JPH0893398A - Peripheral wall structure of foundation of large sectional underground space, excavation method and device thereof - Google Patents

Abstract

PURPOSE: To obtain a sturdy peripheral wall structure of foundation when excavating the ground to make a large sectional underground space. CONSTITUTION: A large diameter cutter head 16 and an enlarged shield shell 20 are detachably fixed to a shield body 12 and prior tunnels 62a-62n are constructed. Thereafter, a small diameter cutter head 56 is fixed to the shield body 12 in stead of the large diameter cutter head 16 and the enlarged shield shell 20 to construct posterior tunnels 64a-64n between respective prior tunnels 62a-62n. The posterior tunnels 64a-64n are connected to the notched part of the circular wall 50 of the prior tunnels 62a-62n, with back-fill materials. After that, the inside is excavated to make the large diameter underground space 60.

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for excavating a large-section underground space such as a super-large-section tunnel or subway premises,
Particularly, the present invention relates to a foundation peripheral wall structure of a large-section underground space for constructing a plurality of interconnected small-diameter tunnels around a large-section underground space to be excavated, and excavating a region surrounded by these tunnels, an excavation method, and an apparatus therefor. .

[0002]

2. Description of the Related Art When constructing a large cross-section tunnel, it has been considered to use a shield excavator equipped with a cutter head having a diameter matching the diameter of the tunnel. However, an excavator equipped with such a large-diameter cutter head is too large and difficult to manufacture and assemble, resulting in a very expensive price, and it is not easy to transport or install the excavator. For this reason, after constructing a large number of small-diameter tunnels around the large-section tunnel to be excavated so that the sides are connected to each other to reinforce the ground around the large-section tunnel, the area surrounded by the small-diameter tunnel is to be reinforced. Has been proposed to be excavated by other excavation means such as an excavator.

First, a conventional technique relating to a foundation peripheral wall structure of a large-section underground space will be described with reference to JP-A-4-80499 shown in FIGS. 14 and 15, and JP-A-4-85499 shown in FIG. To do. In FIG. 14, a plurality of preceding tunnels 101, which are constructed at regular intervals and parallel to each other in the longitudinal direction, have their outer peripheral surfaces covered with an improved soil 105 of uniform and constant thickness, which is composed of excavated soil and concrete. There is. Adjacent preceding tunnel 1
Between the improved soils 105 and 105 covering 01 and 101, excavation is performed so as to cut in a part of the improved soils 105 and 105,
The trailing tunnel 103 constructed by cast-in-place concrete at the excavation mark is the adjacent leading tunnel 101,
The ground foundation wall structure of the large-section underground space 106 is formed by being integrally connected to the improved soil 105, 105 of 101.
In FIG. 15, the preceding tunnels 101a and 101b that are constructed at regular intervals and are parallel to each other in the longitudinal direction.
The outer peripheral surfaces of the soil are covered with improved soils 105a and 105b of excavated soil and concrete of uniform thickness. Between each of the improved soils 105a and 105b covering the preceding tunnels 101a and 101b, the respective improved soils 10
By constructing a trailing tunnel 101c in which the outer periphery is covered with the improved soil 105c so as to bite into a part of 5a, 105b, the improved soil 10 between the tunnels 101a to 101c is formed.
5a to 105c are integrally connected to form a foundation peripheral wall structure of a large-section underground space.

In FIG. 16, the large section tunnel 235 has a tunnel lining 242 having a semi-circular section, and an invert 243 is constructed at the bottom of the large section tunnel 235. In addition, the ground 21 on the outer periphery of the tunnel lining 242
An arch-shaped support structure 233 is embedded in the ninth portion, and the support structure 233 is composed of a plurality of pipe roofs 241. That is, a plurality of pipe roofs 241 made of concrete or the like formed in a cylindrical shape having an outer diameter D2 and an inner diameter D3 are continuously buried in an annular shape laterally along a tunnel lining 242. 241 forms an arch-like supporting structure 233 as a whole. Each of the pipes constituting the pipe roof 241 is formed of a cast-in-place concrete layer 221 and a water stop layer 205 provided on the outer periphery of the concrete layer 221. When the support work 233 including the pipe roof 241 is constructed, the water stop The layers 205 are configured to overlap each other to reliably prevent the intrusion of water 215 such as groundwater from the ground 219 outside the excavation space 234.

