JP2003262086A - Excavating device and method for constructing tunnel - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To continuously construct a main line tunnel and a widened tunnel, shorten a construction period of a tunnel construction and provide an inexpensive excavating device. <P>SOLUTION: When the main line tunnel 5 is constructed, earth and sand excavated by a cutter head 33 of a second excavating device 30 are returned and buried to a space formed between the outer peripheral surface of the main line tunnel 5 and the inner peripheral surface of a hole 3b excavated by cutter heads 16 and 33 by a screw conveyor 40 disposed between respective skin plates 17 and 35 of a first excavating device 10 and the second excavating device 30. When the widened tunnel is constructed, a rear part of the skin plate 17 of the first excavating device 10 and the screw conveyor 40 are removed, a shield jack 27 is disposed along the skin plate 35 of the second excavating device 30 to excavate and segments for the widened tunnel are assembled along the skin plate 35 to construct the widened tunnel. <P>COPYRIGHT: (C)2003,JPO

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an excavation device for constructing a shield tunnel, and more particularly to an excavation device capable of enlarging or reducing the lining diameter of the tunnel at any position along the axis of the tunnel. The present invention relates to a device and a tunnel construction method for constructing a tunnel in a hole excavated by the excavation device.

[0002]

2. Description of the Related Art There are places where it is required to widen a main line tunnel inside a tunnel such as a railway station station, an emergency parking zone of a road tunnel, a curved section, a ramp junction and the like.

The widening work of this tunnel is carried out by constructing a main line tunnel and, if necessary, protecting and reinforcing the ground around the planned widening portion by an auxiliary construction method such as a geotechnical improvement method or a refrigeration method. For this widening work, the segment of the planned widening part of the main line tunnel is removed, and the planned part is cut by a general mountain tunnel method or NATM, and an annular starting base that contacts the outer circumference of the segment is formed at one end of the widening planned part. However, there is a method of assembling and excavating an annular excavation device in this starting base.

[0004]

However, in these construction methods, since the widening work is performed on the widening portion after the construction of the main line tunnel is completed, the construction period of the tunnel work is lengthened. Further, since the auxiliary work is performed from inside the tunnel of the main line tunnel, not only the tunnel construction period becomes longer, but also the auxiliary work cost becomes large. Further, in the construction method using the annular excavating device, an independently excavable annular excavating device is required in addition to the excavating device for main line excavation, which increases the construction cost.

In view of the above circumstances, according to the present invention, the widening portion can be constructed at the same time when the main line tunnel is constructed, and the construction period of the tunnel construction can be shortened. An object of the present invention is to provide a tunnel construction method for constructing a tunnel in a formed hole.

[0006]

In order to achieve the above object, claim 1 of the present invention provides a cutter head (16) having an excavation diameter corresponding to a diameter (D1) of a main tunnel (5) to be constructed. And a widening tunnel (6) to be constructed outside the cutter head (16), and a first excavation device (10) having a rear part of the skin plate (17) that can be disassembled and assembled from the inside. A second excavation device (30) provided with a cutter head (33) having an excavation diameter corresponding to the diameter (D2), and a skin plate (17) or a second excavation device of the first excavation device (10) A plurality of shields that are detachably arranged along the inner peripheral surface of the skin plate (35) of (30) and that are brought into contact with the segments (7a, 7b) assembled in the excavated hole to generate an advancing force. Jack (2 ), And the skin plate (17) of the first excavation device (10) and the skin plate (35) of the second excavation device (30) are detachably disposed, and are disposed rearward in the tunnel excavation direction. And a soil discharging means (40) capable of transporting the excavated soil.

A second aspect of the present invention is the above-mentioned claim 1.
A tunnel construction method for constructing a main tunnel (5) and a widening tunnel (6) in a hole (3b) excavated by the excavation device as described, wherein when the main tunnel (5) is constructed, The earth removing means (40) is arranged between the skin plate (17) of the first excavation device (10) and the skin plate (35) of the second excavation device (30), and the shield is provided. The jack (27) is arranged along the inner peripheral surface of the skin plate (17) of the first excavation device (10) to assemble the segment (7a) in the first excavation device (10), and The earth and sand excavated by the second excavation device (30), the inner peripheral surface of the hole (3b) excavated by the second excavation device (30) by the soil discharging means (40) and the main line tunnel (5). It is transported to the space formed between the outer peripheral surfaces of When building widened tunnel (6), skin plate (1 of the first excavation device (10)
7) The rear part of the excavator is disassembled and removed, the soil discharging means (40) is removed, and the shield jack (27) is attached to the skin plate (35) of the second excavation device (30).
Along with the second excavation device (30)
The segment (7b) was assembled inside.

