JPH0610399B2 - Shield tunnel underground docking method and shield machine - Google Patents

Description

Description: TECHNICAL FIELD The present invention relates to an underground docking method for a shield tunnel and an improvement in the excavator, and more particularly, to construct a long tunnel on a soft ground such as an aquifer gravel layer. The present invention relates to a shield tunnel underground docking method using a shield machine with a two-point starting method and a shield machine used in this method.

[Conventional technology]

Generally, a shield machine is widely used as an optimal machine for constructing a tunnel on soft ground such as an aquifer gravel layer.As the excavation progresses, a segment is lined in the rear to construct a tunnel. To do.

The outline of the shield machine used in this method is as shown in FIG. 10, in which a large number of cutter bits 2 are planted in front of a cylindrical outer shell 1 and a diameter slightly larger than that of the outer shell 1. Attach the cutter wheel 3 you have,
Is rotated by the cutter motor 4 to excavate the natural ground, and the excavated earth and sand is taken out from the outlet 5 to move forward. In addition, 6 is a baltic head provided to prevent inflow of earth and sand, and is a partition wall between the cutting portion and the working chamber.

By the way, if the tunnel to be built is huge,
It may be possible to excavate from both ends of the Taketake tunnel and to dock it at almost the center of the tunnel.
In this case, after docking, it is necessary to completely seal at the docking position to prevent excavated soil, water, etc. from flowing into the shield machine, and then dismantle each shield machine and take it out of the tunnel. There is.

Conventionally, as a sealing method at this docking position, a “chemical solution injection method” and a “freezing method” are known. The former is 2
This is a method of injecting a special chemical solution into the ground around the docking machine after docking the shield machine to solidify it, and the latter is to supply a refrigerant into the ground to freeze and solidify the water in the ground. .

However, in the former case, there is a lack of reliability in terms of strength due to the non-uniformity of the soil improvement degree after chemical solution injection, and in the latter case, it requires a long period of several months to one year for freezing. However, there is a problem that the surrounding soil loosens during thawing and the tunnel junction is deformed.

From this, the present inventors form a section surrounded by a hood in front of the cutter wheel of the shield machine, fill the section with a filling and solidify it, and excavate the filling with the other shield machine. After fitting the tip of the other shield excavator into the hood and then injecting and solidifying the chemical solution into the ground around the mating part, a shield excavator to be used for this method was proposed first (Patent application No. 62-257313).

[Problems to be Solved by the Invention]

However, in the method for filling and solidifying the filling by forming the compartment surrounded by the hood as described above, a large amount of the filling itself is required, and not only the solidification takes a long time, but also the chemical solution injection is required. Since it is used, there is a problem that reliability cannot be obtained sufficiently.

[Means for Solving the Problems]

The present invention is made in order to solve the above-mentioned conventional problems, in a shield excavation method in which each one shield excavator is started from two points and docked at a fixed point, A first ring groove is formed in front of the cutter wheel by a blade arranged on the outer peripheral portion of the cutter wheel of one shield machine, and a filler is injected and solidified in the first ring groove to form a preliminary ring wall. After forming, to form a second ring groove in front of the cutter wheel with a blade arranged on the outer peripheral portion of the cutter wheel of the other shield machine and cutting a part of the spare ring wall, A filling material is injected and solidified in the second ring groove to form a ring wall, and the water blocking connecting plate is attached to two cutter wheels that are in contact with the inner surface of the ring wall and face each other. And in which the shield tunnel underground docking method and a shield machine for use in this method provides cents to.

[Action]

According to the present invention, one shield machine is started from each of two points, and when each shield machine reaches a fixed point, the shield machine is stopped at a predetermined interval.

Then, first of all, the blade provided so that it can appear and disappear on the outer peripheral portion of the canter wheel of the one shield machine is projected, and the blade itself is rotated or the cutter wheel is rotated. 1
A ring groove is formed.

Then, a filling material such as mortar is filled and solidified in the first ring groove to form a preliminary ring wall.