Next, a conventional technique relating to a method of excavating a large-section underground space is shown in FIG.
499 and Japanese Patent Laid-Open No. 4-85 shown in FIG.
This will be described with reference to Japanese Patent Publication No. 499. In Fig. 11, parallel to each other along the outer shell shape of the large-section tunnel to be constructed,
Moreover, when constructing the preceding tunnel 101 at a constant interval, a large-diameter tunnel having a diameter larger than the preceding tunnel 101 by a predetermined amount is excavated, and a segment of the preceding tunnel 101 is concentrically formed in the large-diameter tunnel. assemble. The improved soil 105 in which a part of the cut soil is kneaded with cement is pumped into the space between the outer circumference of the segment of the preceding tunnel 101 and the peripheral wall of the large diameter tunnel, and the space is filled with the improved soil 105 having a uniform and constant thickness. . Next, the adjacent preceding tunnel 10
A part of the improved soil 105, 105 covering 1, 101 is excavated by excavating, and a trailing tunnel 103 formed by cast-in-place concrete is constructed at the excavation mark. With this cast-in-place concrete, the adjacent preceding tunnels 10
The improved soil 105, 105 covering the 1, 101 and the trailing tunnel 103 are integrally connected. As described above, the improved soils 105, 105 covering the preceding tunnels 101, 101 and the trailing tunnel 103 made of cast-in-place concrete are continuously connected, and the space surrounded by the group of both tunnels 101, 103 is excavated and predetermined. Get a large cross section underground space.

In FIG. 16, vertical holes (not shown) are provided on both sides of the space 234 to be excavated in the direction of excavation, and a cylindrical shape is formed along the cross section of the space 234 to be excavated so as to connect these vertical holes. Drill a plurality of support buried holes. A pipe roof 24 composed of a concrete layer 221 made of cast-in-place concrete or the like and a water blocking layer 205 having a predetermined thickness T2 provided on the outer peripheral portion of these tubular support burying holes.
1, the support work 233 is constructed. This support 233
When constructing a pipe roof 24 adjacent to each other
The water stop layers 205, 205 of 1, 241 are constructed so as to overlap each other, and this water stop layer 205 is formed as a whole in an annular continuous shape along the upper half cross section of the space 234 to be excavated as a whole. Then, the pipe roofs 241 are laterally connected to each other to construct an arch-like support 233, and the ground 219 portion below the constructed support 233 is excavated by a power shovel or the like (not shown). Excavation is performed to construct a large cross section tunnel 235. As for the construction order of the pipe roof 241, the preceding tunnels are sequentially formed from P1 to P8, and then the trailing tunnels P9 to P17 are sequentially constructed between the adjacent preceding tunnels P1 to P8.

A conventional technique relating to an excavator for a large-section underground space is shown in FIG. 10 and FIG.
This will be described with reference to Japanese Patent No. 0499. FIG. 10 is a diagram showing a configuration of a leading shield machine for a leading tunnel, and the leading shield machine 1
Reference numeral 02 designates a rotary cutter 121 for excavating a face, a screw conveyor 122 for carrying soil, a jack 123 for excavation,
It is the same as the conventional machine in that it is provided with an erector device (not shown) for segment assembly. This leading shield machine 1
In 02, the tail portion is provided coaxially, and is configured by the outer tail plate 124 and the inner tail plate 125, and the tail portion has a double structure of the inner and outer tails, and a disk is provided between the peripheral surfaces of both tail plates 124 and 125. Place partition plate 126
It is divided by. As described above, both tail plates 1
A space area constituted by 24 and 125 is a ground improvement range, and the inner side of the inner tail plate 125 is a space for segment assembly. Further, the preceding shield machine 102 is equipped with a mixer 127 for adding cement to a part of the recovered soil and kneading it, and a pressure pump 128 for pumping the kneaded soil into the double tail plates 124, 125. And a pipe 129. FIG. 11 is a diagram showing a trailing shield machine 104 for the trailing tunnel 103. Since the trailing shield machine 104 is a known cast-in-place type shield, its details are omitted.

[0008]

However, Japanese Unexamined Patent Application Publication No.
The foundation peripheral wall structure of the large-section underground space and the excavation method of the large-section underground space described in Japanese Patent No. 80499 have an improved soil 1 covering the circumference of each preceding tunnel 101, 101.
05,105 The comrades are connected by concrete covering the periphery of the trailing tunnel 103, or the improved soil 105 covering the periphery of the adjacent preceding tunnels 101a, 101b.
By connecting the a and 105b with the improved soil 105c that covers the periphery of the trailing tunnel 101c, the leading tunnels 101 and 101a and the trailing tunnels 103 and 101b are connected.
And are connected. Therefore, both tunnels 101 and 103
Between the improved soil 105 and concrete, or between the two tunnels 101a, 101b, the improved soil 105a, 105b, 1
Since it is connected by 05c and the segment is not connected to the other improved soil or concrete, the connection strength is small and the ground around the large section tunnel may not be reinforced sufficiently. Further, the improved soil covering the surroundings of the preceding tunnel is formed by kneading the soil and the solidifying material, and impurities contained in the soil are mixed, so that the improved soil of stable quality cannot be obtained. . Further, in the structure disclosed in Japanese Patent Laid-Open No. 4-85499, relatively thin water blocking layers 205 are formed so as to be overlapped with each other when the support structure 233 including the pipe roof 241 is constructed. Similar to Kaihei 4-80499, there is a possibility that the ground around the large-section tunnel cannot be sufficiently reinforced.

