JPH0747920B2 - Tunnel lining construction method - Google Patents

Description

DETAILED DESCRIPTION OF THE INVENTION (a). INDUSTRIAL APPLICABILITY In the present invention, the lining is constructed by cast-in-place concrete mortar (herein, “concrete mortar” means “concrete” or “mortar”; hereinafter the same). The present invention relates to a method of constructing a tunnel lining used at that time.

(B). 2. Description of the Related Art Recently, various proposals have been made for constructing a lining of a tunnel excavated by a shield excavator with cast-in-place concrete.

(C). Problems to be Solved by the Invention However, the technology for effectively filling the tail voids has not yet been established, and the development of a method for constructing a tunnel lining that can reliably fill the tail voids is urgently needed. .

The present invention has been made in view of the above circumstances, and an object thereof is to provide a method for constructing a tunnel lining capable of reliably filling a tail void.

(D). Means for Solving the Problems That is, according to the present invention, a press ring (7) is provided inside the outer shell (2) so as to be movable in the excavation direction of the outer shell, and a frame support is provided inside the press ring. A member (11) is provided so as to be movable with respect to the outer shell, and at the same time, first pressure detecting means (31)
Is provided between the outer shell and the press ring and at a position where it can come into contact with the filling member (21) that is placed, and the second pressure detecting means (34) is provided with the press ring, the mold support member and the mold. It is provided so as to face the filling member placing space (23) formed by the frame supported by the support member, and the jack (6) for advancing is provided. When the outer shell is excavated, the jack for advancing is driven. Using a shield excavator that propels the lining, move the formwork support member (11) forward of the outer shell with the press ring protruding rearward of the outer shell when constructing the lining,
A reinforcement member (12) is installed in the tunnel excavation direction so as to connect the formwork support member and the lining constructed immediately before to the lining (20). ) Is supported between the formwork supporting member and the formwork supporting member to form the filling member placement space in which the reinforcing member is arranged, and then the filling member placement space is formed. The filling member is injected into the installation space while detecting the placement state of the filling member to be placed in the filling member placement space by the second pressure detecting means, and then the press ring is removed. In the space generated by the movement of the press ring while moving to the front of the shell, the filling member is formed so as to surround the filling member placing space in which the filling member is placed while the reinforcing member is arranged inside the space. While confirming the movement state of the press ring by the pressure detection means of 1, Type filled, then the start of the excavation by the shield excavator, starts the forward movement of the outer shell by the excavation jack, by pressurizing the filling member is protruded a press ring backwards,
The tail void (27) generated by the movement of the outer shell is filled with the filling member.

It should be noted that the numbers in parentheses indicate the corresponding elements in the drawings for the sake of convenience, and thus the present description is not limited to the description in the drawings. The following “(e).
The same applies to the column of "action".

(E). Action With the above configuration, the present invention provides a press ring (7).
However, since the injected casting material (21) is pressed and filled into the tail void (27), the tail void (27) acts so as to be surely filled with the casting material.

(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 embodiment of a method for constructing a tunnel lining according to the present invention, FIG. 2 is a sectional view taken along line II-II in FIG. 1, and FIG. 3 is III-III in FIG. 4 is a sectional view taken along the line, FIG. 4 is an enlarged view of the jack portion of the shield excavator, FIG. 5 is a sectional view taken along the line VV of FIG. 4, and FIGS. 6 to 13 are construction of the tunnel lining according to the present invention. It is process drawing which shows an example at the time of constructing a lining using a method.

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 5 provided on a partition wall 2a of the outer shell 2 which is provided so as to block the space inside the outer shell 2 in the left-right direction, and further has a jack 6 for excavation on the partition wall 2a. As shown in FIGS. 1 and 2, a plurality of them are arranged in an annular shape along the outer shell 2. A ram 6a is provided on the excavation jack 6 so as to project and retreat in the directions of arrows A and B, and a press ring 7 formed in a cylindrical shape inside the outer shell 2 is in contact with the inner surface of the outer shell 2. Thus, it is provided slidably in the directions of arrows A and B. The press ring 7 has a second
As shown in the figure, press ring jacks 9 are arranged at predetermined intervals.
Are arranged along the outer shell 2, and further,
As shown in FIGS. 2 and 5, a plurality of concrete discharge pipes 10 are provided between the press ring jacks 9 and the discharge ports 10a at the tips thereof are located on the side surface 7a of the press ring 7, that is, behind the shield excavator 1. It is provided in the form of. The concrete discharge pipe 10 is provided with a cylinder 10b for cleaning the inside of the discharge pipe in a form in which a rod 10c is allowed to project and retract in the directions of arrows C and D. Further, a concrete supply hose 30 is connected to the discharge pipe 10. There is.

