JPS58113491A - Method of geostatic system shielding excavation construction using curing muddy material - Google Patents

Abstract

(57) [Summary] This bulletin contains application data before electronic filing, so abstract data is not recorded.

Description

DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a Tonosho-based shield construction method for excavating a tunnel using hardening mud.

The shield construction method is often used in the construction of subways, underground tunnels, sewers, etc. because it causes less construction pollution to nearby residents and less impact on road traffic due to tunnel construction. Among these, the Tonosho shield method generally involves filling a cutter drum with earth and sand cut from the face using a cutter to prevent the face from collapsing, and transporting the earth and sand using a screw conveyor, etc., and then assembling segments to construct a tunnel. However, compared to the pressurized air shield method, it has the advantage of providing a better working environment and does not require auxiliary construction methods.It also has the advantage of requiring less soil separation equipment and muddy water treatment equipment than the muddy pressurized shield method. It has the advantage of not requiring

However, with the conventional Tonosho shield method, when excavating the Tonosho face, depending on the soil quality of the excavated soil, arching of the earth and sand may occur inside the cutter drum, or earth and sand may adhere to the cutter drum, resulting in reduced cutting resistance against the face. There were many cases in which the number of cases increased and the problem occurred. In addition, when backfilling material is injected into the backfilling area between the ground and the segment that occurs during shield excavation, the backfilling material often wraps around to the face side and the backfilling area cannot be completely filled. there were.

The present invention has been made to solve the above problems,
The purpose of this is to efficiently excavate a tunnel without increasing the cutting resistance against the face due to the soil quality of the excavated soil, and without creating a cavity by completely injecting backfill material into the backfill area. The purpose of the present invention is to provide a Tonosho-based shield excavation method that can be used.

Embodiments of the present invention will be described below with reference to the drawings.

l is a Tonosho type shield excavator, and c is a cutter drum installed in the front part of the excavator. The cutter drum has a seal $3 and a rotary table bearing +4. : is supported and rotationally driven by the drive motor 6 via the transmission mechanism S. The cutter drum is pivoted to a partition g fixed to the shield skin plate 7 at the rear.

The other is a screw conveyor. The tip opening 10 of the screw conveyor is inserted into the cutter drum through the partition wall. /l is a scraping plate for scraping up excavated earth and sand, and is fixedly installed at appropriate intervals on the peripheral wall surface of the cutter drumco. The cutter face 7.2 on the front side of the cutter drum is provided with a plurality of injection nozzles 13 toward the face. The injection nozzle 13 is a branch pipe/4 (,
Intermediate pipe /& is connected to supply pipe /7 via swivel joint /6. A plurality of injection nozzles Ig are provided on the partition wall g toward the inside of the cutter drumco,
It is connected to the supply pipe 19. Also, segment 2
0 is provided with an injection port U/ toward the backfilling portion, and is connected to the supply vibe here. The supply pipes 17, /9 and here are connected to one or more rear supply pumps (not shown).

23 is shield propulsion jack, 2'l, 2! ;.

2A is a pulp, and 27 is a sand discharge port.

In addition, A is a face and B is a backfill part.

Next, the operation according to the present invention will be explained with reference to the drawings.

The earth pressure type shield tunneling machine 1 is propelled toward the face A side by a shield propulsion jack 23 whose one end is fixed to the tunneling machine 1 by applying a reaction force to the segment 2o assembled at the rear of the tunneling machine 1. .

Earth and sand excavated from the face A is taken into the cutter drum by the cutter face 2 on the front surface of the rotatably driven cutter drum. On the other hand, the injection nozzle/
3 towards the face A, and the injection nozzle/g towards the excavated soil taken into the cutter drumco.
A feed pump (not shown) injects hardenable mud. Furthermore, from the injection port 21, the backfilling portion B of the segment 20 and the ground that is generated as the excavator l is propelled.
The hardening slurry is injected by the feed pump (not shown) or another feed pump (not shown). In this way, the cutting resistance during mechanical excavation on the face A does not increase, and while the stability of the face is maintained, the excavated soil taken into the cutter drum is mixed with the hardening mud and the rotating cutter drum. Scraping board/
/ is stirred and mixed and transferred to the tip opening /θ of the screw conveyor 9. At this time, the fluidized excavated earth and sand is conveyed to the screw conveyor t without causing any arching phenomenon or adhesion within the cutter drum.