Further, since the excavating device for a large-section underground space described in Japanese Patent Laid-Open No. 4-80499 excavates larger than the tunnel diameter when constructing the preceding tunnel 101, the shield machine 102 for excavating the preceding tunnel is used. And the trailing tunnel excavating shield machine 104 need to have different cutter head diameters, and the same tunneling machine cannot excavate the leading tunnel 101 and the trailing tunnel 103. High costs due to having to use separate excavators for excavation.
In addition, there is a problem in that it is impossible to adjust the filler in the excavated cross section or its periphery.

An object of the present invention is, firstly, to obtain a foundation peripheral wall structure for forming a strong large-section underground space, and secondly to provide a suitable excavation method for constructing the same. The third reason is to reduce the construction cost of the large-section underground space by sharing the main body of the excavating device for excavating the leading tunnel and the trailing tunnel.

[0011]

In order to achieve the above object, the foundation peripheral wall structure of the large-section underground space according to the present invention has the following constitution. After constructing a foundation peripheral wall structure that constructs a large number of small-diameter tunnels so that the side portions are interconnected with each other around the large-section tunnel to be excavated, a large excavation is performed in the area surrounded by the foundation peripheral wall structure. In the method of excavating an underground space with a cross section, the large number of small-diameter tunnels are formed by alternately forming a leading tunnel and a trailing tunnel by a shield construction method, and the leading tunnel has a leading tunnel segment and an annular wall around it. The trailing tunnel has a trailing tunnel segment and a backing layer around the trailing tunnel segment, and the trailing tunnel segment and the backfilling layer are installed in a part of the annular wall of the leading tunnel. The preceding tunnel segment and the following tunnel segment are constructed by using segments having the same size and shape.

The first excavation method for a large-section underground space according to the present invention comprises the following steps. A first step of excavating a large-diameter preceding tunnel around a large-section underground space to be excavated at a predetermined interval, and a second step of assembling and arranging a preceding tunnel segment having a diameter considerably smaller than the large-diameter preceding tunnel space. And a third step of injecting a filler into the tunnel space around the preceding tunnel segment to form an annular wall, and forming a plurality of preceding tunnels, and then forming a small-diameter trailing tunnel between each preceding, At that time, a fourth step of forming a part of the adjacent annular wall while excavating, a fifth step of assembling and arranging a trailing tunnel segment having a diameter slightly smaller than the space of the trailing tunnel, and a periphery of the trailing tunnel segment The sixth step of injecting a backfill material into the tunnel space to form a backfill layer and connecting the leading tunnel and the trailing tunnel, and excavating the inner area surrounded by both tunnels. The seventh step that.

The second method of excavating a large-section underground space according to the present invention comprises the following steps. When excavating a large-diameter preceding tunnel at a predetermined interval around a large-section underground space to be excavated, a large-diameter cutter head and a cutter head detachably provided on the peripheral surface of the excavator body are excavated. And a second step of mounting an expansion barrel having a diameter substantially the same as that of the main body to form an excavation space having a larger diameter than the main body, and a second step of assembling and arranging a leading tunnel segment having a diameter considerably smaller than the space of the leading tunnel having the large diameter A third step of injecting a filling material into the tunnel space around the preceding tunnel segment to form an annular wall,
After forming a plurality of leading tunnels, a small-diameter trailing tunnel is formed between the leading tunnels by excavation, and at the time of forming a part of the adjacent annular wall while excavating, a large-sized installation on the excavation machine body. Replace the diameter cutter head with a cutter head that has almost the same diameter as the main body, remove the expansion barrel, and then create a drilling space that has almost the same diameter as the main body, and a slightly smaller diameter than the space of the trailing tunnel. A fifth step of assembling and arranging the trailing tunnel segment, and a sixth step of connecting the leading tunnel and the trailing tunnel by injecting a backfilling material into the tunnel space around the trailing tunnel segment to form a backfilling layer. Step 7 and the 7th step of excavating the inner area surrounded by both tunnels. The leading tunnel and the trailing tunnel can be formed to have the same diameter by using segments having the same size and shape.

The excavation device for a large-section underground space according to the present invention has the following configuration. Depending on the diameter of the hole to be drilled, a cutter head having a diameter larger than that of the main body, or a cutter head having substantially the same diameter as the main body is replaceably attached to the main body through the rotary bearing of the cutter head, and the large-diameter cutter When the head is mounted, an enlarging cylinder formed to have a diameter substantially the same as that of the large-diameter cutter head is detachably attached to the peripheral surface of the main body via a space holding member between the main body and the enlarging cylinder. Between the rear end of the enlarged shield cylinder and the rear end of the main body, a partition wall for partitioning the space inside the enlarged shield cylinder and the excavated space is provided, and this partition wall has the excavation space behind the main body. A filling material injection port for injecting the filling material is installed.