After that, the blade provided so that it can appear and disappear on the outer peripheral portion of the cutter wheel of the other shield machine is projected, and this is rotated to remove a part of either the outer or inner periphery of the spare ring wall. A second ring groove to be cut is formed.

Then, a filler such as mortar is filled and solidified in the second ring groove to form a ring wall combined with the preliminary ring wall.

After the ring wall is formed in this way, the ring-shaped water stop connecting plate is attached to the inner surface of this ring wall and the entire surface of the cutter wheel of each shield machine, and then the ground existing between each shield is discharged. It

〔Example〕

An embodiment of a shield tunnel underground docking method and a shield machine according to the present invention will be described below with reference to FIGS. 1 to 9.

FIG. 1 is a first shield machine used for carrying out a shield tunnel underground docking method according to the present invention.
1 is a side view of 11, in which a large number of cutter bits 13 are erected in front of a cylindrical outer shell 12 and a blade 14 capable of projecting and retracting forward is provided on the outer peripheral portion thereof. Install the cutter wheel 15,
15 is rotated by the cutter motor 16 to excavate the ground,
The excavated earth and sand are taken out from the outlet 17 and moved forward.

More specifically, the blade 14 is configured to be retractable in front of the canter wheel 15 by operating the hydraulic jack 18 as shown in FIGS. 2 to 5, and the radius l (in front of the cutter wheel 15). 2) and a plurality of them are arranged on the same circumference.

Reference numeral 19 is an injection pipe for filling a filler such as mortar, which is a blade
Plural pieces are provided on the same circumference as 14. A second shield machine 20 (Fig. 4 (e)), which will be described later, is also configured in the same manner, but both the blade 14 and the injection pipe 19 attached to the cutter wheel 15 are provided in the first shield machine 11. The diameter l'is different from the radius l. That is, the second ring groove formed by the blade 14 of the second shield machine 20 is located outside or inside the first ring groove formed by the blade 14 of the first shield machine 11 Configured to be located.

The first shield excavator 11 and the second shield excavator 20 having such a configuration start from two points and perform the following operations when reaching a fixed point.

(a) First, the hydraulic jack 18 of the first shield machine 11 is operated to project the blade 14 in front of the canter wheel 15 and rotate the cutter wheel 15 to form the first ring groove 21 (fourth). (A)).

(b) Next, after operating the hydraulic jack 18 to retract the blade 14 into the cutter wheel 15, a filling material such as mortar is filled and solidified from the injection pipe 19 into the first ring groove 21 to prepare a preliminary ring wall. 22 is formed (FIG. 4 (b)).

(c) Then, the second ring groove 23 is formed by projecting the blade 14 of the second shield machine 20 and the front surface of the cutter wheel 15 as described above. Then, a filling material is filled into the second ring groove 23 through the injection pipe 19 and solidified to form a ring wall 24 as a mortar water blocking wall (Fig. 4 (c)-
(e)). At this time, the second ring groove 23 is formed so that at least a part of the preliminary ring wall 22 (FIG. 4 (c)) remains.

(d) After confirming that the ring wall 24 formed as a mortar water blocking wall is solidified in the step shown in FIG. 4 (e), the inner peripheral portions of the cutter wheels 15, 15 on both sides are disassembled.

Then, the solidified mortar is removed to a predetermined position.

After that, the still water connection plate 25 (ring plate) that had been prepared
The two shield excavation bases 11 and 20 are completely docked by welding between the remaining parts of both cutter wheels 15 by obtaining (Fig. 4 (f)).

FIGS. 5 to 8 show the essential parts of another embodiment of the shield excavation base used to carry out the shield tunnel underground docking method according to the present invention. As shown in FIG. A cutter 27 attached to the outer peripheral portion of the cutter wheel 26 is a support member 29 having a mortar injection pipe 28 in the center thereof.
This support member 29 is supported by a bearing 30 (FIG. 8) and is attached to one end of a rotary shaft 31 rotated by a drive device (not shown). Then, the sliding member 32 having the bearing 30 is moved by the hydraulic jack 33 (FIG. 6), so that the blade 27 can be retracted from the cutter wheel 15.

