JPH01304295A - Method of constructing tunnel - Google Patents

Abstract

PURPOSE:To improve the efficiency of tunnel construction safely by simply work without loosening a bedrock by conducting circular excavation first, driving a cast-in-place lining material in the space of a circular lining section formed by the excavation and performing cut excavation. CONSTITUTION:The ground 11 is excavated circularly by an annular cutter 12 and an auxiliary cutter 16 for an excavator, muck is discharged to the outside through a working pile 24, and one part of muck is fed into an earth- moving equipment 18 through a muck housing section 17. A hardener is forward to the earth-moving equipment 18 by a pump 21 from a hardener tank 22 at the same time, and muck and the hardener are kneaded by a screw conveyor and a lining material is manufactured. The lining material is extruded into the space 13 of a lining section and pressed by a press ring 19, etc., and a lining 27 is driven while using a skin plate 15 as a formwork. The lining 27 is cured, and a bedrock in a section surrounded by the lining 27 is excavated successively from the rear and cut is conducted, and the process is repeated, thus constructing a tunnel.

Description

DETAILED DESCRIPTION OF THE INVENTION <Industrial Application Field> The present invention relates to a tunnel construction method for excavating and lining a tunnel with a large cross section while preventing the loosening of the ground.

<Conventional technology> Conventional tunnel construction methods include the shield method and pipe roof construction method, and auxiliary tunnel construction methods include the high-pressure diene construction method and the forepiling construction method. . Among these methods, the shield method involves excavating the entire section of the tunnel at once and lining the rear with segments or cast-in-place concrete. In addition, the high-pressure Genoto Grau l- method requires poling work with multiple relatively small diameter holes, and
It is formed by injecting high-pressure jet water at g/cd, and injects grout into this hole (for example, diameter of 40 to 60 nwn) to strengthen and protect the ground around the tunnel, for example, the diameter of 600 to 800 rrtIl. be.

By the way, in order to perform superconducting power storage and air storage, a tunnel with a diameter of 10 to 20 m is required in underground ground, and a superconducting coil for power storage is installed in this tunnel. For this reason, excavation of the ground is required to form the tunnel, but with the shield method used in conventional tunnel excavation, if the tunnel has a large cross section, it is impossible to cut the face without an auxiliary method. It is difficult to stabilize the ground, which tends to loosen the ground around the tunnel, and because a large amount of excavated soil is produced, the removal of the excavated soil becomes a large part of the work, which becomes a hindrance to the excavated soil and lining work.
There was a problem that construction efficiency decreased. In addition, since the seals 1 to 1 are restrained by ground pressure, a large propulsion force is required, and in some cases, the tunnel may be significantly deformed.

On the other hand, auxiliary methods for tunnel construction, such as the high-pressure jet plow 1 method described above, are suitable for excavating small-section tunnels, but are not suitable for large-section tunnel excavation in terms of construction technology, safety, and economy. There was a problem.

In contrast, a pipe roof construction method has been proposed that allows the formation of tunnels with a relatively large cross section. As shown in FIGS. 9 and 10, a movable pipe driving machine 2 is inserted near the face in the excavation 1 to tunnel 1, and the pipe driving machine 2 is used to insert the pipe into the ground 4. 3 is drilled and press-fitted so that it widens in the direction of excavation, and then, while driving the earth auger 5 in each pipe 3, it extends from the pipe 3 in the direction of excavation, and the earth auger 5 excavates one by one. This is what we do. In addition, the above-mentioned pipes 3 are installed on the inner surface of the tunnel 1 created by such excavation.
Concrete 1-lining 6 is applied so as to cover it. That is, in this pipe roof construction method, a tunnel with a large cross section can be formed by arranging a predetermined number of pipes 3 in a predetermined shape according to the large cross-sectional shape of the tunnel 1-. In addition, in FIG. 10, 7 is a part where excavation diameter lining is performed.

<Problem to be solved by the invention> However, in this pipe loop construction method, the length of the pipe 3 is subject to operational constraints, so excavation of the main pile tunnel and protection work are repeated alternately at intervals of several tens of meters. In addition to being too time-consuming and difficult to install, the pipe 3 cannot be installed horizontally with high accuracy, resulting in a lot of extra digging.Also, it is difficult to construct the entire area around the tunnel, so the ground is In addition to being susceptible to loosening, the protection works were temporary and required separate lining, which increased construction costs and processes.

This invention has been made to address these conventional problems, and provides a tunnel construction method that allows tunnels to be constructed efficiently, safely and easily, without loosening the ground. The purpose is to obtain.

<Means for Solving the Problems> In the tunnel construction method according to the present invention, a cast-in-place lining material is cast in a ring-shaped lining space formed by excavating the ground with a cutter. This will allow the excavation of the face to be carried out after the lining material is placed. In this case, a working hole can also be formed inside the annular lining space using the auxiliary cutter.

Alternatively, it is also possible to use a pickpocket created by excavating the ground and add a hardening material such as cement to the pickpocket and then pour it into the lining space.

