JPH0442520B2 - - Google Patents
Info
- Publication number
- JPH0442520B2 JPH0442520B2 JP62294205A JP29420587A JPH0442520B2 JP H0442520 B2 JPH0442520 B2 JP H0442520B2 JP 62294205 A JP62294205 A JP 62294205A JP 29420587 A JP29420587 A JP 29420587A JP H0442520 B2 JPH0442520 B2 JP H0442520B2
- Authority
- JP
- Japan
- Prior art keywords
- injection
- injection pipe
- ground
- nozzle
- excavating
- 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.)
- Expired - Lifetime
Links
- 238000002347 injection Methods 0.000 claims description 45
- 239000007924 injection Substances 0.000 claims description 45
- 230000007246 mechanism Effects 0.000 claims description 11
- 238000009412 basement excavation Methods 0.000 claims description 8
- 239000000463 material Substances 0.000 claims description 8
- 238000000034 method Methods 0.000 claims description 7
- 239000002689 soil Substances 0.000 claims description 5
- 230000008569 process Effects 0.000 claims description 3
- 238000003780 insertion Methods 0.000 claims description 2
- 230000037431 insertion Effects 0.000 claims description 2
- 239000000203 mixture Substances 0.000 claims 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 11
- 238000010276 construction Methods 0.000 description 6
- 230000001050 lubricating effect Effects 0.000 description 4
- 239000007788 liquid Substances 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 208000019901 Anxiety disease Diseases 0.000 description 1
- 230000036506 anxiety Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 238000001816 cooling Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000003028 elevating effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 230000008014 freezing Effects 0.000 description 1
- 230000020169 heat generation Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 230000014759 maintenance of location Effects 0.000 description 1
- 238000005086 pumping Methods 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Description
【発明の詳細な説明】
(イ) 産業上の利用分野
本発明はトンネルや地下坑道等の掘削工法に関
し、特に軟弱地盤や湧水、漏水の発生し易い地盤
において有効な工法とこれに用いる装置に関する
ものである。[Detailed Description of the Invention] (a) Field of Industrial Application The present invention relates to a method for excavating tunnels, underground shafts, etc., and particularly to a method and equipment used therefor that are effective on soft ground, ground prone to spring water, and water leakage. It is related to.
(ロ) 従来の技術
従来、トンネル等の掘削は坑部開削に引き続い
て可急的速やかに支保覆工を施こし、崩落を防ぎ
ながら掘進する方法が採られており、開削予定地
盤に計画的に崩落や湧水の防止措置を講じる工法
は行なわれていない。特に湧水が激しかつたり、
地盤が軟弱である場合には、個別的な対応として
掘削地盤の全体を地盤凍結したり、硬化材の注入
を行なつたパイプを挿入して円筒状の覆工形成を
（一般にパイプルーフ）してきている。(b) Conventional technology Conventionally, when excavating tunnels, etc., the method of excavating tunnels, etc. was to immediately install shoring as soon as possible after excavating the shaft, and to proceed while excavating while preventing collapse. No construction methods have been taken to prevent collapse or water leakage. Especially when the spring water is strong,
If the ground is soft, individual measures include freezing the entire excavated ground or inserting a pipe into which hardening material has been injected to form a cylindrical lining (generally called a pipe roof). ing.
(ハ) 発明が解決しようとする問題点
従来工法は土留、止水対策が個別的な対応とし
て行なわれてきているため、開削から支保覆工ま
での時間をできるだけ短かくすること以外に安全
性を担保するものがなく、心理的不安を与えると
共に、現実に崩落等の事故を発生することも多か
つた。(c) Problems to be solved by the invention In conventional construction methods, soil retention and water stoppage measures have been taken as individual measures. There was no security for this, causing psychological anxiety and often causing accidents such as collapses.
また、個別的な対応の場合、既に出水や崩落の
事態を生じているため、必要以上の施工や無駄な
作業を行なわなければならなかつた。更に装置に
ついては注入管が固定式のため、これを移動した
り、注入角度を変更するのに大変な作業が必要で
あつた。 In addition, in the case of individual measures, since flooding and collapse had already occurred, unnecessary construction work and wasteful work had to be done. Furthermore, since the injection tube of the device is fixed, a great deal of work is required to move it or change the injection angle.