(e) In the shield excavation bases 11 and 20 having such a configuration, when the excavation bases 11 and 20 reach a fixed point while excavating with the blade 27,
This blade 27 is projected in front of the cutter wheel 15 and then rotated to first drill a single hole 34 as shown in FIG. Then, the cutter wheel 15 is rotated by the angle θ to drill the next single hole 34a. In this manner, the single holes 34, 34a, 34b are sequentially drilled one after another to form the first ring groove 35.

Then, as in the first embodiment, a filling material such as mortar is filled and solidified in the first ring groove 35 from the injection pipe 28 shown in FIG.

Similarly, the single hole 36 is sequentially drilled by the other shield machines 20 and 11 to form the second ring groove 37. Then, the second link groove 37 is also filled with the filler and solidified so that the ring wall 37
To form.

After the ring wall 37 is formed in this way, the filler, earth and sand, etc. existing between the two shield excavators 11 and 20 are discharged, and the inner peripheral portions of the shield excavators 11 and 20 are disassembled, Next, as shown in FIG. 4 (f), the water blocking connecting plate 25 is attached, and the docking is completed.

〔The invention's effect〕

As is clear from the above description, according to the shield tunnel underground docking method and the shield machine according to the present invention, the ring wall as the water blocking wall is formed by the filler such as mortar in the docking portion of the two shield machines. Since the so-called mechanical joint is formed in which the water blocking connecting plate is arranged on the inner surface of the ring wall, reliability of the strength of the docking portion can be obtained.

In addition, the construction period can be greatly shortened, and the filler can be suppressed very little.

[Brief description of drawings]

1 to 9 show an embodiment of a shield tunnel underground docking method and a shield machine according to the present invention. FIG. 1 is a side view of the shield machine, and FIG. 2 is FIG. FIG. 3 is a sectional view taken along the line BB of FIG. 4 (a) to (f) are explanatory views of the docking method according to the present invention. FIG. 5 is a partially enlarged cross-sectional view of a shield machine of another embodiment, FIG. 6 is an enlarged view of portion C of FIG. 5, FIG. 7 is a view taken along the line d--d of FIG. 6, and FIG. Figure is a cross-sectional view of the sliding material, and Figure 9 is the first.
FIG. 10 is a side view of a conventional shield machine, and FIG. 10 is an explanatory view of a second ring groove forming method. 1,12 …… Outer shell, 2,13 …… Cutter bit 3,15,16 …… Cutter wheel 4,16 …… Cutter motor, 5,17 …… Outlet 6 …… Bulkhead, 11 …… First Shield excavator 14,24 …… Cutting tool, 18,33 …… Hydraulic jack 19,28 …… Injection pipe, 20 …… Second shield excavator 21,35 …… First ring groove 22 …… Spare ring Wall, 23,37 …… Second ring wall 24 …… Ring wall, 25 …… Waterproof connecting plate 29 …… Supporting material, 30 …… Bearing 31 …… Rotating shaft, 32 …… Sliding material 34 , 36 …… Single hole.

Claims (2)

[Claims] 1. A shield tunnel excavation method in which one shield excavator is started from each of two points and docked at a fixed point. A step of forming a first ring groove in front of the cutter wheel with a cutting tool, (b) a step of injecting and solidifying a filler into the first ring groove to form a preliminary ring wall, and (c) the other Forming a second ring groove in front of the cutter wheel of the shield machine and in front of the cutter wheel and by cutting a part of the spare ring wall, and (d) A step of injecting and solidifying a filler into the ring groove of No. 2 to form a ring wall; and (e) a step of attaching the water blocking connecting plate to two cutter wheels that are in contact with the inner surface of the ring wall and face each other. Empty Shield tunnel underground docking method. 2. A shield machine, wherein a cutter capable of projecting and retracting and a filler injection pipe are arranged in front of the cutter wheel of the shield machine.