[0015]

In the foundation peripheral wall structure of the large-section underground space according to claim 1, the trailing segment and its backfill layer are:
Since it partially cuts into the annular wall of the preceding tunnel, the solid trailing segment is in a state of being supported by the rigid annular wall of the preceding tunnel. Therefore, a strong connection can be maintained. In addition, a thin backfill layer is formed around the trailing segment, and when forming the trailing tunnel, the annular wall of the preceding tunnel is partially excavated, so Can be placed very close together. Therefore, the completed basic peripheral wall structure has a solid segment raft structure, and thus is a structurally strong structure. In the foundation peripheral wall construction of the large-section underground space according to claim 2, since the segment formation has the same diameter,
The same segment can be used in the leading tunnel and the trailing tunnel. Therefore, the same assembly parts and assembly devices can be used.

In the method for excavating a large-section underground space according to a third aspect of the present invention, an annular wall is first formed in the leading tunnel, and the next trailing tunnel is partially overlapped with the annular wall. As a result, the annular wall is scraped off along with the trailing tunnel excavation, so that a space can be formed in which the trailing segment and a part of the backfill material thereof are bite into the annular wall. In the method of excavating a large-section underground space according to claim 4, since the large-diameter leading tunnel and the small-diameter trailing tunnel are excavated by exchanging the cutter head and attaching and detaching the expansion barrel, the main body is used in common. You can do it. In the excavation device for a large-section underground space according to the fifth aspect, since the segments are formed to have the same diameter, the same segment can be used in the leading tunnel and the trailing tunnel. Therefore, the same assembly parts and assembly devices can be used.

In the excavation device for a large-section underground space according to claim 6, the cutter head is replaceable via a bearing, and the expansion cylinder is removable by writing a spacing member between the main body and the expansion cylinder. . Therefore, the main body could be the same. In the excavation device for a large-section underground space according to the seventh aspect, the filler, earth and sand, etc. at the rear of the device are blocked by the partition wall and do not enter the inside of the expansion cylinder.

[0018]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENT A preferred embodiment of a foundation peripheral wall structure for a large-section underground space, an excavation method and an apparatus thereof according to the present invention will be described in detail with reference to the accompanying drawings. 1 to 3 are views showing an example of a foundation peripheral wall construction of a large cross section underground space, FIG. 1 is an overall view showing a first example of a large cross section underground space according to the present invention, and FIG. 2 is related to the present invention. A general view showing a second embodiment of a large-section underground space, and FIG. 3 is an enlarged view of a main part of FIGS. 1 and 2.

In FIG. 1 showing the first embodiment of the foundation peripheral wall construction of the large-section underground space of the present invention, a large number of preceding tunnels 62a to 62a are formed around the large-section underground space 60 to be excavated.
After constructing the 62n, the leading tunnel 62a is provided between the leading tunnels 62a to 62n as shown in FIG.
The trailing tunnel 64 so as to cut out the annular wall 50 of 62n.
a-64n, and each preceding tunnel 62a-62n
Subsequent tunnels 64a to 64n are connected to the notch portions by the backing material to construct a foundation peripheral wall structure, and the area surrounded by the foundation peripheral wall structure is excavated to obtain a large-section underground space 60. Thus, the leading tunnels 62a-62n have the segment 44 and an annular wall 50 around it, and the trailing tunnels 64a-64n have a segment 44 and a backing layer 66 around it. The basement 60 may be covered with a decorative layer including the frame 61 and the embedding material 63.
Further, if the leading tunnel segment 44 and the trailing tunnel segment 44 have the same dimensions as in the present embodiment, they can be constructed at low cost.

In FIG. 2 showing the second embodiment of the foundation peripheral wall construction of the large section underground space of the present invention, the large section underground space 70 is shown.
Has a semi-circular shape. Even in this case, large section underground space 7
The leading tunnels 62a to 62n and the trailing tunnels 64a to 64n are built around 0 in the same manner as in the first embodiment, and then the leading tunnels 62a to 62n are built.
A region 70 surrounded by the following tunnels 64a to 64n is excavated. The shapes of the large-section underground spaces 60 and 70 are not limited to the above-described embodiments, and may be rectangular or the like.

Next, an embodiment of an excavation method and apparatus for a large-section underground space shown in FIGS. 1 to 9 will be described. 4 to 9 are diagrams showing an excavation device for a large-section underground space, FIG. 4 is a sectional view showing an embodiment of a shield body in an excavation device for a large-section underground space according to the present invention, and FIG. 5 is a shield shown in FIG. Large-diameter cutter head 16 and enlarged shield cylinder 2 on the main body 12
0 is attached, FIG. 6 is a front view of FIG. 5, FIG. 7 is a rear view of FIG. 5, and FIG. 8 is a sectional view when a small diameter cutter head 56 is attached to the shield body 12 of FIG. 9 is a front view of FIG. 8.

