JPH0692719B2 - Lining construction method - Google Patents

Description

DETAILED DESCRIPTION OF THE INVENTION (a). BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a lining construction method capable of shortening a construction cycle when excavating a tunnel with a shield using a press ring.

(B). Prior Art FIG. 13 is a diagram showing a concrete placing method in a conventional shield construction method.

Conventionally, when constructing a lining in a tunnel excavated by a shield such as a shield excavator using cast-in-place concrete, for example, as disclosed in JP-A-62-0194399, one ring of the formwork 13 is used. After constructing the tunnel lining 20 of the above, when constructing the tunnel lining 20 for the next one ring, as shown in FIG. 13, the ram 6a of the jack 6 for excavation is moved in the direction of the arrow A along with the gauge ring 11. The mold frame 13 is retracted by the length of one ring, and the reinforcing member 12 and the mold frame 13B are assembled and installed in the space 31 formed between the mold frame 13A and the gauge ring 11. Next, in the space 31, after concrete 21A is placed from the concrete supply pipe 25 connected to the formwork 13B, the press ring 7 is moved in the direction of arrow A, and the supply hose 30 discharges the press ring 7 from the discharge pipe. By placing concrete 21C through 10, a tunnel lining 20 made of concrete 21A and concrete 21C will be constructed.

(C). Problems to be Solved by the Invention However, in this construction method, after the gauge ring 11 leaves the mold 13A, the reinforcing member 12 and the mold 13B are assembled and installed in the space 31, and further concrete is poured into the part. Until that time, the pressed state of the gauge ring 11 against the concrete 21B at the part of the formwork 13A placed immediately before is released. Then, there is no means to prevent the flow of the poured concrete, so if the concrete is in an unhardened state, there is a risk that the concrete will spout to the outside due to earth pressure or water pressure from the natural ground 19. In order to avoid such danger, the cast concrete 21B is cured and cured to an extent that it can withstand the pressure such as earth pressure and water pressure from the ground 19, and then the gauge ring 11 is molded. Frame 13
Must be separated from A. This curing time is inevitably long especially in construction under high soil pressure and high water pressure, such as when working at large depths, so the cycle time of the shield excavator when constructing the tunnel lining 20 hardens the concrete 21B that is poured. There is a risk that it will be lengthened by the amount corresponding to the curing time, resulting in a longer construction period.

In addition, a discard form is used as the form, and the end plate is integrated with the end form. When the gauge ring is separated from the form by the end plate, the cast concrete collapses. Although a method of preventing this is also known, a special discarding formwork having a gable plate provided in advance must be used as the formwork, which is inconvenient in general versatility. In addition, when the gauge ring separates from the end plate, the pressing force from the gauge ring disappears, so when the placed concrete is in a fluid state, the concrete spouts inside the tunnel due to earth pressure and water pressure from the natural ground. Even if you use this method, until the cast concrete solidifies to some extent,
It took time to cure the concrete, and the above problems could not be solved fundamentally.

An object of the present invention is to provide a lining construction method capable of shortening the cycle time required to construct a tunnel lining in order to solve the above problems.

(D). Means for Solving the Problems That is, according to the present invention, an outer shell (2) is provided, and a press ring (7) is provided inside the outer shell (2) so as to be movable in the excavation direction of the outer shell. A mold support member (11) is provided inside the press ring so as to be movable with respect to the outer shell, and a pair of mold seal members (5) is provided on the inner peripheral surface of the press ring over the entire circumference, When constructing a lining (20) using a shield having a jack (6) for excavation between the formwork support member and the outer shell, the press ring (7) is projected to the rear of the outer shell. , Move the formwork support member forward of the outer shell, and install the formwork (13B) between the formwork support member and the formwork (13A) on which the lining construction member (21) has already been placed. Then, a press ring is attached to the concrete contact surface of the formwork (13A, 13B) and the paired formwork seal member (5). Then, the lining construction member is injected and filled into the lining construction member placing space (26) generated by the movement of the press ring while being moved in such a manner that it is always in contact with the outer shell, and then the shield ( Start the excavation by 1), and jack for excavation (6)
The forward movement of the outer shell is started by the press ring, and the press ring is caused to project rearward in such a manner that the press ring is always in contact with the concrete contact surface of the mold via the anti-mold frame seal member, By pressurizing the lining construction member that has just been filled, the lining construction member is filled in the tail void (27) that accompanies the movement of the outer shell.
A secondary lining (35) is formed, and then the mold (13) of the hardened portion of the lining construction member of the primary lining is demolded, and a secondary lining is provided inside the primary lining. (29) is constructed to build.