By the way, a ring-shaped gauge ring 11 is attached to the tip of the ram 6a of the jack 6 for excavation, and the engagement ring 11a has a gauge ring 11a as shown in FIG. It is formed so as to form an annular shape over the entire circumference of 11. Further, as shown in FIGS. 2 and 3, the gauge ring 11 is provided with a mold 13 assembled in an annular shape in a form connected in the left-right direction in FIG.

Further, pressure sensors are provided on the inner peripheral surface 2b and the outer peripheral surface 2c of the outer shell 2.
A plurality of 31 and 32 are provided at predetermined intervals in the tunnel excavation direction and along the respective circumferential surfaces, and also in the formwork 13 on the leftmost side in FIG. A plurality of pressure sensors 34 are provided at predetermined intervals in the tunnel excavation direction and along the outer peripheral surface of the mold 13. Each pressure sensor 31, 3
The pressure detector 35 is connected to the pressure detectors 2 and 34.
A driving control device 36 is connected to the. The above-mentioned press ring jack 9 and the concrete pump 37 connected to the concrete placing hose 30 are connected to the placing controller 36 (each pressure sensor 31, 32 in FIG. 1).
Although 34 is drawn large for convenience of explanation, it is actually a shape embedded in the outer shell 2 and the mold 13.
Therefore, there is no hindrance to the excavation of the shield and the placing of the concrete mortar 21. The same applies to FIG. ).

Since the shield excavator 1 has the above configuration,
When excavating the tunnel 15, the cutter 3 is rotated by the drive motor 5 and the ram 6a of the jack 6 for excavation is used.
Is projected in the direction of FIG. 1B, 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 cutter 3 and the cutting face 16 are brought 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 A to tunnel the tunnel.
15 is formed behind the shield excavator 1, that is, rightward in FIG.

Thus, as the tunnel 15 is formed, it is necessary to construct the lining 20 in order to prevent the excavated ground 19 from collapsing. The construction of the lining 20 is performed by the following procedure. That is, when the shield excavator 1 excavates in the A direction by the length L1 of one ring of the formwork 13, the ram 6a of the jack 6 for excavation protrudes in the B direction as shown in FIG. In this state, the press ring 7 has also moved in the B direction. In addition, in FIGS. 6 to 13, in order to simplify and clarify the drawings, the pressure sensors 31, 3 are not shown.
Illustrations of 2 and 34 are omitted.

In this state, as shown in FIG. 7, the ram 6a is retracted in the A direction by the distance L1. Then, the gauge ring 11 moves away in the direction A away from the dam stop 22 _A and the formwork 13 _{A of} the portion where the concrete 21 was cast immediately before, and moves between the dam stop 22 _A and the formwork 13 _A and the gauge ring 11. A space having a distance L1 is formed at. Therefore, the space portion, as shown in FIG. 7 imaginary line, a reinforcing member 12 made of iron plate or the reinforcing steel or the like via the engagement groove 11a is installed with his wife stop 22 _B, in contact with the further mold 13 _A form With formwork 13 _B
Assemble and install the formwork 13 _B , gauge ring 11 (gable stopper 2
2 _B ), the press ring 7 and the gable stopper 22 _A form a concrete placing space 23. At this time, the mold 13 _B, as shown in Figure 4, is placed over the pressure Ensa 34 the entire circumference of the mold 13 _B.

In this state, as shown in FIG. 8, the concrete supply pipe 25 is connected to the formwork 13 _B, and the concrete supply pipe 25 is used to insert the concrete mortar 21 into the concrete placing space 23.
To place. At this time, since the air in the concrete placing space 23 is discharged to the outside by the air vent pipe 13a appropriately provided in the formwork 13, the injection of the concrete / mortar 21 into the concrete placing space 23 is performed. The setting operation is performed smoothly. At this time, the amount of concrete / mortar 21 placed in the concrete placing space 23 is
It is accurately measured by the pressure sensor 34 provided so as to face the. That is, the concrete mortar 21 is poured and poured into the concrete placing space 23 from the lower side of FIG.
Concrete filled with pressure sensor 34 and placed
When the mortar 21 contacts, the pressure sensor 34 detects the pressure of the concrete mortar 21 and outputs a signal S1 to the pressure detection unit 35. Thus, the pressure detector 35, by polling the output state of the signal S1 of the pressure sensor 34 in the mold 13 _B, concrete in concrete設空between 23
The placement status of the mortar 21 can be recognized in real time.