In FIG. 4 showing an embodiment of the shield body 12 in the excavation device for a large-section underground space according to the present invention,
A partition wall 14 is provided at the tip of the cylindrical shield body 12 to form a chamber 30 for taking in sediment between the ground body (not shown) in the front, and the partition wall 14 has a large diameter cutter head. A hydraulic motor 18 for driving 16 and a gear device 19 are installed between the hydraulic motor 18 and the large diameter cutter head 16. Also, the shield body 1
Inside 2, the mud pipe 32 for injecting muddy water into the chamber 30 on the front side of the partition wall 14 and the earth and sand excavated by the large-diameter cutter head 16 are transferred backward together with the muddy water supplied by the mud pipe 32. And a tube 34. Further, a bypass pipe 36 is connected between the mud sending pipe 32 and the mud discharging pipe 34, and by opening and closing a valve provided in the bypass pipe 36, it is possible to connect and disconnect both. It has become. Further, a gravel removing box 40 is provided in the mud discharge pipe 34 to remove large stones in the mud water sucked by the mud pipe 34 so as not to hinder the discharge of the excavated earth and sand.

An erector 42 is provided in the shield body 12 at the rear inside. When the steel segment 44 is assembled into a ring shape, the erector 42 uses the segment 4
4 is supported at an arbitrary position in the circumferential direction on the inner peripheral surface of the shield body 12. Further, behind the partition wall 14, a plurality of shield jacks 46 extending toward the ground in the circumferential direction of the main body 12 are provided.
Are provided at equal intervals. A reaction force is applied to the assembled segment 44 of the shield jack 46 to propel the shield excavation device 10 toward the front ground.

In FIG. 5, a large diameter cutter head 16 is rotatably attached to the gear device 19 of the shield body 12 of FIG. Therefore, the large diameter cutter head 16 is
4 is connected to a hydraulic motor 18 provided on the back surface of the gear 4 through a gear device 19, and is driven to rotate by the hydraulic motor 18 so that a hole having a larger diameter than the shield body 12 can be excavated. In the shield excavation device 10, a chamber 30 for taking in sand is formed between the partition wall 14 provided at the tip of the shield body 12 and the front ground (not shown).

On the other hand, a large-diameter cutter head 16 is provided around the shield body 12 with a detachable spacing member 22 interposed therebetween.
A non-rotating, enlarged shield barrel 20 having an outer diameter approximately equal to the outer diameter is attached detachably. The enlarged shield barrel 20 is attachable to and detachable from a spacing member (a plurality of ring plates or columns arranged at appropriate intervals in the circumferential direction of the shield body 12) 22 that is detachably fixed to the circumferential surface of the shield body 12 by bolts or the like. Supported by. A partition wall ring 26 having an inner peripheral side attached to the shield body 12 is provided on the inner peripheral surfaces of the front end portion and the rear end portion of the expanded shield cylinder 20, and between the shield body 12 and the expanded shield cylinder 20. It prevents the muddy water and the below-mentioned filler from entering the gap 28.

A plurality of filler injection pipes 48 are arranged in the gap 28 formed between the shield body 12 and the enlarged shield cylinder 20. These filler material injection pipes 48 have their leading ends penetrating the partition wall ring 26 at the rear end of the shield body 12 and opening into the excavation space at the rear of the body, and the base end side thereof is drawn inside the shield body 12. The base end side of the filler injection pipe 48 is, as described later, a backfill material around the segment 44 from a backfill injection hole (not shown) formed in the segment 44 when excavating a trailing tunnel. Is connected to a backfill material injection pump (not shown) for injecting This infusion pump is a concrete (or mortar) which is a filler for forming an annular wall 50 in the excavation space around the segment 44 forming the preceding tunnel behind the shield body 12 when the preceding tunnel is constructed.
Is injected through the filler injection tube 48. A cleaning pipe 52 drawn from the inside of the shield body 12 is connected to the tip of the filler injection pipe 48, so that the filler remaining in the filler injection pipe 48 can be washed away. ing. Then, a wire brush type tail seal 54 is attached to the inner peripheral surface of the rear end portion of the shield body 12, so that muddy water or a filler can enter the inside of the shield body 12 from between the shield body 12 and the segment 44. Is being prevented. Incidentally, 29 is a reinforcing rib for reinforcing the enlarged shield cylinder 20.

When the excavation of the leading tunnel 62 is completed, in order to subsequently excavate the trailing tunnel 64, first, the mounting bracket 17 of the large diameter cutter head 16 is removed from the gear unit 19 of the shield body 12, and the shield body 12 is also removed. The enlarged shield cylinder 20 is removed from the state shown in FIG. Then, the mounting bracket 57 of the small diameter cutter head 56 is mounted on the gear unit 19 of the shield body 12 to obtain the state of FIG. As shown in FIG. 8, the small-diameter cutter head 56 has a smaller diameter than the large-diameter cutter head 16 for excavating the preceding tunnel 62, and has a standard diameter substantially the same as the outer diameter of the shield body 12. The large-diameter cutter head 16 is attached to the gear device 19 rotatably supported by the partition wall 14 in the shield body 12 in exchange. Trailing tunnel 6
The injection of the backing material at the time of excavating No. 4 is performed by the backing material injection hole 15 previously provided in the segment 44 as in the ordinary shield construction method.
Done by.

