in contact with each other. A formwork 13B is installed between the formwork 13A for which pouring has been completed to form a concrete placing space 31, and then concrete 21 is poured into the concrete placing space 31, and then the press ring 7 While moving the press link 7 forward to the outer shell 2, the filling member placement space 32 created as the press link 7 moves.
A water-stopping member 5 made of bentonite mortar, plastic grout, foamed mortar, etc. is injected and filled inside, and then excavation by the shield excavator 1 is started, and the outer shell 2 is moved forward by the excavation jack 6. At the same time, by protruding the press ring 7 rearward and pressurizing the filled water-stopping member S, the water-stopping member S is formed in the tail board 27 generated as the outer shell 2 moves. Since the water-stopping member 5 filled in a cylindrical shape between the concrete 21 and the ground 19 in the concrete placement space 31 is configured to fill the concrete placement space 31 with
It is possible to prevent the occurrence of a situation in which the quality of the concrete 21 is degraded by preventing the concrete 21 inside from coming into contact with water such as underground water. Therefore, especially when constructing the tunnel lining 20 on water-logged ground, if only the portion of the lining 20 formed from the concrete 21 in the concrete placement space 31 is considered as the effective lining thickness, high-quality It is possible to construct a lining using concrete, and construction can be performed with high reliability.

[Brief explanation of the drawing]

FIG. 1 is a front sectional view showing an example of a seal excavator to which the tunnel lining construction method according to the present invention is applied. Figure 2 is a cross-sectional view taken along the line ■-■ in Figure 1, and Figure 3 is a cross-sectional view of Figure 1.
Figure 4 is an enlarged view of the jack part of the shield excavator shown in Figure 1, Figure 5 is a cross-sectional view taken along line V-Va in Figure 4, Figures 6 to 13 Figure 14 is a process diagram showing an example of the method for constructing a tunnel lining according to the present invention, and Figure 14 is a diagram showing a concrete pouring method in the conventional shield construction method. 27...Tail board 31...Concrete placement space 32...
・Filling material placement space

Claims (1)

[Scope of Claims] It has an outer shell, a press ring is provided inside the outer shell so as to be movable in the excavation direction of the outer shell, and a form support member is provided inside the press ring with respect to the outer shell. When constructing a tunnel lining using a movable shield excavator equipped with a digging jack between the formwork support member and the outer shell, the press ring should be protruded to the rear of the outer shell. , move the formwork support member to the front of the outer shell, and install the formwork between the formwork support member and the formwork into which concrete has already been poured to form a concrete pouring space; Concrete is poured into the concrete placement space, and then, while moving the press ring to the front of the outer shell, a water-stopping member is injected and filled into the space created by the movement of the press ring, and then, The shield excavator starts digging, and the excavation jack starts moving the outer shell forward, and the press ring is protruded rearward to pressurize the filled water-stopping member. A method for constructing a tunnel lining in which the water-stopping member is filled in a tail board that is generated as the shell moves.