Thus, mold 13 signal S1 from all of the pressure sensor 34 mounted on _B is output, the concrete mortar 21 during concrete設空between 23 is determined that well-Da設pressure detection unit 35 outputs a signal S2 to the pouring control device 36, and in response to this, notifies the operator of the pouring control device 36 that the pouring operation of the concrete mortar 21 has ended. When the operator confirms the completion of placing the concrete mortar 21, based on the operator's instructions,
As shown in FIG. 9, the driving control device 36 drives the press ring jack 9 to gradually retract the press ring 7 in the A direction, as shown in FIG. Then, after the press ring 7 has passed, the outer shell 2 and the concrete mortar 21 injected
A space 26 is formed between and. Therefore, the placement control device 36
Drives the concrete pump 37 to move the press ring 7 in the direction A, and as shown in FIG. 10, removes the concrete mortar 21 from the concrete discharge pipe 10 into the space 26.
Pour in and fill the space 26 with concrete mortar 21. In addition, the moving state of the press ring 7 in the A direction is that the pressure ring 31 moves, and the pressure sensor 31 sequentially contacts the filled concrete mortar 21 to detect the pressure, thereby detecting the pressure. It can be easily confirmed via 35.

In this way, when the press ring 7 is moved in the direction A and the space 26 is filled with the concrete mortar 21, the side surface 7a of the press ring 7 becomes the gauge ring as shown in FIG.
Reach a position that is almost the same as the installation position of the wife stop 22 _B of 11. Then, the filling operation of the concrete 21 into the space 26 is stopped, and this time, as shown in FIG.
The ram 6a is driven to project in the B direction, the cutter 3 is rotated, and the excavation operation of the tunnel 15 is started.

Then, as already described, the outer shell 2 starts to move in the direction A, and after the outer shell 2 has moved, the tail void 27 is formed between the concrete 21 that has been poured and filled and the ground 19.
Therefore, as the outer shell 2 moves in the A direction, the press ring jack 9 is driven to gradually move the press ring 7 in the B direction in synchronization with the movement of the outer shell 2. Then,
The uncured concrete 21 in the space 26 that was placed earlier is
It is pressed by the press ring 7 and flows so as to fill the tail void 27. Thus, as shown in FIG. 13, when the press ring 7 is moved in the B direction as the outer shell 2 moves in the A direction, the tail void 27 generated as a result of the movement of the outer shell 2 is effectively filled. Being done.

In this way, the tail void 27 is replaced with concrete mortar.
The concrete mortar 21 filled in the tail void 27 should be filled with the outer shell 2 and the ground 19 by any chance.
When it flows in between, the pressure sensor 32 detects the pressure of the inflowing concrete mortar 21 and outputs a signal S3 to the pressure detection unit 35, and the pressure detection unit 35 is a placement control device.
The signal S4 is output to 36 to immediately notify. Then, the driving control device 36 determines that an abnormal situation has occurred in the filling operation of the tail void 27 by the press ring 7, stops the driving of the press ring jack 9, and suspends the filling operation of the tail void 27. To do. In a normal filling operation, since the press ring 7 is formed in an annular shape as a whole, the casting material such as concrete and mortar 21 is pressed with a uniform pressure over the entire circumference of the ring, and the tail voids are pressed.
The filling operation of 27 is performed in a uniform and good state over the entire circumference of the outer shell 2. Thus, when the outer shell 2 for one ring is propelled,
As shown in FIG. 6, the press ring 7 has a shape in which the side surface 7a is aligned with the rear end portion of the outer shell 2 and has a lining for one ring.
Construction of 20 is completed.

As described above, when the lining 20 is constructed, the splicing surface 29 of the concrete 21 is formed stepwise by the movement of the press ring 7 as shown in FIG. .

