JP2000303480A - Ground reinforcing method - Google Patents

Abstract

PROBLEM TO BE SOLVED: To prevent collapse of a drilled hole wall by advancing a drill rod to form a drilled hole while discharging a curable filler and compressed air from the front end of a drill rod and filling the curable filler into the drilled hole and charging a reinforcing material. SOLUTION: A curable filler 9 and compressed air A are supplied to a drill to advance a drill rod 6a and form a drilled hole while jetting out the filler 9 and the compressed air A from the front end of the rotating drill rod 6a. After the drilled hole 7 is formed to a specified depth, the drill rod is drawn out while the discharging the filler 9 from the front end of the drill rod 6a. Then, a reinforcing material 1 is charged in the drilled hole 7 and a bearing plate and a nut are fitted to the basal part of the reinforcing material 1 and fastened to anchor the reinforcing material 1 on a slope face. In this way, since a drilled hole is formed while jetting out the filler 9 and the compressed air A, the filler 9 can be naturally and securely sprayed on the entire drilled hole wall to prevent collapse of the drilled hole wall.

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a ground reinforcement method for reinforcing a ground by driving a reinforcing material such as a reinforcing bar or a rock bolt into the ground.

[0002]

2. Description of the Related Art Ground reinforcement method is widely used as a measure to prevent medium-scale collapse of rocks, to prevent steep slopes, or for temporary slopes when excavating structures. Have been. As shown in FIG. 2, the ground reinforcement method is to reinforce the ground 2 by inserting a large number of relatively short reinforcing members 1 such as reinforcing steel bars and rock bolts into the slope of the ground 2, so that the entire slope can be reinforced. To increase the stability of the In FIG. 2, reference numeral 3 indicated by a broken line is an original ground slope, and 4 is a normal slope that is not based on the ground reinforcement method. According to the ground reinforcement method, a steeper slope is formed. It turns out that it is possible.

[0003] The above-mentioned construction procedure of the ground reinforcement method involves performing a slope work 5 (or a slope work) so as to cover the entire ground 2 to be reinforced, and then working along the ground 2. A scaffold is provided and a drilling machine is installed there. Alternatively, as shown in FIG. 3, the drilling machine 6 is supported from above the ground surface by a heavy machine and is opposed to the slope, and the drilling machine 6 shown in FIG. It is usual that the reinforcing material 1 is cast in the procedure shown in (1) to (c). That is, first, as shown in FIG. 4 (a), a drill hole 7 is formed in the ground 2 by a drill rod 6a of a drilling machine 6, and the drill rod 6a is pulled out from the drill hole 7, and then, as shown in FIG. As shown in the figure, the injection hose 8 is inserted into the hole 7 to fill the opening with the hardening filler 9 such as cement milk or cement mortar, and the injection hose 8 is pulled out. The reinforcing material 1 is inserted into the hole 7, and thereafter, FIG.
It is general that the reinforcing member 1 is fixed to the slope 5 (or the slope frame) by attaching and tightening the bearing plate 10 and the nut 11 in the hole as shown in FIG.

[0004]

The above-mentioned conventional earth reinforcing method is a method of forming a drilling hole 7 near the ground surface of the ground 2 and placing the reinforcing material 1 thereon. The mountain 2 is often weathered and has many cracks, or is a rock with low strength and a rubble soil which is a deposit of surface slip, and such a loose mountain 2 has a borehole. The hole wall of the hole 7 formed by the machine 6 may not be able to stand by itself and may collapse. For this reason, in the conventional general ground reinforcement method, the depth of the drilling hole 7 that can be constructed is limited to about 5 m, so that a longer reinforcing material 1 cannot be used, which is an effective improvement. A measure was desired.

[0005]

DISCLOSURE OF THE INVENTION In view of the above circumstances, the present invention relates to a soil reinforced earth method for reinforcing a ground by driving a reinforcing material such as a reinforcing bar or a rock bolt into the ground. The drill rod is advanced to form a drilled hole while discharging the curable filler and compressed air from the tip of the hole, and then the curable filler is filled into the drilled hole and the reinforcing material is inserted. .

[0006]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS An embodiment of the ground reinforcement method according to the present invention will be described below with reference to FIGS. 1 (a) to 1 (c). In the ground reinforcement method according to the present embodiment, when forming the drill holes 7 as shown in FIG.
Is supplied with cement milk or cement mortar and compressed air A, and the drill rod 6a is advanced while the curable filler 9 and the compressed air A are ejected from the rotated tip of the drill rod 6a in a spraying state to drill holes. 7 is formed. At this time, the mixing ratio of the curable filler 9 and the compressed air A is, for example, when cement milk is used as the curable filler 9 and the discharge amount is 2.5 liter / min.
It is preferable that the discharge amount of the compressed air A be 0.8 m ³ / min or more at 1 atm. The pressure of the compressed air A is preferably, for example, about 700 KPa.

As described above, while drilling the curable filler 9 and the compressed air A from the tip while rotating the drill rod 6a to form a hole 7 at a predetermined depth, the drill rod 6a is pulled out. At this time, as shown in (b), the curable filler 9 is similarly placed from the tip of the drill rod 6a.
The drill rod 6a is pulled out while discharging cement milk or cement mortar as the above.

When the drill rod 6a is pulled out of the drilled hole 7, the hardening filler 9 is naturally filled in the drilled hole 7 up to the hole, and as shown in FIG. A reinforcing material 1 such as a reinforcing bar or a lock bolt is inserted.