Next, a method of excavating a large-section underground space 60 using the shield excavating device 10 thus constructed will be described with reference to FIGS. 1 to 9. First, as shown in FIG. 1, the preceding tunnels 62a to 62n having the annular wall 50 are constructed around the large-section underground space 60 to be excavated at predetermined intervals. That is, the large-diameter cutter head 16 and the enlarged shield cylinder 20 are attached to the shield body 12 of the shield excavator 10, and the shield excavator 10 is propelled to form a large interval underground space 60 having a circular cross section at a predetermined interval on a concentric circle. The excavation hole having a larger diameter than the outer diameter of the shield body 12 is formed at a distance. Then, as the shield excavator 10 is advanced, the already assembled segment 4
4 and a new segment 44 is assembled in the shield body 12 using the erector 42. Next, a backfill material injection pump (not shown) is operated to inject a concrete (or mortar), which is a filler, into the excavation space around the segment 44 behind the shield body 12 through the filler injection pipe 48. Is solidified to form an annular wall 50 made of concrete around the segment 44.
The preceding tunnels 62a to 62n having the above are constructed.

As shown in FIG. 3, the construction intervals of the preceding tunnels 62a to 62n are on a circle connecting the centers of the preceding tunnels 62a to 62n between adjacent preceding tunnels (for example, the preceding tunnels 62a and 62b). The trailing tunnel 64 having the center is large enough to be excavated, and the segment 44 (eg, the trailing tunnel 64a) of the trailing tunnel 64 and the leading tunnels 62a and 62b on both sides are formed.
Part of the circular wall 50 and the trailing tunnel 6
4 segment 44 and preceding tunnel 62 segment 4
4 and 4 are determined to be as close as possible. This is because the segment 44 of the trailing tunnel 64 and the backing material are supported by the annular wall 50 of the leading tunnel 62 by placing the trailing tunnel 64 in a state in which the trailing tunnel 64 is largely cut into the trailing tunnel 62 and the trailing tunnel 62. This is because the connectivity with the row tunnel 64 is made more stable, and the stability of the entire tunnel around the large-section underground space 60 is increased.

As described above, the leading tunnels 62a-6
If 2n is constructed, from the shield body 12, the large-diameter cutter head 16, the enlarged shield cylinder 20, the filling material injection pipe 48
After removing, the small-diameter cutter head 56 having substantially the same diameter as the shield main body 12 is attached to the shield main body 12, and the excavator for excavating the trailing tunnel is changed. After that, the shield excavation device 10 for the trailing tunnel is arranged between the preceding tunnels 62, and the excavation is performed while deleting a part of the annular wall 50 of the preceding tunnels 62 on both sides to make an excavation hole having substantially the same diameter as the shield body 12. To form. Then, as in the case of the construction of the preceding tunnel 62, along with the excavation of the shield excavation device 10, by using the segment 44 having the same size and shape as that used when the preceding tunnel 62 was constructed, Assemble the ring of segment 44 and operate the backfill material injection pump as in the tunnel construction, and shield body 1
(2) A backfill material made of concrete (or mortar) is injected around the rear segment 44 through the backfill material injection hole 15 formed in the segment 44 to form a backfill layer 66. The trailing tunnel 64 and the leading tunnel 62 are connected via the.

In this way, as shown in FIG. 1, the leading tunnels 62a to 62n and the trailing tunnels 64a to 64n are connected around the large-section underground space 60 to be excavated. Then, the inside of the segment 44 of each of the tunnels 62 and 64 is filled with concrete or the like to construct a foundation peripheral wall structure. The inside of this foundation peripheral wall construction is excavated by any means to construct a large-section underground space 60. In addition, you may cover the circumference of the large-section underground space 60 and provide the decorative layer which consists of the frame 61 and the embedding material 63.

As described above, in the embodiment, when excavating the leading tunnel 62, the large-diameter cutter head 16 having a diameter larger than that of the shield body 12 and the enlarged shield cylinder 20 are attached to the shield body 12 to proceed. When excavating the trailing tunnel 64, the large diameter cutter head 16 is replaced with a small diameter cutter head 56 having substantially the same diameter as the shield body 12, and the enlarged shield cylinder 20 is removed to excavate the trailing tunnel 64. , Leading tunnel 6
The excavation device for two excavations and the excavation device for excavation of the trailing tunnel 64 can be shared, and the cost for constructing the large-section underground space 60 can be reduced. Further, in the embodiment, since the leading tunnel 62 and the trailing tunnel 64 have the same diameter and use the segment 44 having the same size and shape that can be shared by both tunnels, the manufacturing cost of the segment 44 can be reduced, Further, since the trailing tunnel 64 is carried out in the same manner as a normal tunnel construction, the construction cost of the large section underground space 60 can be further reduced.

Further, in the embodiment, the trailing tunnel 6 is used.
4 is fitted in a part of the annular wall 50 formed around the leading tunnel 62, the coupling strength between the leading tunnel 62 and the trailing tunnel 64 increases, and the large cross-section underground space 60 It is possible to improve stability and safety. Moreover, in the embodiment, since the annular wall 50 of the preceding tunnel 62 is made of concrete (or mortar), not only a large strength can be obtained, but also the annular wall 50 of stable quality can be formed. Moreover, in the embodiment, since the backfill layer 66 provided in the trailing tunnel 64 is made of the same concrete (or mortar) as the filler forming the annular wall 50 of the preceding tunnel 62, the annular wall 50 is formed. And the backfill layer 66 are firmly bonded to each other, and the strength of the reinforcing layer formed by the leading tunnel 62 and the trailing tunnel 64 can be further increased.