(ニ) 問題点を解決するための手段
本発明は坑部が開削された後、その天蓋や内壁
を構成する開削対象地盤の周縁土壌に、掘進方向
に長い円筒状硬化層を坑部開口縁に沿つて連設造
成することにより同硬化層が支保工となつて開削
地盤を掘り取つた後の壁面支保が同時に確保され
るようにしたものである。また、注入管を自走基
台の上に装置し、位置や角度の調整を自由に行え
るようにして、狭い場所でも自由な注入を可能と
して本発明工法の実施を可能とした。(d) Means for Solving the Problems The present invention provides, after a mine has been excavated, a cylindrical hardened layer that is long in the direction of excavation is applied to the soil surrounding the excavation target ground that constitutes the canopy and inner wall of the mine. By constructing the hardened layer in a continuous manner along the ground, the hardened layer acts as a support and simultaneously provides support for the wall after the excavated ground is excavated. Furthermore, the injection pipe was installed on a self-propelled base so that its position and angle could be adjusted freely, making it possible to freely perform injection even in a narrow space, thereby making it possible to carry out the construction method of the present invention.
(ホ) 実施例
以下、図面に従つて本発明の実施例を説明す
る。(e) Examples Examples of the present invention will be described below with reference to the drawings.
１は坑部開削予定地盤で、開削後は堀り取られ
て坑道を構成する部分である。 1 is the ground that is planned to be excavated for the mine, which will be excavated after excavation to form the tunnel.
２はその周縁地盤で開削後はトンネルの内壁を
構成する部分である。 2 is the surrounding ground that will form the inner wall of the tunnel after excavation.
３０は注入装置で先端部に掘削刃３１と側方噴
射ノズル３２を備え、後端部はスイベル３３を介
して硬化材や潤滑水の供給部に連絡する注入管３
とこれを回転駆動する回転駆動機構３４を備えて
いる。 Reference numeral 30 denotes an injection device having a cutting blade 31 and a side injection nozzle 32 at its tip, and an injection pipe 3 at its rear end communicating with a hardening material and lubricating water supply section via a swivel 33.
and a rotational drive mechanism 34 that rotationally drives this.
更にこの注入装置３０はユニバーサルジヨイン
ト３８を支軸として注入管を前後左右に傾斜作動
する位置操作機構３７上に注入管を横向支持して
いる。この位置操作機構３７は昇降回動するベー
スロツド３５上に設備されキヤタピラによつて自
走する自走基台３６に積載されている。このよう
に構成された注入装置３０を対象地盤の前に走行
し、ベースロツド３５によつて高さと方向を定
め、更に位置操作機構３７によつて仰向角度と左
右傾斜による対象地盤壁面との位置を確定した上
で、注入管３に、先ず潤滑水を低圧で圧送しなが
ら高速回転し、地盤２に挿入する。 Further, in this injection device 30, the injection tube is laterally supported on a position operating mechanism 37 that tilts the injection tube back and forth and left and right using a universal joint 38 as a support axis. This position operation mechanism 37 is installed on a base rod 35 that moves up and down, and is loaded on a self-propelled base 36 that moves by itself by a caterpillar. The injection device 30 configured as described above is moved in front of the target ground, the height and direction are determined by the base rod 35, and the position with respect to the target ground wall surface is determined by the positioning mechanism 37 according to the vertical angle and left/right inclination. After determining this, the injection pipe 3 is first rotated at high speed while pumping lubricating water at low pressure, and inserted into the ground 2.
所定位置まで挿入されたところで潤滑水を硬化
材に切替え、流路４１の圧力を高めてバルブ４３
で噴出孔４４を閉じ、注入管を緩回転しながら噴
射ノズル３２から高圧噴流として噴射する。噴射
圧は地質や湧水状況によつて異なるが100Kgf5／
cm2〜1000Kgｆ／cm2とし、注入管を抜去方向に回転
後退させる。この硬化材噴流は状況に応じ、流路
４１にＡ液、流路４２にＢ液を圧送して噴射ノズ
ル３２において合流するようにする。この合流は
AB両液を選択することにより、瞬結、膨張、発
熱、冷却等の効果を併用するものである。なお、
場合によつて複合管を用いず単管の注入管で一種
類の硬化材を注入しても良いことは勿論である。 When the lubricating water is inserted to a predetermined position, the lubricating water is switched to hardening material, the pressure in the flow path 41 is increased, and the valve 43
The injection hole 44 is closed, and the injection tube is slowly rotated to inject from the injection nozzle 32 as a high-pressure jet. Injection pressure varies depending on geology and spring water conditions, but is 100Kgf5/
cm 2 to 1000 Kgf/cm 2 and rotate the injection tube back in the removal direction. Depending on the situation, this curing material jet forcefully feeds liquid A into the flow path 41 and liquid B into the flow path 42 so that they merge at the injection nozzle 32. This confluence is
By selecting both A and B liquids, effects such as instant setting, expansion, heat generation, and cooling can be used together. In addition,
Of course, in some cases, one type of hardening material may be injected using a single injection pipe without using a composite pipe.