The reference numerals in parentheses indicate the corresponding elements in the drawings, and the present description is not limited to the description of the drawings.

[0009]

As described above, according to the present invention of claim 1, the segment for constructing the main line tunnel and the widening tunnel can be obtained only by changing the equipment such as the shield jack and the skin plate in the excavation device. Since it is possible to dig while alternately constructing the segments to construct, it is possible to shorten the construction period of the entire tunnel construction. In addition, auxiliary work after construction of the main line tunnel is unnecessary, and the construction cost can be greatly reduced. Moreover, an inexpensive excavation device can be provided. Further, according to the invention of claim 2, it is possible to assemble the segments for constructing the main line tunnel and the segments for constructing the widening tunnel alternately by merely changing the equipment such as the shield jack and the skin plate in the excavation device. As a result, the overall construction period for tunnel construction can be shortened. Also,
The auxiliary work after the main line tunnel construction is unnecessary, and the construction cost can be reduced significantly.

[0010]

BEST MODE FOR CARRYING OUT THE INVENTION Embodiments of the present invention will be described below with reference to the drawings. 1 to 3 show an embodiment in which the present invention is applied to an earth pressure type excavation device. 1 is an explanatory view showing a state of excavation of a main line tunnel by the excavation device according to the present invention, and FIG. 2 is an explanatory diagram showing a state of transition from excavation of a main line tunnel to excavation of a widening tunnel by the excavation device in FIG. FIG. 2 is an explanatory view showing a transition state from the excavation of the widening tunnel to the excavation of the main line tunnel by the excavation device in FIG. 1.

In FIG. 1, the excavation device 1 includes a first excavation device 10 for excavating a hole 3a having a size capable of constructing a main tunnel 5 having a diameter D1 in the ground 2, and the first excavation device 10.
On the other hand, the first excavation device 10 is externally fitted at a position delayed by a predetermined amount in the traveling direction, and the hole 3b having a size large enough to construct the widening tunnel 6 having the diameter D2 larger than that of the main line tunnel 5 is excavated. The second excavation device 30 has an annular shape.

The first excavation device 10 has a shaft 13 rotatably supported by a bulkhead 11 via a bearing 12. A cutter head 16 to which a plurality of cutter bits 15 are fixed is fixed to the tip of the shaft 13 (on the left side in the drawing).

A cylindrical skin plate 17 is provided which covers the outer periphery of the bulkhead 11 from the rear end surface of the cutter head 16 and extends rearward (right side in the drawing). The skin plate 17 is configured by detachably combining a plurality of members so that the rear side (the right side in the drawing) of the bulkhead 31 of the second excavation device 30 can be disassembled and assembled from the inside.

The bulk head 11 and the cutter head 16
The space surrounded by the skin plate 17 constitutes a chamber 19 for receiving the excavated earth and sand.

The bulkhead 11 and the skin plate 1
Inside the space 20 surrounded by 7, the bulkhead 1
1, a cutter motor 21 for rotationally driving the cutter head 16, a cutter motor 22 for rotationally driving the cutter head 33 of the excavation device 30, and a screw conveyor 40 of the second excavation device 30. A motor 23 for driving is arranged.

A drive source is incorporated in the space 20, and a screw conveyor 25 for discharging the earth and sand taken into the chamber 19 through the bulkhead 11.
Are arranged. In addition, this screw conveyor 25
The earth and sand discharged in 2 are discharged to the ground by the transport device 46.

A plurality of pressure receiving walls (not shown) are arranged in the space 20 along the inner peripheral surface of the skin plate 17 at predetermined intervals. A plurality of shield jacks 27 (upper and lower two in the figure) are arranged at predetermined intervals along the inner peripheral surface of the skin plate 17 so as to be located between the pressure receiving wall and the segment 7a assembled as the main tunnel 5. (Display) is detachably arranged.