FIG. 2 shows a second embodiment of the large-section underground space 60, in which the large-section underground space 70 does not have a semicircular shape. Also in this case, around the large section underground space 70,
As shown in FIG. 3, the preceding tunnels 62a to 62n and the following tunnels 64a to 64n are constructed so as to overlap with each other in the same manner as in the above-described embodiment, and then the region surrounded by the preceding tunnel 62 and the following tunnel 64. To drill. In the above-mentioned two examples, the trailing tunnels 64a to 64n having the centers on the circles connecting the centers of the leading tunnels 62a to 62n were excavated, but the centers of the trailing tunnels 64a to 64n are not necessarily the centers of the leading tunnels 62a to 62n. Needless to say, it is not necessary to arrange them on the circle connecting them. The shapes of the large-section underground spaces 60, 70 are not limited to those in the above embodiment, and may be rectangular or the like.

Further, in the above-mentioned embodiment, the muddy water pressure type shield excavator has been described, but it can be applied to other excavators (eg, auger screw type and mud pressure type). Further, in the above-described embodiment, the case where the enlarged shield barrel 20 is attached to the shield body 12 with the bolts has been described, but the circumferential direction of the spacing member 22 is welded at an appropriate interval to be fixed to the shield body 12,
When removing the enlarged shield cylinder 20 from the shield body 12, the welded portion may be deleted by a grinder. As described above, if the enlarged shield cylinder 20 is attached by welding, the connection strength with the shield body 12 can be increased, and the loosening of the bolts that occurs when the bolts are fastened can be eliminated. The shield excavation device 10 according to the embodiment can of course be used for excavating a normal tunnel.

[0036]

【The invention's effect】

(1) Since the foundation peripheral wall structure of the large-section underground space described in claim 1 maintains strong connection and is structurally strong, during excavation of the internal region, after excavation, The basic peripheral wall structure can sufficiently withstand the shearing pressure from the ground around the tunnel. Therefore, the stability and safety of the large-section underground space can be improved, and the water blocking effect can also be improved. (2) The basic peripheral wall structure of the large-section underground space described in claim 2 is much cheaper than using a different structure. (3) The method for excavating a large cross-section underground space according to claim 3 is such that an annular wall is first formed in a leading tunnel, and the next trailing tunnel is partially overlapped with the annular wall to proceed with excavation. Since the annular wall is scraped off as the trailing tunnel is dug, part of the trailing segment and its backfill material is
Since the space that bites into the annular wall is formed, it becomes a basic peripheral wall structure that can sufficiently withstand the shearing pressure from the ground around the tunnel. (4) In the method for excavating a large-section underground space according to claim 4, all the devices in the main body can be shared, and the segments can be installed along the main body, so that the leading and trailing segments have the same diameter. It is easy to do and the construction cost is low. (5) The excavation method for a large-section underground space described in claim 5 makes the construction cost much more economical than using a different method. (6) Since the excavation device for a large-section underground space according to claim 6 can excavate tunnels having different diameters with one main body, and further, the expansion cylinder can be attached and detached with one main body,
The segments have the same diameter, and the space around the segment can be freely controlled by the diameter of the expanding cylinder or the cutter head, so that the injection molding of the filler in the space around the segment can be freely controlled. Also, since the main body is shared, 2
It is cheaper than making a separate device on a stand. (7) The excavation device for a large-section underground space described in claim 7 does not damage the spacing member in the expansion barrel, the piping for the filler, and the like. Since the filler does not enter, the expansion cylinder can be prevented from being fixed to the main body by the filler.

[Brief description of drawings]

FIG. 1 is an overall view showing a first embodiment of a large-section underground space according to the present invention.

FIG. 2 is an overall view showing a second embodiment of a large-section underground space according to the present invention.

FIG. 3 is an enlarged view of a main part of FIGS. 1 and 2.

FIG. 4 is a cross-sectional view showing an embodiment of the shield body in the excavation device for a large-section underground space according to the present invention.

5 is a cross-sectional view of the shield body of FIG. 4 with a large diameter cutter head and an enlarged shield cylinder attached.

FIG. 6 is a front view of FIG.

FIG. 7 is a rear view of FIG.

FIG. 8 is a cross-sectional view when a small diameter cutter head is attached to the shield body of FIG.

9 is a front view of FIG. 8. FIG.

FIG. 10 is a diagram showing a first conventional technique.

FIG. 11 is a diagram showing a first conventional technique.

FIG. 12 is a diagram showing a first conventional technique.

FIG. 13 is a diagram showing a first conventional technique.

FIG. 14 is a diagram showing a first conventional technique.

