JPH02132297A - Lining work constructing method - Google Patents

Abstract

PURPOSE:To shorten a cycle time of shield excavation by providing movably in a digging direction a press ring inside a shell and pressure supporting always by the press ring a lining work constructing member deposited between the natural ground and a mold. CONSTITUTION:A mold supporting member 11 is moved to the front of a shell 2 in a condition that a press ring 7, movably provided in a digging direction of the shell 2, is protruded to its rear. Next setting up a mold 13, offset work constructing member depositing space 26 is charged with a lining work constructing member 21 injected, and protruding the press ring 7 to the rear, the space is charged with the lining work constructing member 21 pressurized. Forming primary lining work 35, its lining work constructing member 21 is hardened, here the mold 13 in the hardened part is released, and secondary lining is constructed in the inside of the primary lining 35. Thus enabling setting work to be performed of the mold 13 in no relation to a hardening condition of the lining work constructing member 21, digging work can be substantially reduced.

Description

DETAILED DESCRIPTION OF THE INVENTION (a). INDUSTRIAL APPLICATION FIELD The present invention relates to a lining construction method that can shorten the construction cycle when excavating a tunnel using a seal using a press ring. (b). BACKGROUND ART FIG. 13 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 of a shield excavator or the like using cast-in-place concrete, one of the formwork 13 is After constructing tunnel lining 20 for a ring, build tunnel lining 20 for the next link.
As shown in FIG.
The reinforcing member 12 and the formwork 13B are assembled and installed in the space 31 formed between A and the gauge ring 11. next. After pouring concrete 21A into the space 31 from the concrete supply pipe 25 connected to the formwork 13B, while moving the press ring 7 in the eight directions of the arrow, pour the concrete 21A from the supply hose 30 through the discharge pipe 10 of the press ring 7. concrete 2
By pouring 1C, a tunnel lining 20 consisting of concrete 2LA and concrete 21G is constructed.

(C). Problems to be Solved by the Invention However, in this construction method, the reinforcing member 12 and the formwork 13B are assembled and installed in the space 31 after the gauge ring 11 leaves the formwork 13A, and then concrete is poured into the part. Until the concrete 21B of the formwork 13A placed just before is placed, the pressure of the gauge ring 11 on the concrete 21B is released, so the placed concrete 21B is placed in the ground 1.
It is necessary to harden and cure the material to the extent that it can withstand pressures such as earth pressure and water pressure. This curing time is inevitably long especially in construction under high earth pressure and high water pressure such as deep construction, and therefore the cycle time of the shield excavator when constructing the tunnel lining 20 is shorter than that of the poured concrete 21B. There is a risk that the length of time will be increased by the amount equivalent to the curing time, and as a result, the construction period will become longer.6 The present invention aims to solve the above-mentioned problems by providing tunnel lining 2.
An object of the present invention is to provide a lining construction method that can shorten the cycle time required for construction of a lining.

(d). Means for solving the problems, that is, the present invention has an outer shell (2), and a press ring (7) is moved inside the outer shell (2) in the direction of excavation of the outer shell (2). A formwork supporting member (1) is installed inside the press ring (7) so as to be freely drivable.
1) is provided movably and driven relative to the outer shell (2), and a shield (1) is provided with an excavation jack (6) between the formwork support member (11) and the outer shell (2). Lining (2)
0), attach the press ring (7) to the outer shell (2).
With the formwork support member (11) projecting rearward, the formwork support member (11) was moved to the front of the outer shell (2), and the casting of the lining construction member (21) in the formwork support member (11) and the trench was completed. Formwork (13A)
A formwork (13B) is installed between the two, and then the press ring (7) is moved forward of the outer shell (2), and the lining construction members are placed as the press ring (7) moves. The lining material (21) is injected and filled into the space (26), and then excavation is started using the shield (1), and the forward movement of the outer shell (2) is started using the excavation jack (6). At the same time, by protruding the press ring (7) rearward and pressurizing the lining construction member (21) filled immediately before, the tail void (27) that occurs due to the movement of the outer shell (2) is removed. ) A primary lining (35) is formed by filling the upper with the lining construction member (21), and then the primary lining (35) is filled with the lining construction member (21).
) of the hardened part of the lining construction member (21) (13
) is demolded and a secondary lining (35) is placed inside the primary lining (35).
29).

