JPH01154995A - Method and device for excavating underground pile - Google Patents
Method and device for excavating underground pileInfo
- Publication number
- JPH01154995A JPH01154995A JP62313988A JP31398887A JPH01154995A JP H01154995 A JPH01154995 A JP H01154995A JP 62313988 A JP62313988 A JP 62313988A JP 31398887 A JP31398887 A JP 31398887A JP H01154995 A JPH01154995 A JP H01154995A
- Authority
- JP
- Japan
- Prior art keywords
- ground
- hardening material
- injection nozzle
- excavator
- tip
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 238000000034 method Methods 0.000 title claims description 8
- 238000009412 basement excavation Methods 0.000 claims abstract description 11
- 239000000463 material Substances 0.000 claims abstract description 10
- 238000002347 injection Methods 0.000 claims description 12
- 239000007924 injection Substances 0.000 claims description 12
- 239000002689 soil Substances 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 5
- 238000010276 construction Methods 0.000 description 3
- 230000014759 maintenance of location Effects 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 229910052500 inorganic mineral Inorganic materials 0.000 description 1
- 230000001050 lubricating effect Effects 0.000 description 1
- 239000011707 mineral Substances 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
Description
【発明の詳細な説明】
（イ）産業上の利用分野
本発明はｌ・ン不ル、坑道等内壁を補強しながら掘進す
る地中坑の掘削方法とその装置に関するもので、目的に
応し小径のものにも適用できろものである。[Detailed description of the invention] (a) Industrial application field The present invention relates to a method and device for excavating an underground mine, such as a tunnel, tunnel, etc., which is dug while reinforcing the inner wall. It can also be applied to small diameter objects.
（ロ）従来の技術
従来、トンネル等地中坑道の掘削には開削坑部に作業ス
ペースを確保するシールド掘進器を推進しながら掘進す
るシールド工法が数多く行なわれているが、シールドが
通過した後部の開削部には、特別の配慮措置が講じられ
ることはなく、可急的速やかに支保覆工を施ごして崩落
防■ヒ等に対応してきたもので特に湧水が激しかったり
、地盤が軟弱である場合には、凍結や地盤注入による（
１１別的な対応が行なわれてきた。(b) Conventional technology Conventionally, many shield methods have been used to excavate underground shafts such as tunnels by propelling a shield excavator that secures a working space in the open shaft. No special measures have been taken for the excavated areas, and shoring has been installed as soon as possible to prevent collapse. If it is soft, it may be caused by freezing or ground injection (
Eleven different responses have been taken.
（ハ）発明か解決しようとする問題点
従来工法は土留、Ｉ」−水対策が個別的な対応として行
なわ九、できているため、シールドの通過から支保覆工
までの時間をできるだけ短くすること以外に安全性を担
保するものがなく、軟弱地盤や出水の激しい場所ではシ
ールド内での対応が出来ないため施工が不可能であった
。(c) Problems to be solved by the invention Conventional construction methods require earth retention, and since water countermeasures are carried out as individual measures, the time from passing through the shield to shoring is shortened as much as possible. There was no other way to ensure safety, and construction was impossible in areas with soft ground or heavy flooding, as it was impossible to work within the shield.
また、予想外の出水や軟弱層との遭遇があった場合、対
応ができず大きな犠牲を払わなければならなかった。Additionally, in the event of an unexpected flood or encounter with a soft layer, they were unable to respond and had to make great sacrifices.
（ニ）問題点を解決するための手段
本発明は、言わば従来土留、止水いに用いられてきた注
入工法（ＣＣＰ工法）に用いる注入管の先端部分を中空
にして、その中空部をそのまま作業スペース或いは収納
スペースにまで拡大して掘進器に構成したものである。(d) Means for solving the problem The present invention is to make the tip of the injection pipe used in the injection method (CCP method) conventionally used for earth retention and water stoppage hollow, and leave the hollow part as it is. It is expanded to include a work space or a storage space and configured as an excavator.