The numbers in parentheses are for convenience of showing the corresponding elements in the drawings, and therefore the present description is not limited to the description in the drawings. The same applies to the section "(e). Action" below.

(E). Action With the above-mentioned configuration, the present invention provides the ground (19) and the form (1
The lining construction member (21) cast between 3) is the press ring with the concrete contact surfaces of the press ring and the molds (13A, 13B) being always closed by the paired mold seal member (5). By (7), it works so as to be constantly supported under pressure.

(F). Embodiment An embodiment of the present invention will be described below with reference to the drawings.

1 is a front sectional view showing an example of a shield excavator to which the lining construction method according to the present invention is applied, FIG. 2 is a sectional view taken along line II-II of FIG. 1, and FIG. 3 is FIG. 3 is a sectional view taken along line III-III of FIG. 4, FIG. 4 is an enlarged view of a jack portion of the shield excavator shown in FIG. 1, FIG. 5 is a sectional view taken along line VV of FIG. 4, and FIGS. The drawing is a process drawing showing an example of a lining construction method according to the present invention.

As shown in FIG. 1, the shield excavator 1 has an outer shell 2 formed in a cylindrical shape, and the front surface of the outer shell 2, that is, the first outer shell 2.
A cutter 3 is rotatably supported on the left side surface of the drawing.
The cutter 3 is connected to a drive motor 3a provided on a partition wall 2a provided so as to block the space inside the outer shell 2 in the left-right direction in the figure, and the partition wall 2a is further provided with a plurality of jacks 6 for excavation. As shown in FIGS. 1 and 2, they are arranged in an annular shape along the outer shell 2. The jack 6 for excavation is provided with a ram 6a so as to project and retract in the directions of arrows A and B. Further, a press ring 7 formed in a cylindrical shape is in contact with the inner surface of the outer shell 2 inside the outer shell 2. The shape is slidable in the directions of arrows A and B. As shown in FIG. 4, a sealing material 5 made of a flexible material such as rubber is attached to the inner peripheral surface of the press ring 7 in the vicinity of the side surface 7a on the right side of the drawing over the entire circumference thereof. There is. As shown in FIG. 2, a plurality of press ring jacks 9 are annularly arranged along the outer shell 2 at predetermined intervals on the press ring 7, and these press ring jacks 9 are also arranged. In between, as shown in FIG. 2 and FIG.
Is provided so as to face the side surface 7a of the press ring 7, that is, the rear side of the shield excavator 1. The discharge pipe 10 is provided with a cylinder 10b for cleaning the inside of the discharge pipe in such a shape that a rod 10c can be projected and retracted in the directions of arrows A and B.
A supply hole 30 is connected to 10.

By the way, at the tip of the ram 6a of the jack 6 for excavation,
As shown in the figure, a ring-shaped gauge ring 11 is attached so as to be in contact with the inner surface of the press ring 7. The gauge ring 11 has an annular shape as shown in FIGS. 2 and 3. The assembled formwork 13 is provided so as to be connected in the left-right direction in FIG.

Further, as shown in FIG. 1, an annular centle 17 is installed behind the shield excavator 1 so as to be movable and driven in the excavating direction of the shield excavator 1, that is, in the directions of arrows A and B. The center 17 is provided with a concrete supply pipe (not shown).

Since the shield excavator 1 and the like have the above-described configuration, when excavating the tunnel 15, the drive motor 3a is driven to rotate the cutter 3 and the jack 6 for excavation.
1. The ram 6a of FIG. 1 is projected in the direction of arrow B in FIG. 1, and the cutter 3 is pressed through the partition wall 2a and the outer shell 2 in the direction of the cutting face 16, that is, in the direction of arrow A. Then, due to the pressing force, the cutting face 16 and the rotating cutter 3 come into contact with each other with a predetermined contact pressure, the cutting face 16 is excavated by the cutter 3, and at the same time, the outer shell 2 is propelled in the direction of arrow A and the tunnel 15 is shield excavated. It is formed behind the machine 1, that is, on the right side of the drawing.