Thereafter, the excavated earth and sand is transported out of the mine via a transporting means such as a belt conveyor or a trolley through the earth and sand discharge port 26.

On the other hand, the hardening muddy material injected into the backfilling part B also fills the first face A side, so it stays there without going around.

That is, the hardening slurry that initially takes on the form of a slurry,
When mechanically excavating the face A, the cutting resistance is reduced, the excavated earth and sand is given fluidity, and the excavated earth and sand are carried outside the mine and hardened. Further, the hardening mud filling and staying in the backfilling portion hardens over time.

The hardening mud according to the present invention contains a hardening agent such as cement in water,
It is a suspension of clay such as bentonite, gypsum, fly ash, etc., and if necessary, modifiers are added to control curing time and viscosity. The composition of the curable slurry is shown in the table below.
A good example is shown in 1. In this manner, the viscosity, setting time, and strength after curing of the curable slurry can be selected over a wide range by blending.

In addition, if excavation is stopped due to a failure of the shield excavator, etc., a curing retarder can be sent to delay curing so that the hardening mud does not harden inside the pipe.

As explained in 1 above, according to the present invention, by injecting a hardening mud into the excavated soil taken into the face side and into the cutter drum, the cutting resistance during mechanical excavation on the face can be reduced. At the same time, it is possible to prevent the occurrence of arching and adhesion of excavated soil in the cutter drum, and since the excavated soil in the cutter drum has fluidity, it is possible to prevent the excavated soil from forming inside the screw conveyor. It can be transported smoothly. Furthermore, since the hardening mud in the excavated soil carried out of the mine hardens over time, there is no need for soil treatment after being carried out.

In addition, by injecting hardening mud into the backfilling section, the hardening mud that has filled and accumulated will harden over time without going around to the face side. No special backfill injection equipment is required.

[Brief explanation of the drawing]

FIG. 1 is a longitudinal sectional view of a Tonosho type shield excavator according to the present invention. L... Tonosho shield tunneling machine C... Cutter drum G... Partition wall 9... Screw conveyor 13... Injection nozzle 17...
・Supply pipe χg...Injection nozzle /q...Supply vipco/...Injection Lo Coco...Supply pipe A...Face B...Backfilling section Patent applicant: Daiai Co., Ltd. Attorney Junji Okada Proceedings Amendment (formality) February 10, 1980 Commissioner of the Japan Patent Office Kazuo Wakasugi 1, Indication of the case 1982 Patent Application No. 121880 2 Name of the invention Using hardening slurry Earth pressure shield excavation method a Relationship with the case of the person making the amendment Patent applicant address 3-37 Kyobashi, Higashi-ku, Osaka 540 people
Name (054) Representative of Obayashi Co., Ltd.
President and Director: Yoshi Obayashi Department 4, Agent address: 2-3 Kanda Tsukasa-cho, Chiyoda-ku, Tokyo 10
1 Obayashi Corporation Tokyo Head Office Technology Management Department Patent Division Telephone 0
3-292-1111 7. Contents of amendment (2) After page 9 (Table 1) of the specification, as shown in the attached sheet, q. Brief description of the drawings Figure 7 shows the Tonosho shield tunneling machine according to the present invention. FIG. /... Tonosho type shield excavator Co... Cutter drum g... Bulkhead? ...Screw conveyor/3...Injection nozzle 17...
・Supply pipe/g...1t nozzle/ri...
Supply pipe, 2/...Injection Lo Coco...Supply pipe A...Face B...Backfilling section Patent applicant Ohachi Co., Ltd. Agent Junji Okada

Claims (1)

[Claims] The Tonosho type shield excavation method is characterized by excavating a tunnel by injecting hardening mud into the face and cutter drum, and into the backfill between the ground mass and segments that occurs during shield excavation. Tonosho shield excavation method using hardening mud.