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

(e). Effect With the above-described configuration, the present invention can connect the earth (19) and the formwork (
The lining construction member (21) cast between the holes 13) and 13) acts so as to be supported under constant pressure by the press ring (7).

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

Figure 1 is a front sectional view showing an example of a shield excavator, etc. to which the lining construction method according to the present invention is applied, and Figure 2 is a
A cross-sectional view taken along line 1. Figure 3 is a cross-sectional view taken along line ■-■ of Figure 1. 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 the line ■-■ in Fig. 4, and Figs. 6 to 12 are lining construction methods according to the present invention. It is a process chart showing an example.

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 excavation jacks 6 are installed on the partition wall 2a. As shown in FIGS. 1 and 2, the excavation jacks 6, which are arranged in a circular pattern along the outer shell 2, have rams 6a indicated by arrows 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.
．． It is provided so as to be slidable in the B direction. press ring 7
As shown in FIG. 4, sealing materials 5 made of a flexible material such as rubber are pasted around the entire circumference of the inner peripheral surface near the side surface 7a on the right side in the figure. Further, as shown in FIG. 2, the press ring 7 has a plurality of press ring jacks 9 arranged in an annular shape along the outer shell 2 at predetermined intervals. In between,
As shown in FIGS. 2 and 5, a plurality of discharge pipes 10 have discharge ports 10a at their tips connected to a 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 attached to the lot 10c in the direction indicated by the arrow A. It is provided in such a manner that it can protrude and retreat freely in the direction B, and a supply hose 30 is further connected to the discharge pipe 1o.

By the way, at the tip of the ram 6a of the digging jack 6, there is a gauge ring 1 formed in an annular shape, as shown in FIG.
1 is attached in contact with the inner surface of the press ring 7, and the gauge ring 11 has a formwork 13 assembled in an annular shape as shown in FIGS. It is provided in a connected form.

Further, at the rear of the shield excavator 1, as shown in FIG. The center 17 is provided with a concrete supply pipe (not shown).

Since the shield excavator 1 etc. has the above configuration, 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 moved in the direction indicated by the arrow B in FIG. The cutter 3 is pressed in the direction of the face 16, that is, in the direction of arrow A, through the partition wall 2a and the outer shell 2. Then, due to the pressing force,
The face 16 and the rotating cutter 3 are in 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 direction of the arrow 8, so that the tunnel 15 is located behind the shield excavator 1, i.e. It is formed 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.
It is necessary to construct tunnel lining 2o, and the construction of this tunnel lining 2o is carried out in the following steps. 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 eight directions of the arrows, the ram 6a of the excavation jack 6 protrudes 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 L1 in the direction of arrow A. Then, formwork 1 of the part where concrete 21 was poured just before
Gauge ring 11 separates from 3A and moves in the eight directions of the arrow, and a space of distance L1 is formed between formwork 13A and gauge ring 11. Therefore, a formwork 13B is assembled and installed in the space in an annular shape so as to be in contact with the formwork 13A, as shown by the imaginary line in the figure.

After the formwork 13B is assembled and installed in an annular shape in this manner, the press ring jack 9 is driven to gradually retreat the press ring 7 in the direction of arrow A, as shown in FIG. Then, after the press ring 7 passes, the outer shell 2
An annular concrete placement space 26 is formed between the molds 13A and 13B. Therefore, as the press ring 7 moves in the direction of arrow A, as shown in FIG. Space 26 is filled with concrete 21. On this occasion,
A sealing material 5 provided between the press ring 7 and the formworks 13A and 13B keeps the formwork 1 constant while the press ring 7 is moving.
3A or 13B, the concrete placement space 26 is filled with concrete 21 while maintaining the closed state. Therefore, the poured concrete 21 is pressed into the formwork 13A. There is no leakage from between 13B. When the press ring 7 moves in the eight directions of the arrow and the side surface 7a almost coincides with the formwork support position of the cage ring 11, as shown in FIG.
As shown in FIG. 11, the ram 6a of the excavation jack 6 is moved in the direction of arrow B to take a reaction force from the formwork 13, and the cutter 3 is rotated to start the excavation operation.