In this way, as the tunnel 15 is formed, it is necessary to construct the tunnel lining 20 to prevent the excavated ground 19 from collapsing. The construction of the tunnel lining 20 is performed by the following procedure. . That is, the shield excavator 1 is
As shown in FIG. 6, the ram 6a of the jack 6 for excavation is in a state of protruding in the direction of arrow B in a state in which the length L1 for one ring 13 is excavated in the direction of arrow A. The ring 7 is also moved in the direction of arrow B.

In this state, as shown in FIG. 7, the ram 6a of the excavation jack 6 is retracted in the direction of arrow A by the distance L1. Then,
Immediately before, the gauge ring 11 moves away from the formwork 13A of the part where the concrete 21 was placed and moves in the direction of arrow A,
A space having a distance 11 is formed between the gauge ring 11 and the gauge ring 11.

At this time, the space between the press ring 7 and the concrete contact surface of the mold 13A (the upper surface in FIG. 7) is closed by the sealing material 5, so that the press ring 7 placed immediately before is pressed.
Even if the concrete 21 on the right side of FIG. 7 on the side surface 7a of Fig. 7 is not in a solidified state and still retains fluidity, the uncured concrete leaks from between the press ring 7 and the form 13A. There is no.

Therefore, as shown by the imaginary line in the figure,
The form 13B is assembled and installed in an annular shape so as to be in contact with 13A.

In this way, when the mold frame 13B is assembled and installed in an annular shape, as shown in FIG. 8, the press ring jack 9 is driven to gradually retract the press ring 7 in the arrow A direction. Then, after passing through the press ring 7, the outer shell 2
-Shaped concrete placing space between the mold and the formwork 13A, 13B
26 is formed. Then, along with the movement of the press ring 7 in the direction of arrow A, as shown in FIG. 9, concrete 21 is poured from the supply hose 30 into the concrete placing space 26 through the discharge pipe 10, and the concrete placing space 26 is poured. The space 26 is filled with concrete 21. At this time, press ring 7 and formwork
Since the sealing material 5 provided between 13A and 13B is deformed so as to constantly contact the formwork 13A or 13B during the movement of the press ring 7, the concrete placing space 26 remains closed. While being filled with concrete 21. Therefore,
The injected concrete 21 is press ring 7 and formwork 13
There is no leakage from between A and 13B. When the press ring 7 moves in the direction of the arrow A and the side surface 7a almost coincides with the frame supporting position of the gauge ring 11 as shown in FIG. 10, the jack 6 for excavation is moved as shown in FIG. The ram 6a is driven to project in the direction of the arrow B to take a reaction force from the form 13, and the cutter 3 is rotated to start the excavation operation.

Then, as described above, the outer shell 2 starts moving in the direction of the arrow A, and after the outer shell 2 moves, the tail void 27 is formed between the concrete 21 that has been poured and filled and the ground 19. It Therefore, as the outer shell 2 moves in the arrow A direction, the press ring jack 9 is driven to gradually move the press ring 7 in the arrow B direction in synchronization with the movement of the outer shell 2. Then, the concrete placing space 26 that was just placed
The uncured concrete 21 therein is pressed by the press ring 7 and flows so as to fill the tail void 27. Thus, as shown in FIG. 12, when the press ring 7 is moved in the arrow B direction as the outer shell 2 moves in the arrow A direction, the tail void 27 generated as a result of the movement of the outer shell 2 becomes
It will be filled effectively. At this time, since the press ring 7 is formed in a cylindrical shape and the press ring 7 is always in contact with the concrete contact surface of the formwork 13 via the seal material 5, the concrete 21 is evenly distributed over the entire circumference of the ring. It is pressurized and therefore the filling operation of the tail void 27 is carried out in a uniform and good condition over the entire circumference of the outer shell 2. In this way
When the outer shell 2 propels the length L1 of one ring of the formwork 13,
As shown in FIG. 6, the press ring 7 has a shape in which the side surface 7a thereof coincides with the rear end portion 2b of the outer shell 2 and is divided by one ring.
Construction of the next lining 35 is completed.