即ち、掘進器外面側壁に設けた噴射ノズルから地盤硬化
材を高圧噴流として噴射しながら同部分を回転若しくは
反転回動を反復しつつ推進して掘進器の外側を包むドー
ナツ状或いは馬蹄状の硬化層を造成し、掘進器通過後の
開削部はそのまま土留壁、止水壁を構成する硬化層によ
って囲まれた地中坑に形成されるようにした。That is, the ground hardening material is injected as a high-pressure jet from the injection nozzle provided on the outer side wall of the excavator, and the same part is repeatedly rotated or reversed while being propelled to create a donut-shaped or horseshoe-shaped hardening that wraps around the outside of the excavator. A layer was created, and the excavated portion after passing through the excavator was formed into an underground shaft surrounded by a hardened layer that constitutes an earth retaining wall and a water stop wall.
（ホ）実施例 以下図面に従って本発明の詳細な説明する。(e) Examples The present invention will be described in detail below with reference to the drawings.
１は掘進器本体で、筒状の中空体に構成され先端に回動
掘進部２が形成されている。回動掘進部２の前端ば掘削
刃３を備え、その外面側壁には噴射ノズル４が設けられ
、流路５に圧送される地盤硬化材を高圧噴流として噴射
し、全体が本体１を軸として回動するようになっている
。Reference numeral 1 denotes an excavator main body, which is formed into a cylindrical hollow body and has a rotary excavator 2 formed at its tip. The front end of the rotary excavation section 2 is equipped with an excavation blade 3, and an injection nozzle 4 is provided on the outer side wall of the rotary excavation section 2, which injects the ground hardening material that is forced into the flow path 5 as a high-pressure jet. It is designed to rotate.
６は前方噴射ノズルで必要に応じ潤滑水を前方に噴出す
る。７は切替弁である。前面は排土構造として開放され
、掘進器が掘進されると地山を器内にとり入れ、後方に
排土して開削する。6 is a front injection nozzle that sprays lubricating water forward as necessary. 7 is a switching valve. The front side is open as an earth removal structure, and when the excavator excavates, it takes in the earth and excavates it to the rear.
以下のように構成した掘進器を開削対象地盤に向けて押
込み掘進し、器内にとり込まｈ５た削土を後方に排土し
つつ掘進するのであるが、先端の回動掘進部２が回転若
しくは反転回動しつつ地山を切削する一方、噴射ノズル
４から噴射される硬化材の高圧噴流が掘進部２の回動に
従って周辺土壌を攪拌し混入されるので、トパ−ナラ状
或いは馬蹄状に掘進器を包む硬化材混入層が形成され、
掘進器通過後はそのまま坑壁を支保する土留壁或いは止
水＃壁を構成するものである。The excavator configured as below is pushed toward the ground to be excavated, and the excavated soil taken into the excavation device is removed backwards while the excavation is carried out. While cutting the ground while rotating in reverse, the high-pressure jet of hardening material injected from the injection nozzle 4 stirs and mixes the surrounding soil according to the rotation of the excavation part 2, so that it is shaped like a topana or a horseshoe. A layer of hardened material is formed surrounding the excavator,
After passing through the excavator, it forms an earth retaining wall or a water stop wall that supports the tunnel wall.
（へ）発明の作用及び効果
本発明は以下のように構成されたので、掘進器１１１１
過後の開削部の坑壁が自動的に支保され軟弱地盤でも安
全確実に掘進することができる。(f) Functions and Effects of the Invention Since the present invention is configured as follows, the excavator 1111
The tunnel wall in the excavated area is automatically supported, allowing safe and reliable excavation even in soft ground.