Then, as already mentioned, the outer shell 2 starts to move in the eight directions of the arrow, and after the outer shell 2 moves, a tail void 27 is formed between the poured and filled concrete 21 and the ground 19. Ru. Therefore, as the outer shell 2 moves in the eight directions of the arrow, the press ring jack 9 is driven to gradually move the press ring 7 in the direction of the arrow B in synchronization with the movement of the outer shell 2. Then, the previously poured unhardened concrete 21 in the concrete placement space 26 is pressed by the press ring 7 and flows to fill the tail void 27. In this way, as shown in FIG. 12, 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 void 27 that occurs as a result of the movement of the outer shell 2 can be effectively eliminated. It is filled with. On this occasion,
Since the press ring 7 is formed in a cylindrical shape, the concrete 21 is pressurized uniformly over the entire circumference of the ring, and therefore the filling operation of the tail void 27 is performed uniformly over the entire circumference of the outer shell 2 in good condition. It will be done. In this way, when the outer shell 2 is propelled by a length L1 corresponding to one ring of the formwork 13, the press ring 7 has its side surface 7a aligned with the rear end 2b of the outer shell 2, as shown in FIG. It has a bold shape and is 1 ring worth.
Construction of the next lining 35 is completed. In addition, once the primary lining 35 for one ring is constructed, in order to construct the primary lining 35 for the next one ring, the ram 6a of the excavation jack 6 is turned off in this state, as already mentioned. , as shown in FIG. 7, the gauge ring 11 is moved back a distance L1 in the direction of arrow A to release the pressure on the formwork 13, but at this time, the concrete 21 placed just before is removed. Since the end portion 21a is constantly pressurized and supported by the press ring 7. The end portion 21a will not collapse due to soil pressure, water pressure, etc., so that the next installation work of the formwork 13 can be carried out smoothly.

As the primary lining 35 is constructed in this manner, the poured concrete 21 is constantly supported under pressure by the five press rings 7 as described above. Since the release of stress due to the soil of the ground 19, water pressure, etc. does not occur, the excavation work of the tunnel 15 and the construction work of the primary lining 35 can be continued one after another regardless of the degree of hardening of the concrete 21.

Therefore, compared to the conventional construction method shown in FIG. 13, in the method according to the present invention, the curing time of the concrete 21 tends to be long especially under high earth pressure and high water pressure. There is no influence at all, and the shield can be excavated by taking the reaction force from the formwork 13, regardless of the strength development status of the concrete 21 that has been placed.

After the primary lining 35 is constructed as described above, the secondary lining 29 made of reinforced concrete 33 is constructed inside the primary lining 35 using the annular center 17. First, as shown in Figure 1, concrete 2
1 hardens into a cylindrical shape, the formwork 13 of the concrete 21 portion where the primary lining 35 has been constructed is successively demolded, and end stops 22B are installed in an annular shape inside the concrete 21.

Next, the end stop 22B and the secondary lining 2 that was cast and formed just before
9, a reinforcing member 12 made of punch plates, reinforcing bars, etc. is installed in an annular shape, as shown by imaginary lines in the figure. Thereafter, the center 17 supporting the secondary concrete 23 placed just before is moved in the eight directions of the arrow by a length L2 corresponding to one ring of the center 17, as shown by the imaginary line in the figure.

Then, the center 17 comes into contact with the end stop 22B, and the secondary concrete placement space 32 is surrounded by the center 17, the end stop 22B, the primary lining 35, and the end face of the secondary lining 29 formed immediately before. is formed.

Next, the center 1 is placed in the secondary concrete placement space 32.
Secondary concrete is placed and filled through a concrete supply pipe (not shown) provided at 7. The poured 2
Once the next concrete has hardened, construction of the secondary lining 29 for one ring is completed. When the construction of the secondary lining 29 for one ring is completed, the secondary lining 29 is constructed one ring at a time using the same procedure, thereby forming the primary lining 35 and the secondary lining 29. The tunnel lining 20 is being constructed.