When the primary lining 35 for one ring is constructed, the following 1
In order to construct the primary lining 35 for the ring, as described above, in this state, the ram 6a of the jack 6 for retreat is moved backward in the direction of arrow A by the distance L1 as shown in FIG. The pressing state of the form ring 13 by the gauge ring 11 is released, but at this time, the gable portion 21a of the concrete 21 that was placed immediately before is released.
Is constantly supported under pressure by the press ring 7, and the concrete contact surfaces of the press ring 7 and the formwork 13 are closed by the sealing material 5, so that the concrete poured
Even when 21 is still in an uncured state, the end 21a does not collapse due to earth pressure, water pressure, etc. Therefore, the next work for installing the form 13 can be performed smoothly.

When the primary lining 35 is constructed in this way, the concrete 21 poured and poured will have the sealing material 5 as described above.
The press ring 7 and the concrete contact surface of the formwork 13 are always closed by the press ring 7, and the press ring 7 constantly pressurizes and supports them so that the stress due to earth pressure or water pressure of the natural ground 19 does not occur. Therefore, 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, as compared with the conventional construction method as shown in FIG. 13, in the method according to the present invention, the curing time of the concrete 21 which tends to be long especially under high earth pressure and high water pressure is applied to the excavation cycle of the tunnel 15 by the shield. It has no effect, and the shield does not depend on the strength development status of the cast concrete 21.
You can continue to dig in the form of taking a reaction force.

After the primary lining 35 is constructed as described above, the secondary lining 29 made of the reinforced concrete 33 is constructed inside the primary lining 35 by using the annular center 17. To do this, as shown in FIG. 1, first, the concrete 21 hardens into a cylindrical shape, and the formwork 13 of the concrete 21 portion where the primary lining 35 has been constructed is sequentially demolded, and the inside of the concrete 21 is removed. The wife stopper 22B is installed in an annular shape. Next, as shown by an imaginary line in the drawing, a reinforcing member 12 made of a punch plate, a reinforcing bar, or the like is annularly installed between the gable stopper 22B and the secondary lining 29 formed immediately before. Thereafter, as shown by an imaginary line in the drawing, the centle 17 supporting the secondary concrete 23 cast immediately before is moved in the direction of the arrow A by a length L2 corresponding to one ring of the centle 17. Then, Centr 17 stops the wife.
A secondary concrete placing space 32 is formed which is in contact with 23B and is surrounded by the end faces of the center 17, the girder 22B, the primary lining 35 and the secondary lining 29 formed immediately before.

Next, in the secondary concrete placing space 32, secondary concrete is placed and filled through a concrete supply pipe (not shown) provided in the center 17. When the cast secondary concrete has hardened, the secondary lining for one ring
29 builds complete.

When the construction of the secondary lining 29 for one ring is completed, the secondary lining 29 is constructed one ring at a time by the same procedure, and the primary lining 35 and the secondary lining 29 are formed. The tunnel lining 20 is built.

In the above-described embodiment, when constructing the secondary lining 29, the secondary concrete 23 is cast on site using the center 17 and reinforced with the reinforcing member 12 to form the reinforced concrete 33. Although the secondary lining 29 is used, as long as it is possible to construct the secondary lining 29 with sufficient strength even with a method other than this, for example, a method using a segment,
Any method may be used.