A tail seal 29 is detachably fixed to the rear end of the skin plate 17 (the right end portion in the drawing), and water or earth and sand from the segment 7a and the skin plate 17 is removed by the first excavation device 10. Prevent invasion.

The second excavation device 30 is positioned so as to be located behind the bulkhead 11 of the first excavation device 10 by a predetermined amount (on the right side in the drawing).
It has an annular bulkhead 31 fixed to.

An annular cutter head 33, to which a plurality of cutter bits 32 are fixed, is rotatably supported on the outer periphery of the skin plate 17 in front of the bulkhead 31 (on the left side in the drawing).

A cylindrical skin plate 35 is provided which covers the outer periphery of the bulkhead 31 from the rear end surface of the cutter head 33 and extends rearward (right side in the drawing). And
The space surrounded by the bulkhead 31, the cutter head 33 and the skin plates 17 and 35 constitutes a chamber 36 for receiving the excavated earth and sand.

The skin plate 17 and the bulkhead 3
In a space 39 surrounded by 1 and the skin plate 35, a plurality of screw conveyors 40 (only two upper and lower units are shown in the drawing) are arranged at predetermined intervals. These screw conveyors 40 are driven by the motor 23 via a transmission unit (not shown), and the earth and sand excavated by the second excavation device 30 and taken into the chamber 36 are excavated by the second excavation device 30. It is conveyed toward the space between the hole 3b and the segment 7a.

Further, as shown in FIG. 2, a tail seal 41 is detachably fixed to the inside of the rear end of the skin plate 35 (the right end in the drawing), and the tail seal 41 is removed from between the segment 7b and the skin plate 35. It prevents water and earth and sand from entering the excavation device 1.

As shown in FIG. 2, the skin plate 1
7 is removed, and the space 4 in which the space 20 and the space 39 communicate with each other
2, a drive source is incorporated, and a screw conveyor 43 for discharging the earth and sand taken into the chamber 36 through the bulkhead 31 is arranged.

The earth and sand discharged from the screw conveyor 43 are discharged to the ground by the carrying device 46 together with the earth and sand discharged from the screw conveyor 25.

Further, an injection device 50 is arranged so as to be located in the space 20 (42). This injection device 5
0 is a natural ground 2 excavated by the excavation device 1 through the injection hole (not shown) of the assembled segment 7a (7b).
Inner peripheral surface of hole 2b and assembled segment 7a
An additive material (fluidizing material, solidifying material) or backfill material (hereinafter referred to as backfill material) is injected into the space (7b).

In the above structure, when excavating the ground 2 with the excavation device 1 to construct the main line tunnel 5, the cutter motor 2 is used.
1, 22 are operated to rotate the cutter heads 16, 33. Further, the motor 23 is operated to rotate the screw conveyor 40, and the screw conveyor 25 is operated. In this state, the shield jack 27 is operated to cause the segment 7a to receive a reaction force, and to cause the first and second excavation devices 10 and 30 to propel in the arrow A direction.

Then, the cutter head 16 and the cutter head 33, which are respectively rotating, move to the face faces 2a, 2 of the natural ground 2.
It is pressed against b and excavates the ground 2. At this time, the earth and sand excavated by the cutter head 16 flow into the chamber 19. On the other hand, the soil excavated by the cutter head 33 is
It flows into the chamber 36.

The earth and sand that have flowed into the chamber 19 are discharged from the chamber 19 to the transfer device 46 by the screw conveyor 25. On the other hand, the earth and sand that have flowed into the chamber 36 are conveyed by the screw conveyor 40 toward the annular space formed by the inner peripheral surface of the hole 3b formed in the natural ground 2 and the outer peripheral surface of the segment 7a, and backfilled. Is performed.

However, between the volume of earth and sand necessary for backfilling and the volume of earth and sand excavated by the cutter head 33, there is an inner peripheral surface of the hole 3a excavated by the cutter head 16 and an outer peripheral surface of the segment 7a. The amount of earth and sand corresponding to the volume of the formed annular space will be insufficient. This shortage of sediment is
It is supplemented by injecting the backfill material from the injection device 50.