(G). EFFECTS OF THE INVENTION As described above, according to the present invention, the outer shell 2 is provided, and the press ring 7 is provided inside the outer shell so as to be movable in the excavation direction of the outer shell. A mold supporting member such as a gauge ring 11 is movably provided with respect to the outer shell, and a first pressure detecting means such as a pressure sensor 31 is also placed between the outer shell and the press ring. A second pressure detecting means, such as a pressure sensor 34, provided at a position where it can come into contact with a filling member such as the mortar 21 and formed by the press ring, the mold supporting member and the mold supported by the mold supporting member. Concrete placing space
Provided facing the filling member driving space such as 23, the jack 6 for excavation is provided, and when the outer shell is excavated, the shield excavator 1 for driving and propelling the jack for excavation is used,
When constructing the lining 20, with the press ring projected to the rear of the outer shell, the formwork support member is moved to the front of the outer shell, and the formwork support member and the lining constructed immediately before the construction. The reinforcing member 12 is installed in the tunnel excavation direction by connecting the two in between, and the formwork 13 is installed between the formwork supporting the lining constructed immediately before and the formwork support member. Then, the filling member placing space in which the reinforcing member is arranged is formed inside, and then the filling member is placed in the filling member placing space in the filling member placing space by the second pressure detecting means. While detecting the driving condition of the filling member to be driven into the pipe, the injection driving is performed, and then the press ring is moved forward while the press ring is moved in the space generated by the movement of the press ring. The filling member placement space where the filling member is placed Injecting and filling the filling member while checking the moving state of the press ring by the first pressure detecting means, then starting excavation by the shield excavator, and forward of the outer shell by the jack for excavation. When the tail void 27 is configured to be filled with the filling member in the tail void caused by the movement of the outer shell, by pressing the filling member by projecting the press ring rearward while starting the movement to the tail void 27. , The press ring 7 effectively fills the tunnel lining with high reliability. Further, since the splicing surface 29 of the casting material in the lining 20 can be formed in a step shape, it is possible to construct the tunnel 15 having a large water blocking effect.

In addition, by providing the first and second pressure detecting means, concrete in the concrete placing space 23
Placement of mortar 21 and movement of press ring 7, etc.
It becomes possible to accurately recognize the construction status that cannot be visually confirmed, and the reliability of construction can be greatly improved. It is needless to say that the arrangement mode, the number of arrangements, and the like of each pressure detecting means can be arbitrarily changed according to the need of measurement.

[Brief description of drawings]

1 is a front sectional view showing an embodiment of a method for constructing a tunnel lining according to the present invention, FIG. 2 is a sectional view taken along line II-II in FIG. 1, and FIG. 3 is III-III in FIG. 4 is a sectional view taken along the line, FIG. 4 is an enlarged view of the jack portion of the shield excavator, FIG. 5 is a sectional view taken along the line VV of FIG. 4, and FIGS. 6 to 13 are construction of the tunnel lining according to the present invention. It is process drawing which shows an example at the time of constructing a lining using a method. 1 …… Shield excavator 2 …… Outer shell 6 …… Jack for excavation 7 …… Press ring 11 …… Formwork support member (gauge ring) 13 …… Formwork 20 …… Lining 21 …… Concrete mortar 23 ...... Concrete placement space 27 ...... Tail void 31 ...... First pressure detecting means (pressure sensor) 34 ...... Second pressure detecting means (pressure sensor)

Claims (1)

[Claims] 1. An outer shell, wherein a press ring is provided inside the outer shell so as to be movable in the excavating direction of the outer shell, and a form supporting member is moved inside the press ring with respect to the outer shell. The first pressure detecting means is provided freely, and is provided between the outer shell and the press ring at a position where it can come into contact with a filling member to be placed, and the second pressure detecting means is provided for the press ring and the frame support. It is provided so as to face the filling member placing space formed by the member and the formwork supported by the formwork supporting member, and a jack for advancing is provided. When the outer shell is dug, the jack for advancing is driven. Using a shield excavator to propel, when constructing the lining, move the formwork support member forward of the outer shell with the press ring protruding rearward of the outer shell,
A formwork that installs a reinforcing member in the tunnel excavation direction so as to connect the formwork support member and the lining constructed immediately before and supports the lining constructed immediately before. A mold is installed between the mold supporting member and the mold supporting member to form the filling member placing space in which the reinforcing member is arranged, and the filling member is placed in the filling member placing space. The second pressure detecting means detects the driving state of the filling member driven in the filling member driving space, performs pouring, and then moves the press ring forward of the outer shell. In the space generated by the movement of the press member, the filling member is enclosed by the first pressure detecting means so as to surround the filling member placing space in which the filling member is placed while the reinforcing member is placed inside. While checking the moving state of the Then, the excavation by the shield excavator is started, the forward movement of the outer shell is started by the jack for excavation, and the press ring is projected rearward to pressurize the filling member to move the outer shell. A method of constructing a tunnel lining constructed so that a filling member is filled in a tail void generated by.