<Function> In the excavation of the ground according to the present invention, one hemnel is excavated with a ring-shaped cutter leaving the middle part, and a cast-in-place lining material is placed in the ring-shaped lining space created by this, and then, The remaining soil inside the annular space that has been lined will be excavated and carried out to construct a tunnel with a large cross section.

<Embodiments of the Invention> Examples of the invention will be described below with reference to the drawings. 1st
The figure is a schematic vertical cross-sectional view showing a shield type excavator used in the present invention, and FIG. 2 is a front view showing the annular and auxiliary cutter of the same excavator. In the figure, reference numeral 11 denotes the ground where the tunnel will be excavated, and reference numeral 12 denotes an annular cutter that forms a horizontal annular lining space 13 in the ground 11 while excavating the ground. As shown in Figure 2,
This cutter] 2 consists of a plurality of cutter members 12a arranged in a ring shape. Further, the cutter member 12a is provided with a dirt intake port into the cutter pit 1, and each of the cutter pits 1 operates to scrape out the face of the ring-shaped portion to perform the above-mentioned excavation. 14-. 15 is an annular skin play 1~ in the seal 1~ provided in succession on the inner and outer peripheries of the annular cutter 2, of which 15 is also used as a formwork for cast-in-place concrete (lining material) to be described later. . In addition, skin plate 14-. 15 has a tapered shape as a whole to reduce friction.

Reference numeral 16 denotes an auxiliary cutter such as a boom cutter used for excavating a working hole, which is provided adjacent to the cutter 12. In addition to being provided at the upper inner side of the cutter 12 as shown in the figure, this is also provided at the lower inner side or these two parts. There are cases.

Reference numeral 17 denotes a waste storage section, which is provided near the cutter 12 that creates the lining space 13, and an earth removal device 18 including a screw conveyor is connected thereto. This soil removal device 18
The press ring 1 is made by kneading the hardening material delivered by the pump with the waste discharged from the waste storage part 17.
The lining material is press-fitted into the lining space 13 at the rear of the excavator through the lining material extrusion port 20 provided at 9. here,
21 is the above pump, 22 is a hardening material tank containing the hardening material to be delivered by this pump 21, and 23 is a pipe used to deliver the hardening phase. This pipe 23 is guided into a working hole 24 excavated by an auxiliary cutter 16 and connected to the earth removal device 18 . Reference numeral 25 denotes a working shaft shield connected to the rear of the auxiliary cutter 16. Reference numeral 26 is a jack that is supported by the press ring 19 that compresses the lining material and moves the excavator forward. Note that the jacks 26 and the earth removal device] 8 are arranged in parallel in a circular shape alternately with respect to the plurality of press rings 19.

A lining material 27 is press-fitted into the lining space 13.

Next, a method for constructing a tunnel using the excavator will be explained with reference to FIG. 3. First, cutter 1 of the excavator
2 and the auxiliary cutter 16 are applied to the face to excavate in an annular shape, and the waste generated by the excavation is discharged to the outside through the working hole 24, and a part of the waste is taken into the waste storage part 17, and the soil is removed. into the device 18. On the other hand, this earth removal device 18 is moved from the hardening material tank 22 to the pump 2.
A hardening material is sent in by No. 1, and this hardening material and the above-mentioned shear are kneaded by a screw conveyor to form a lining material. Then, this lining material is extruded from the lining material extrusion port 20 to the outside of the press ring 19, that is, into the annular lining space 13 by the extrusion pressure lever of the screw conveyor. Since the press link 19 supports the jack 26 and pressurizes the lining material in the lining space 13 as described above, the lining material is consolidated and hardening is promoted. In this way, the excavation is carried out again by the excavator, propulsion is carried out by the jack, and then the lining is again covered with the lining material. That is, FIG. 3(a) shows the state after the lining material has been filled on the outside of the lining material press ring]-9 by excavation and propulsion with an excavator, and at this time, the lining material is filled in the outside of the lining material press ring]-9. In preparation for this, the jack 26 is maintained in its most contracted state. In this state, the area surrounded by the hardened lining is excavated sequentially from the rear. In other words, core removal is performed.

Figure 3 (b) shows that when excavating again, Tomoko and Jack 2
6 is extended to show the excavator digging.

Due to this propulsion, the skin plates 14.15 are also moved forward at the same time. FIG. 3(c) shows that after the above-mentioned propulsion, the shatsuki 26 is contracted again, the press ring 19 is also moved forward, the lining material is press-fitted from the lining material extrusion port 20, and a new lining 3
0 is shown being installed continuously along the ground of the lining 31 that was constructed immediately before. Incidentally, even when the excavation is completed and the lining material is being re-injected as shown in FIGS. 3(b) and 3(c), the remaining soil 40 in the core portion is excavated and discharged.

4 to 8 show other shield excavators for carrying out the tunnel construction method of the present invention.

This shield excavator performs mud excavation, and in the same figure, 30 is a mud feeding pipe whose one end is connected to a pump (not shown), and the other end of this mud feeding pipe 30 is connected to a cutter shown in FIG. ] Mud water is discharged to the cutter pit 1 of No. 2 at the rear of the uppermost one of the cutter pits 12a (Fig. 4).