When the distance corresponding to the width of the segment 7a is advanced, the shield jack 27 and the cutter motors 21, 2 are
2 is stopped, the propulsion of the excavation device 1 is stopped, and the shield jack 27 is reduced. Then, a new segment 7a is assembled between the segment 7a and the shield jack 27. By repeating the above operation, the main line tunnel 5 having a diameter of D1 is constructed.

When switching from the main line tunnel 5 to the widening tunnel 6, a geological improvement material is injected into the switching position of the main line tunnel 5 and the widening tunnel 6 as necessary to prevent the ground 2 from collapsing. Then, the excavation device 1 is connected to the main tunnel 5
The segment 7a is made to dig up to a position where the tail seal 29 comes off, and then stopped.

As shown in FIG. 2, a fan-shaped segment 7c is fixed to the end of the segment 7a, and a backfill material is injected from the segment 7a and sufficiently cured.

On the other hand, on the side of the excavation device 1, the motor 23 for driving the screw conveyor 40, the shield jack 27, the tail seal 29, the rear of the bulkhead 31 of the second excavation device of the first excavation device 10 ( Skin plate 17 and screw conveyor 4 located on the right side of the figure)
0 is removed to form a space 42.

Skin plate 35 of second excavation device 30
Attach the tail seal 41 to the inner peripheral surface of the rear end (right side in the drawing). Then, the segment 7b is assembled so as to be connected to the segment 7c so as to come into contact with the inner peripheral surface of the tail seal 41.

The shield jack 27 is attached at a predetermined position along the inner peripheral surface of the skin plate 35 so that one end contacts a pressure receiving wall (not shown) and the other end faces the end surface of the segment 7b. Further, the screw conveyor 43 is connected to the bulkhead 31 so as to communicate with the chamber 36.

The cutter motors 21 and 22 are operated, the cutter heads 16 and 33 are rotated, and the screw conveyors 25 and 43 are operated. In this state, the shield jack 27 is operated to propel the excavation device 1 in the direction of arrow A by using the segment 7b as a reaction force receiver.

Then, the cutter head 16 and the cutter head 33, which are respectively rotating, move to the face faces 2a, 2 of the natural ground 2.
It is pressed against b and excavates the ground 2. At this time, the earth and sand excavated by the cutter head 16 flow into the chamber 19. On the other hand, the soil excavated by the cutter head 33 is
It flows into the chamber 36.

The earth and sand that have flowed into the chamber 19 are discharged from the chamber 19 to the transfer device 46 by the screw conveyor 25. On the other hand, the earth and sand that have flowed into the chamber 36 are transferred to the chamber 3 by the screw conveyor 43.
6 is discharged to the conveying device 46.

When the distance corresponding to the width of the segment 7b is dug, the shield jack 27 and the cutter motors 21 and 2 are
2 is stopped, the propulsion of the excavation device 1 is stopped, and the shield jack 27 is reduced. Then, a new segment 7b is assembled between the segment 7b and the shield jack 27. By repeating the above operation, the widening tunnel 6 having the diameter D2 is constructed.

At this time, the backfill material is injected from the injection device 50 into the gap between the inner peripheral surface of the hole 3b of the natural ground 2 excavated by the second excavation device 30 and the outer peripheral surface of the segment 7b. To prevent the ground 2 from collapsing.

When switching from the widening tunnel 6 to the main tunnel 5, a geological improvement material is injected into the switching position between the widening tunnel 6 and the main tunnel 5 as necessary to prevent the ground 2 from collapsing. Then, the excavation device 1 is advanced to the position where the tail seal 41 is removed from the segment 7b forming the widening tunnel 6 and stopped.

As shown in FIG. 3, a fan-shaped segment 7c is fixed to the end of the segment 7b, and a backfill material is injected from the segment 7b and sufficiently cured.

On the other hand, on the side of the excavation device 1, the screw conveyor 43, the shield jack 27, and the tail seal 41 are removed. Then, a plurality of screw conveyors 40 are provided along the inner peripheral surface of the skin plate 35 of the second excavation device 30.
Assemble. Further, the motor 23 is attached and a transmission means (not shown) is arranged to connect the motor 23 and the plurality of screw conveyors 40.

In this state, the skin plate 17 of the first excavation device 10 is assembled to partition the space 42 into the space 20 and the space 39, and at the inner peripheral surface of the rear end portion (right side in the drawing) of the skin plate 17. Attach the tail seal 29.
Then, the segment 7a is assembled so as to be connected to the segment 7c so as to come into contact with the inner peripheral surface of the tail seal 29.