図は本発明の実施例を示すもので、第１図は施工状況を
示す斜視図、第２図は掘進器の縦断面図である。
１〜掘進器本体 ２〜回動掘進部 ３〜掘前刃４〜噴射
ノズル ５〜流路 ６〜前方噴射ノズル ７〜切替弁
８〜供給ホース ９〜ヘアリング １０〜Ｉ屈進ジヤツ
キ １１〜セグメントＡ〜硬化層 Ｂ〜地山
手続補正書
昭和６３年６月２０
特許庁長官 小 川 邦 夫 殿
１、事件の表示
昭和６２年特許願第３１３９８８号
２、発明の名称
地中坑の掘削方法とその装置
３、補正をする者
事件との関係 特許出願人
住 所 東京都町田市三輪町１４８７番地株式会社エヌ
、アイ、ティ
氏 名 代表取締役 中 西 渉４、代理人
■１０３
住 所 東京都中央区日本橋本町４−１１−６昭和６３
年５月３１日（発送口）
昭和６３年５月１６日
（１１明細書中５頁５行目がら６行目にかげて「第２図
は掘進器の縦断面図である。」とあるのを「第２図は掘
進器の斜視図である。ゴと改める。
明細書中５頁ＩＩ行目の「Ｂ〜地山Δの次ぎに「Ｃ〜切
削土砂」を加える。
（２）図面は別紙訂正図面のとおりThe drawings show an embodiment of the present invention, and FIG. 1 is a perspective view showing the construction situation, and FIG. 2 is a longitudinal sectional view of the excavator. 1 - Tunnel main body 2 - Rotating digging part 3 - Front cutting blade 4 - Injection nozzle 5 - Channel 6 - Front injection nozzle 7 - Switching valve
8 ~ Supply hose 9 ~ Hair ring 10 ~ I bending jack 11 ~ Segment A ~ Hardened layer B ~ Mineral procedure amendment document June 20, 1985 Kunio Ogawa, Commissioner of the Patent Office 1, Indication of case 1988 Patent Application No. 313988 2, Name of the invention: Method for excavating an underground mine and its device 3, Relationship with the person making the amendment Patent applicant address: Mr. N.I.T. Co., Ltd., 1487 Miwa-cho, Machida-shi, Tokyo Name Representative Director Wataru Nakanishi 4, Agent 103 Address 4-11-6 Nihonbashi Honmachi, Chuo-ku, Tokyo 1983
May 31, 1988 (Shipping port) May 16, 1986 (11 In the specification, page 5, lines 5 to 6, it says, ``Figure 2 is a vertical cross-sectional view of the excavator.'' ``Figure 2 is a perspective view of the excavator.'' is changed to ``Go.'' Add ``C~ Cutting earth and sand'' next to ``B ~ Ground mass Δ'' on page 5, line II of the specification. (2) Drawings is as shown in the attached corrected drawing
Claims (2)
進器に後方から地盤硬化材を圧送して噴射ノズルから高
圧噴射しながら回動しつつ掘進することにより、掘削対
象地盤の外周に地盤硬化層を造成することを特徴とする
地中坑の掘削方法(1) Ground hardening material is pumped from the rear into a hollow excavator equipped with a rotating injection nozzle on the outer wall of the tip, and the material is injected at high pressure from the injection nozzle while rotating while digging. An underground shaft excavation method characterized by creating a hardened ground layer
中空に構成した本体の先端に回動掘削部、その外面側壁
に地盤硬化材供給部に連通して開口する噴射ノズルを設
けたことを特徴とする地中坑掘削装置(2) The front side in the direction of propulsion has an appropriate earth removal structure, the rear side is open, and the tip of the body is hollow, with a rotary excavation section at the tip, and an injection nozzle that opens and communicates with the soil hardening material supply section on the outer side wall. An underground mine drilling device characterized by
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP62313988A JPH01154995A (en) | 1987-12-14 | 1987-12-14 | Method and device for excavating underground pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP62313988A JPH01154995A (en) | 1987-12-14 | 1987-12-14 | Method and device for excavating underground pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH01154995A true JPH01154995A (en) | 1989-06-16 |
Family
ID=18047873
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP62313988A Pending JPH01154995A (en) | 1987-12-14 | 1987-12-14 | Method and device for excavating underground pile |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH01154995A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03293500A (en) * | 1990-04-11 | 1991-12-25 | Taisei Corp | Execution of large underground space |
| JPH04146400A (en) * | 1990-10-05 | 1992-05-20 | Nippon Tetsudo Kensetsu Kodan | Lining work for shield tunnel |
| US8251614B2 (en) | 2005-12-19 | 2012-08-28 | Siemens Aktiengesellschaft | Electrical power system for a subsea system |
-
1987
- 1987-12-14 JP JP62313988A patent/JPH01154995A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH03293500A (en) * | 1990-04-11 | 1991-12-25 | Taisei Corp | Execution of large underground space |
| JPH04146400A (en) * | 1990-10-05 | 1992-05-20 | Nippon Tetsudo Kensetsu Kodan | Lining work for shield tunnel |
| US8251614B2 (en) | 2005-12-19 | 2012-08-28 | Siemens Aktiengesellschaft | Electrical power system for a subsea system |
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