硬化材噴流はその到達距離範囲で周辺土壌を切
削攪拌し、噴流軌跡と注入管の作動に従つて円筒
状に混入層を形成して行く。このようにして造成
される円筒状硬化層を次々と隣接して並列し地盤
２に覆工体Ａを形成した後地盤１を開削し覆工体
Ａの長さ付近まで掘進して地盤１の開削を停止し
地盤２に再び同様の工程を繰り返して覆工体
A′を形成するものである。なお注入管３の地盤
２への挿入は最初のステツプは坑部掘進方向に沿
つて水平に行なうが、次のステツプからは次の覆
工体を形成するための注入管挿入部を避けて若干
上向きに挿入する。 The hardening agent jet cuts and stirs the surrounding soil within its reach, forming a cylindrical mixed layer according to the jet trajectory and the operation of the injection pipe. After the cylindrical hardened layers created in this way are arranged adjacently one after another to form the lining A on the ground 2, the ground 1 is excavated and excavated to around the length of the lining A. Stop excavation and repeat the same process again on ground 2 to create a lining structure.
It forms A′. The injection pipe 3 is inserted into the ground 2 in the first step horizontally along the direction of excavation of the mine, but from the next step onwards, it is inserted slightly into the ground 2, avoiding the insertion part of the injection pipe for forming the next lining. Insert it facing upward.
また、必要に応じ網目状に交差させて交差注入
層を造成する。 Further, if necessary, a cross injection layer is created by intersecting in a mesh pattern.
(ヘ) 発明の作用及び効果
本発明は以上のように構成したので事前に形成
された覆工体Ａによつて崩落や壁面からの出水を
防止することができるので、坑部開削作業を安心
して行なうことができる。また、仮設的な支保工
の施工を省略して最終覆工を行なうことができ、
その間の危険を避け無駄な工程を大巾に削減でき
る。(f) Functions and Effects of the Invention Since the present invention is constructed as described above, the pre-formed lining A can prevent collapse and water from flowing out from the wall surface, making the excavation work of the mine safe. You can do it with all your heart. In addition, it is possible to omit the construction of temporary shoring and perform the final lining.
You can avoid the dangers in between and greatly reduce unnecessary processes.
更に注入装置については自走基台を用い、ベー
スロツド、位置操作機構を備えたので、注入管の
設置が簡略であり、注入管の位置、角度を自由に
設定でき能率が良く、変態注入も可能である。 Furthermore, the injection device uses a self-propelled base and is equipped with a base rod and a position control mechanism, so installation of the injection tube is simple, and the position and angle of the injection tube can be freely set, resulting in high efficiency and transformation injection possible. It is.
図は本発明の実施例を示すもので、第１図はト
ンネルの横断面図、第２図は施工状況を示すトン
ネルの縦断面図、第３図は第２図の−断面図
による注入装置の一例を示す正面図、第４図は噴
射ノズルの一例を示す注入管要部の縦断面図であ
る。
１……坑部開削予定地盤、２……坑部開口周縁
地盤、３……注入管、３０……注入装置、３１…
…掘削刃、３２……噴射ノズル、３３……スイベ
ル、３４……回転駆動機構、３５……ベースロツ
ド（回転昇降機構）、３６……自走基台、３７…
…位置操作機構、３８……ユニバーサルジヨイン
ト、４１，４２……流路、４３……バルブ、４４
……噴射孔、Ａ……覆工体、Ｂ……円筒状硬化
層。
The figures show an embodiment of the present invention, in which Fig. 1 is a cross-sectional view of a tunnel, Fig. 2 is a longitudinal sectional view of a tunnel showing the construction situation, and Fig. 3 is a cross-sectional view of the injection device shown in Fig. 2. FIG. 4 is a front view showing an example of the injection nozzle, and FIG. 4 is a longitudinal cross-sectional view of a main part of the injection pipe showing an example of the injection nozzle. DESCRIPTION OF SYMBOLS 1... Ground to be excavated in the mine, 2... Ground around the mine opening, 3... Injection pipe, 30... Injection device, 31...
...Drilling blade, 32...Injection nozzle, 33...Swivel, 34...Rotation drive mechanism, 35...Base rod (rotation elevating mechanism), 36...Self-propelled base, 37...
...Position operation mechanism, 38...Universal joint, 41, 42...Flow path, 43...Valve, 44
... Injection hole, A ... Lining body, B ... Cylindrical hardened layer.