The shield jack 27 is attached at a predetermined position along the inner peripheral surface of the skin plate 17 so that one end contacts the pressure receiving wall and the other end faces the end surface of the segment 7a. Hereinafter, the steps described in the case of constructing the main tunnel 5 are repeated.

By repeating the above operation, the main line tunnel 5 and the large-diameter widening tunnel 6 can be constructed alternately.

In the above embodiment, the cutter head 16 and the cutter head 33 are driven by the respective cutter motors 21 and 22, but the two cutter heads 16 and 33 are driven by a single drive. It may be driven by a source.

Further, in the above embodiment, the case where the cutter head 33 is arranged at a position delayed by a predetermined amount in the traveling direction with respect to the cutter head 16 has been described, but the cutter head 16 and the cutter head 33 are arranged. , May be arranged so as to be located within a plane of the traveling direction.

The construction of the cutter heads 16 and 33 is as follows.
The front shape may be an open type, a closed type, an adjustable type, or the like. The cutter heads 16 and 33 may be vertical heads, centering heads, tilting heads, or the like. Furthermore, the excavation method is not limited to the rotary excavation method, and may be a rocking excavation method or a planet excavation method. That is,
The present invention relates to the excavation method of the excavator 1, the cutter head 16,
It is applicable regardless of the structure and shape of 33.

[Brief description of drawings]

FIG. 1 is an explanatory view showing a state of excavation of a main line tunnel by an excavation device according to the present invention.

FIG. 2 is an explanatory view showing a transition state from the excavation of a main line tunnel to the excavation of a widening tunnel by the excavation device in FIG.

FIG. 3 is an explanatory view showing a transition state from the excavation of the widening tunnel to the excavation of the main tunnel by the excavation device in FIG. 1.

[Explanation of symbols]

5 ... Main line tunnel 6 ... Widening tunnel 7a, 7b ... Segment 10 ... First excavation device 16 ... Cutter head 17 ... Skin plate 27 ... Shield jack 30 ... Second excavation device 33 ... Cutter head 35 ... Skin plate 40 ... Soil removal means (screw conveyor)

   ─────────────────────────────────────────────────── ─── Continued front page    (72) Inventor Kunihiko Izumi             1-9-1, Nakase, Mihama-ku, Chiba City, Chiba Prefecture             Mitsui Construction Co., Ltd. Makuhari Office F term (reference) 2D054 AA05 AD07 AD19 AD20 BA05                       BA25 CA04 DA03 FA02

Claims (2)

[Claims] 1. A first excavation device comprising a cutter head having an excavation diameter corresponding to a diameter of a main tunnel to be constructed, and a rear portion of a skin plate formed so as to be disassembled and assembled from the inside, and the cutter head. A second excavation device having a cutter head having an excavation diameter corresponding to the diameter of the widening tunnel to be constructed on the outside, and a skin plate of the first excavation device or a skin plate of the second excavation device. A plurality of shield jacks that are detachably arranged along the peripheral surface and that abut on the segment assembled in the excavated hole to generate the excavation force, the skin plate of the first excavation device, and the second excavation device. Detachable between the skin plate of the excavator and
An excavation device that has an excavation means that can convey excavated soil toward the rear in the tunnel excavation direction. 2. A tunnel construction method for constructing a main tunnel and a widening tunnel in a hole excavated by the excavation device according to claim 1, wherein when constructing the main tunnel, The soil discharging means is arranged between the skin plate of the first excavation device and the skin plate of the second excavation device, and the shield jack is provided on the inner peripheral surface of the skin plate of the first excavation device. Along with assembling the segments in the first excavation device, and at the inner circumference of the hole excavated by the second excavation device by the earth discharging means, the earth and sand excavated by the second excavation device. The tunnel is conveyed to a space formed between the surface and the outer peripheral surface of the main tunnel, and when the widening tunnel is constructed, the rear part of the skin plate of the first excavation device of the excavation device is disassembled and removed, Remove the Kihaido means, wherein with the shield jacks disposed along the skin plate of the second excavation device, assembling the segments in the second excavation device, and wherein the tunnel construction method of.