In addition, in the above-mentioned embodiment, when constructing the secondary lining 29, the secondary concrete 23 is cast on site using the center 17, and is reinforced with the reinforcing member 12 to form the 33 in the reinforced concrete 1. , secondary lining 29,
Any method other than this, such as a method using segments, may be used as long as it is possible to construct the secondary lining 29 with sufficient strength. (g)
．． Effects of the Invention As described above, 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 swingable in the direction of excavation of the outer shell 2. A shield excavator in which a formwork support member such as a gage ring 11 is provided inside the shell 7 so as to be movable relative 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 a tunnel lining such as the tunnel lining 20 using a first-class shield (therefore, the cutter 3, etc. is not necessarily required), the press ring 7 should be made to protrude to the rear of the outer shell 2. The formwork support member is moved to the front of the outer shell, and the formwork 1 has already been cast with the formwork support member and lining construction members such as concrete 21.
3A, and then, while moving the press ring 7 forward of the outer shell 2, the concrete casting space 26 and other lining construction members and light installations that are created as the press ring 7 moves. Lining construction materials such as concrete 21 were injected into the space, and then excavation using the shield began. The excavation jack 6 starts moving the outer shell 2 forward, and the press ring 7 is made to protrude rearward to pressurize the lining construction members such as the concrete 21 filled just before the outer shell 2. The lining construction member is filled into the tail void 27 that occurs as the shell 2 moves.
A secondary lining 35 is formed, and then the formwork 13 of the hardened portion of the lining construction member of the primary lining 35 is molded to construct the secondary lining 29 inside the primary lining 35. With this structure, the press ring 7 constantly pressurizes and supports the lining construction member cast and filled in the lining construction member casting space formed between the earth 19 and the formwork 13. Therefore, the 8-position work of the formwork 13 can be performed regardless of the hardening status of the lining construction members, and the shield excavation cycle time can be significantly shortened.

[Brief explanation of drawings]

Figure 1 is a front sectional view showing an example of a shield excavator, etc. to which the lining construction method according to the present invention is applied, and Figure 2 is a
Figure 3 is a cross-sectional view taken along line -■, Figure 3 is a cross-sectional view taken along line ■1-■ in Figure 1, Figure 4 is an enlarged view of the jack part of the shield excavator shown in Figure 1, and Figure 5 is the same as in Figure 4. 6 to 12 are process diagrams showing an example of the lining construction method according to the present invention, and FIG. 13 is a diagram showing the method of concrete pouring in the conventional shield construction method. 1... Shield (shield excavator) 2...
...Outer shell 6...Drilling jack 7...Press ring 11...Form support member (gauge ring) 13A
, 13B... Formwork 20... Lining (tunnel lining) 21...
・Lining construction members (concrete) 26...Space for placing lining construction members (concrete placement space) 27...Tail void 29...Secondary lining 35... ...Primary lining applicant Mitsui Construction Co., Ltd. agent Patent attorney Shinji Aida (and 2 others)

Claims (1)

[Scope of Claims] 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 form support member is provided inside the press ring with respect to the outer shell. When constructing a lining using a shield that is movable and movable and has a jack for digging between the formwork support member and the outer shell, the press ring is protruded to the rear of the outer shell. Move the formwork support member to the front of the outer shell, install the formwork between the formwork support member and the formwork on which the lining construction member has already been cast, and then move the press ring to the front of the outer shell. While moving the press ring, the lining construction members are injected and filled into the space where the lining construction members are placed due to the movement of the press ring, and then excavation using the shield is started, and the front of the outer shell is removed using an excavation jack. At the same time, the press ring is projected rearward to pressurize the lining construction member filled immediately before, thereby constructing the lining in the tail void that occurs as the outer shell moves. A primary lining is formed by filling the materials, and then the formwork of the hardened portion of the lining construction member of the primary lining is removed from the mold, and a secondary lining is formed inside the primary lining. A lining construction method configured to construct a lining.