Claims (1)
部開削進行方向に向け開削対象地盤周縁部に挿入
し、所定位置まで挿入したところで、注入管に地
盤硬化材を圧送して、これをノズルから高圧噴流
として噴射しながら、注入管を回転しつつ後退さ
せることにより、注入管挿入軌跡周辺土壌と硬化
材の混合による円筒状硬化層を坑部開口周縁に沿
つて次々に隣接造成し、これを終了した後その内
側を造成した円筒状硬化層の長さ分開削掘進して
支保覆工を行なう工程を繰り返しながら掘進する
ことを特徴とするトンネル等の掘削工法。 ２ 先端部側壁に噴射ノズルを設け、後端部はス
イベルを介して地盤硬化材等の供給部に連絡す
る、回転機構を備えた注入管を、前後左右に傾斜
作動する位置操作機構上に横向支持すると共に、
これを回動昇降する回動昇降機構を介して自走機
能を備えた基台上に設備した構造を特徴とする注
入装置。[Scope of Claims] 1. Insert an injection pipe with an injection nozzle on the side wall of the tip into the periphery of the ground to be excavated in the direction in which the excavation progresses, and when the injection pipe is inserted to a predetermined position, the ground hardening material is pumped into the injection pipe. Then, while injecting this as a high-pressure jet from the nozzle, the injection pipe is rotated and retreated, thereby creating a cylindrical hardened layer made of a mixture of soil and hardened material around the injection pipe insertion path one after another along the periphery of the tunnel opening. A method for excavating tunnels, etc., characterized by repeating the process of constructing adjacent to the tunnel, and after completing this, excavating the inside by the length of the cylindrical hardened layer and shoring. 2 An injection nozzle is provided on the side wall of the tip end, and an injection pipe equipped with a rotation mechanism is connected to the supply section for soil hardening material, etc. via a swivel at the rear end, and is placed horizontally on a position operating mechanism that tilts forward, backward, left, and right. Along with supporting
An injection device characterized by a structure in which the injection device is installed on a base having a self-propelling function via a rotating lifting mechanism that rotates up and down.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP29420587A JPH01137094A (en) | 1987-11-24 | 1987-11-24 | Method of excavation construction of tunnel, etc. and injector used for said method of construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP29420587A JPH01137094A (en) | 1987-11-24 | 1987-11-24 | Method of excavation construction of tunnel, etc. and injector used for said method of construction |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH01137094A JPH01137094A (en) | 1989-05-30 |
| JPH0442520B2 true JPH0442520B2 (en) | 1992-07-13 |
Family
ID=17804682
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP29420587A Granted JPH01137094A (en) | 1987-11-24 | 1987-11-24 | Method of excavation construction of tunnel, etc. and injector used for said method of construction |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH01137094A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2018017110A (en) * | 2016-07-13 | 2018-02-01 | 岡本 俊仁 | Method and work vehicle for drilling hole for rock bolt |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0768848B2 (en) * | 1990-11-29 | 1995-07-26 | 栄興産業株式会社 | Tunnel construction method |
| US6520718B1 (en) | 1998-11-27 | 2003-02-18 | Shigeki Nagatomo, Et Al. | Sardine-bone construction method for large-section tunnel |
| JP4660820B2 (en) * | 2005-12-19 | 2011-03-30 | 清水建設株式会社 | Grouting method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5431934A (en) * | 1977-08-15 | 1979-03-09 | Seiwa Kiko Kk | System for setting grout hole in tunnel |
| JPS6043516A (en) * | 1983-08-18 | 1985-03-08 | Tokai Rubber Ind Ltd | Solidifying rockbed |
| JPS6124512A (en) * | 1984-07-13 | 1986-02-03 | Kobayashi Kooc:Kk | Overcoating for lipstick |
-
1987
- 1987-11-24 JP JP29420587A patent/JPH01137094A/en active Granted
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS5431934A (en) * | 1977-08-15 | 1979-03-09 | Seiwa Kiko Kk | System for setting grout hole in tunnel |
| JPS6043516A (en) * | 1983-08-18 | 1985-03-08 | Tokai Rubber Ind Ltd | Solidifying rockbed |
| JPS6124512A (en) * | 1984-07-13 | 1986-02-03 | Kobayashi Kooc:Kk | Overcoating for lipstick |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2018017110A (en) * | 2016-07-13 | 2018-02-01 | 岡本 俊仁 | Method and work vehicle for drilling hole for rock bolt |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH01137094A (en) | 1989-05-30 |
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