Note that 12b is the earth and sand inlet of the cutter 2. 31 is a sludge draining pipe whose end is connected to a pump or tank (not shown), and the other end of this sludge draining pipe 31 is connected to a link-shaped cutter 1.
It is located at the rear of the lower part of No. 2 so as to face two places (Fig. 6). 32 is a concrete pouring pipe, one end of which is
It is provided so as to be continuous with a concrete pouring hole provided near the other end of the skin plate 15. These mud feeding pipes 30, mud draining pipes 3] and concrete casting pipes 32 are as follows:
It is installed through the working shaft 24 surrounded by a working shaft shield 25. In addition, 33 is skin play 1-14
．． ．． A bulkhead 34 is a formwork that separates the room 15 into two chambers, front and rear, and stores muddy water in the front chamber. In addition, the same components as shown in FIG. 1 are designated by the same reference numerals, and redundant explanation thereof will be omitted.

In the shield excavator of this embodiment as well, the cutter 12 has a ring shape, and the cutter 12 and the auxiliary cutter 16 such as a boom cutter excavate the lining part of the tunnel cross section and the service work shaft 24 part. However, the inner earth and sand are not excavated, and muddy water excavation is performed by filling the vicinity of the face with muddy water through the mud feeding pipe 30. Further, the excavated earth and sand are transported to the outside of the shield excavator by a pump or the like through the mud drainage pipe 31 and discharged, but some of it is used as aggregate for concrete as in the previous embodiment. You can also do that.

On the other hand, concrete is sent to the outside (outer circumferential side) of the skin plate 15 from the concrete pouring port of the skin plate 15 through the concrete pouring pipe 32, and is poured between the skin plates 14 and 15 behind the press ring 19. In this case, once the excavation of one span (formwork length) is completed, the propulsion jack 2 as shown in Fig.
6 and place the lining concrete while drawing the press ring 19 toward the face side. Here, the earth serves as the outer frame, and the formwork 34 of the working shaft is assembled at the tail of the excavator, as shown in FIG.

As described above, in the present invention, the lining space 13 is first formed by excavation, and after the lining material is filled and solidified into the lining space 13, the core is removed, and by repeating this operation, a large cross-section can be formed. It is possible to form a tunnel.

In the above embodiment, the work shaft 24 for transporting and discharging waste, and carrying in lining material, etc. may be provided at the upper part or at two locations, upper and lower, as shown in FIG. The excavated waste can be safely and smoothly discharged from the pit. Further, the working shaft 24 may be provided at one or more locations inside or outside the lining space 13, and may have a different shape and size as necessary.

The working shaft 24 makes the tunnel excavation work more efficient and contributes to the safety of the work.

In addition, in the above-mentioned method 1 to channel construction, horseshoe-shaped, egg-shaped,
It is also possible to construct large-section tunnels of all shapes, including oval shapes.

Further, in the above embodiment, a propelling type jack 26 is used for digging, but this jack may be a press jack, and the thrust (that is, reaction force) may be obtained from a clipper fixed to the inner surface of the surrounding lining.

<Effects of the Invention> As described above, according to the present invention, in order to minimize the release of rock stress during tunnel excavation of a large cross section, the excavation cross section is divided into two steps: annular excavation and core excavation. Since the excavation is divided into two parts, the lining can be excavated several meters or more before the core excavation, making it possible to excavate the inside of the lining safely and efficiently, and to minimize the loosening of the ground. This eliminates the need for protective work for temporary construction as in the conventional pipe roof construction method, resulting in lower construction costs and the effect of simplifying and shortening the process. In addition, by using the excavated waste as lining material, it is possible to dispose of the remaining soil and waste in the working tunnel by 20 minutes.
% to 30% can be achieved.

[Brief explanation of the drawing]

FIG. 1 is a longitudinal sectional view showing an excavator for carrying out the tunnel construction method according to the present invention, FIG. 2 is a front view showing a cutter of the excavator, and FIG. 4 is a sectional view showing another embodiment of the excavator, FIG. 5 is a front view, FIG. 6 is a sectional view taken along line A-A in FIG. 4, and FIG. 7 is a construction procedure diagram showing the construction order. are the same < A sectional view taken along the line B-B, Fig. 8 is a sectional view taken along the line C-C, Fig. 9 is an explanatory diagram showing the conventional pipe roof construction method, and Fig. 10 is a sectional view showing the construction of a tunnel using the pipe roof construction method. . 11...Ground, 12...Cutter, 13...Covering section space, 16...Auxiliary cutter, 18...Earth removal device a, 22...
Hardening material tank, 24... Working pit, 26... Jacket, 2
7. Lining.

Claims (1)

[Claims] 1) An annular cutter excavates the ground to form an annular lining space, and a cast-in-place lining material is placed in this lining space. A tunnel construction method in which the face is excavated after the construction materials are placed. 2) The tunnel construction method according to claim 1, wherein a working hole is formed inside the annular lining space by an auxiliary cutter inside the annular cutter. 3) The tunnel construction method according to claim 1 or 2, wherein a solidifying material is added to the shear caused by excavating the ground and the tunnel is cast into the lining space.