Finally, the bearing plate 10 and the nut 11 are attached to the base end of the reinforcing member 1 and tightened in the same manner as in the prior art, and the reinforcing member 1 is sloped 5 (or framed).
(See FIG. 2).

According to the above method, the drilling hole 7 is formed while rotating the drill rod 6a and discharging the curable filler 9 and the compressed air A in a jet state. The curable filler 9 is naturally and reliably sprayed on the entire inside of the hole wall, and the collapse of the hole wall can be prevented. In addition, since the curable filler 9 is discharged with compressed air and the curable filler 9 is sprayed on the hole wall with compressed air, the curable filler 9 is dehydrated and its viscosity increases, and the curing is accelerated. It easily adheres to the hole wall, and the effect can hold the hole wall. As a result, according to the above method, a hole 7 having a depth of, for example, 10 m can be formed at one time, and the long reinforcing material 1 can be easily inserted into such a deep hole 7 without any trouble. Is possible.

In addition, as shown in FIG. 4, in the prior art, after the hole 7 was formed, the injection hose 8 was inserted again to fill the curable filler 9, so that the curable filler 9 was filled. In some cases, the hole wall may not be able to stand by itself and may collapse. However, in the above method, the hole is drilled while the hardening filler 9 is sprayed on the hole wall. The pore walls are protected by the curable filler 9 and there is no room for collapse. Then, as in the above embodiment, the drilling and the filling of the curable filler 9 are performed in one step by filling the curable filler 9 while pulling out the drill rod 6a, so that the hardening by the conventional injection hose 8 is performed. Since the filler filling step can be omitted, the working time can be reduced, which can contribute to shortening the construction period. However, a method of filling a curable filler with a conventional injection hose may be used.

[0012]

As described above, according to the present invention, a drilling hole is formed by advancing the drill rod while discharging the curable filler and compressed air from the tip of the drill rod, and then forming the drilling hole. Filling of the inside with the curable filler and insertion of the reinforcing material can prevent the collapse of the hole wall during drilling. According to the present invention, since the slime is discharged with compressed air and the curable filler is sprayed on the hole walls with compressed air, the curable filler is dehydrated to increase its viscosity and harden. Since it is accelerated, it easily adheres to the hole wall, and the hole wall can be held by the effect.

[Brief description of the drawings]

FIG. 1 is a diagram showing a work procedure of a ground reinforcement method according to an embodiment of the present invention.

FIG. 2 is a diagram showing an example of application of a ground reinforcement method.

FIG. 3 is a diagram showing a state of implementation of a conventional ground reinforcement method.

FIG. 4 is a view showing a work procedure of a conventional ground reinforcement method.

[Explanation of symbols]

 DESCRIPTION OF SYMBOLS 1 Reinforcement material 2 Ground 6a Drill rod 7 Drilling hole 9 Hardening filler A Compressed air

 ──────────────────────────────────────────────────続 き Continued on the front page (71) Applicant 391019740 Sanshin Construction Industry Co., Ltd. 1-2-7 Koraku, Bunkyo-ku, Tokyo (71) Applicant 392012261 Toko Construction Co., Ltd. 5-1-1-3 Shimbashi, Minato-ku, Tokyo (71) Applicant 390036504 Nittoku Construction Co., Ltd. 8-14-14 Ginza, Chuo-ku, Tokyo (71) Applicant 000230788 Japan Basic Technology Co., Ltd. 6-22 Matsugaeda-cho, Kita-ku, Osaka-shi, Osaka (72) Inventor Kenji Ogata 1-4-4 Tadao, Machida-shi, Tokyo Inside the Japan Highway Public Corporation Testing Laboratory (72) Inventor Satoshi Tayama 1-4-4 Tadao Machida-shi, Tokyo 1 Japan Highway Public Corporation Testing Laboratory (72) Inventor Tetsuya Nagayoshi 1-4-4 Tadao, Machida-shi, Tokyo 1 Japan Highway Public Corporation Testing Laboratory (72) Inventor Eiji Musashi 4-35, Kudankita 4-chome, Chiyoda-ku, Tokyo Light Industry Co., Ltd. (72) Kazu Miyata 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation (72) Koji Yokozawa 1-12-19 Minamihorie, Nishi-ku, Osaka-shi, Osaka Hirose (72) Inventor Kazumi Osawa 1-2-7 Koraku, Bunkyo-ku, Tokyo Sanshin-ken Construction Industry Co., Ltd. (72) Inventor Akira Yonemura 5--11-3, Shimbashi, Minato-ku, Tokyo Toko Construction Co., Ltd. In-company (72) Inventor Masaki Yanagisawa 8-14-14 Ginza, Chuo-ku, Tokyo Nippon Special Construction Co., Ltd. (72) Inventor Hideo Ohara 6-22 Matsugaeda-cho, Kita-ku, Osaka-shi, Osaka Japan Basic Technology Co., Ltd. F-term (reference) 2D041 GA01 GB01 GC04 GD01 2D044 EA01

Claims (1)

[Claims] 1. A ground reinforcement method for reinforcing a ground by placing a reinforcing material such as a reinforcing bar or a rock bolt into the ground, wherein a curable filler and compressed air are discharged from a tip of a drill rod. A ground reinforcement method, wherein the drill rod is advanced to form a hole, and then the hardening filler is filled and the reinforcing material is inserted into the hole.