FIG. 15 is a diagram showing a first conventional technique.

FIG. 16 is a diagram showing a second conventional technique.

[Explanation of symbols]

10 ... Shield excavator 34 ... Mud pipe 12 ... Shield body 42 ... Electa 14 ... Partition wall 44 ... Segment 15 ... Backfill material injection hole 46 ... Shield jack 16 ... Large diameter cutter head 48 ... Filling material injection pipe 17, 57 ... Mounting bracket 50 ... Annular wall 18 ... Hydraulic motor 54 ... Tail seal 19 ... Gear device 56 ... Small diameter cutter head 20 ... Enlarged shield cylinder 60, 70 ... Large cross section underground space 22 ... Interval holding member 61 ... Frame 24, 26 ... Ring bulkhead 62, 62a-
62n ... Leading tunnel 28 ... Gap 63 ... Embedding material 30 ... Chamber 64, 64a ...
64n ... rear tunnel 32 ... mud pipe 66 ... backing layer

Claims (7)

[Claims] 1. An area surrounded by a foundation wall construction after the foundation wall construction is constructed around a large cross-section tunnel to be excavated so that a large number of small diameter tunnels are connected to each other at their sides. In the method of excavating a large cross-section underground space, the large number of small-diameter tunnels are formed by alternately forming leading tunnels and trailing tunnels by the shield construction method, and the leading tunnel is the leading tunnel segment and its surroundings. The trailing tunnel has a back tunnel layer around it and the backing layer around it, and the back tunnel layer is installed in a part of the ring wall of the preceding tunnel. A basic peripheral wall structure of a large-section underground space characterized by the above. 2. A foundation peripheral wall structure for a large-section underground space, wherein the leading tunnel segment and the trailing tunnel segment according to claim 1 are constructed by using segments having the same size and shape. 3. A method of excavating a large-section underground space, which comprises the following steps. First step: A large-diameter leading tunnel is excavated at a predetermined interval around the large-section underground space to be excavated. Second step: Assemble and arrange a leading tunnel segment having a diameter considerably smaller than the space of the leading tunnel having a large diameter. Third step: Filling a filler into the tunnel space around the preceding tunnel segment to form an annular wall. Fourth step: After forming a plurality of leading tunnels, a trailing tunnel having a small diameter is excavated between the leading portions, and at the same time, a portion of the adjacent annular wall is formed by excavating. Fifth step: A trailing tunnel segment having a diameter slightly smaller than the space of the trailing tunnel is assembled and arranged. Sixth step: A backfill layer is formed by injecting a backfill material into the tunnel space around the trailing tunnel segment to connect the leading tunnel and the trailing tunnel. 7th step: excavating the inner area surrounded by both tunnels. 4. A method of excavating a large-section underground space, which comprises the following steps. First step: A large-diameter leading tunnel is excavated at a predetermined interval around the large-section underground space to be excavated. At that time, a large-diameter cutter head and an expansion cylinder, which is detachably provided on the peripheral surface of the main body and has substantially the same diameter as the cutter head, are attached to the main body of the excavation device to form an excavation space having a larger diameter than the main body. . Second step: Assemble and arrange a leading tunnel segment having a diameter considerably smaller than the space of the leading tunnel having a large diameter. Third step: filling the tunnel space around the preceding tunnel segment with a filler to form an annular wall. Fourth step: After forming a plurality of preceding tunnels, a trailing tunnel having a small diameter is excavated between the preceding tunnels, and at the same time, a part of the adjacent annular wall is excavated and formed. At that time, the large diameter cutter head attached to the main body of the excavation device is replaced with a cutter head having substantially the same diameter as the main body, and after removing the expansion barrel, an excavation space having substantially the same diameter as the main body is formed. Fifth step: A trailing tunnel segment having a diameter slightly smaller than the space of the trailing tunnel is assembled and arranged. Sixth step: a backfill material is injected into the tunnel space around the trailing tunnel segment to form a backfill layer, and the leading tunnel and trailing tunnel are connected. 7th step: excavating the inner area surrounded by both tunnels. 5. The large cross-section underground space according to claim 3, wherein the leading tunnel and the trailing tunnel are formed to have the same diameter by using segments having the same size and shape. Excavation method. 6. A cutter head having a diameter larger than that of the main body, or a cutter head having substantially the same diameter as that of the main body, is exchangeably mounted on the main body via a rotary bearing of the cutter head according to the diameter of a hole to be excavated. When a large-diameter cutter head is attached, an enlargement cylinder formed to have the same diameter as that of the large-diameter cutter head is detachably attached to the peripheral surface of the main body via a space holding member between the main body and the enlargement cylinder. Excavation equipment for large-scale underground space characterized by being used. 7. A partition wall is provided between a rear end portion of the expansion shield cylinder and a rear end portion of the main body, the partition wall separating a space inside the expansion shield cylinder and an excavated space, and the partition wall. The excavation device for a large-section underground space according to claim 6, wherein a filler injection port for injecting a filler is provided in the rear excavation space.