(G). EFFECTS OF THE INVENTION As described above, the present invention has the outer shell 2, and the press ring 7 is provided inside the outer shell 2 so as to be movable and movable in the excavating direction of the outer shell, and the inside of the press ring is provided. A mold frame supporting member such as a gauge ring 11 is movably driven with respect to the outer shell 2, and an anti-mold frame sealing member such as a sealing material 5 is provided on the inner peripheral surface of the press ring over the entire circumference. Constructing a lining such as a tunnel lining 20 using a shield such as a shield excavator 1 having a jack 6 for excavation provided between the frame support member and the outer shell (hence, the cutter 3 and the like are not always necessary). In doing so, with the press ring 7 protruding rearward of the outer shell, the formwork support member is moved forward of the outer shell, and the placing of the formwork support member and the lining construction member such as concrete 21 has already been completed. Install the formwork 13B between the formed formwork 13A and the While moving the sling forward of the outer shell in such a manner that the press ring constantly contacts the concrete contact surface of the mold via the anti-mold seal member, the concrete placing caused by the movement of the press ring Inject and fill the lining construction member into the lining construction member placing space such as the space 26,
After that, the excavation by the shield is started, the forward movement of the outer shell is started by the jack for excavation, and the press ring is inserted through the concrete contact surface of the mold and the paired mold seal member. By projecting to the rear in a form of always abutting and pressurizing the lining construction member that has just been filled, the lining construction member is filled in the tail void 27 that is generated with the movement of the outer shell. To form a primary lining 35, and thereafter, the mold 13 of the hardened portion of the lining construction member of the primary lining is demolded, and a secondary lining 29 is formed inside the primary lining. Since it is constructed as constructed, the press ring 7 is formed between the ground 19 and the mold 13 in a state where the pair of mold seal members always closes the space between the press ring and the concrete contact surface of the mold. The lining that was placed and filled in the space where the construction member was placed. Since it is possible to constantly support the building member under pressure, it is possible to perform the work of installing the formwork 13 regardless of the hardening condition of the lining building member, and it is possible to greatly reduce the excavation cycle time of the shield. Become.

Further, since it is not necessary to use a special formwork such as a waste formwork in which the end plate and the formwork are integrated in order to prevent the spouting of concrete, it is extremely versatile.

[Brief description of drawings]

1 is a front sectional view showing an example of a shield excavator to which the lining construction method according to the present invention is applied, FIG. 2 is a sectional view taken along line II-II of FIG. 1, and FIG. 3 is FIG. 3 is a sectional view taken along line III-III of FIG. 4, FIG. 4 is an enlarged view of a jack portion of the shield excavator shown in FIG. 1, FIG. 5 is a sectional view taken along line VV of FIG. 4, and FIGS. The figure is a process diagram showing an example of a lining construction method according to the present invention, and FIG. 13 is a diagram showing a concrete pouring method in a conventional shield construction method. 1 ... Shield (shield excavator) 2 ... Outer shell 5 ... Counter formwork seal member (seal material) 6 ... Jack for excavation 7 ... Press ring 11 ... Formwork support member (gauge ring) 13A, 13B …… Formwork 20 …… Coating (tunnel lining) 21 …… Coating construction member (concrete) 26 …… Coating construction member placing space (concrete placing space) 27 …… Tail void 29 …… Secondary Lining 35 …… Primary lining

Claims (1)

[Claims] 1. An outer shell, wherein a press ring is provided inside the outer shell so as to be movable in the excavation direction of the outer shell, and a frame support member is provided inside the press ring with respect to the outer shell. It is provided so as to be movable and movable, and an anti-framework seal member is provided on the inner peripheral surface of the press ring over the entire circumference, and lining is performed using a shield provided with a jack for excavation between the frame frame support member and the outer shell. At the time of construction, with the press ring projected to the rear of the outer shell, the form support member is moved to the front of the outer shell, and the form support member and the form that has already been cast into the lining construction member are And then moving the press ring forward of the outer shell in such a manner that the press ring is in constant contact with the concrete contact surface of the form via the pair of form seal members. In the space where the lining construction member is placed, which is generated as the press ring moves. Inject and fill the lining construction member, then start excavation by the shield and start the forward movement of the outer shell by the excavation jack, and at the same time, press the ring to the concrete contact surface of the mold. And by projecting to the rear in a form of always abutting through the pair form frame seal member, and pressurizing the lining construction member filled immediately before, in the tail void generated with the movement of the outer shell. The lining construction member is filled to form a primary lining, and then the mold of the hardened portion of the lining construction member of the primary lining is demolded to the inside of the primary lining. A lining construction method configured so as to construct a secondary lining.