JPH0718312B2 - Underground excavation method - Google Patents

Description

【発明の詳細な説明】 〔産業上の利用分野〕 本発明はトンネル、坑道等内壁を支保覆工により補強し
ながら掘進する地中杭の掘削工法に関するもので、特に
口径の大径のものに適用することにより安全性と工事能
率を高めるものである。The present invention relates to an excavation method for an underground pile in which tunnels, tunnels, and other inner walls are reinforced by supporting linings to excavate underground piles, and particularly to those having a large diameter. By applying it, safety and construction efficiency will be improved.

〔従来の技術〕[Conventional technology]

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、地中坑道の
大口径化が進むにつれ、シールドの使用が困難になり、
支保パターンを利用したショートベンチ掘削や硬化材注
入層の並列造成による支保覆工の活用が行われるように
なっている。Conventionally, for excavation of underground tunnels such as tunnels, many shield construction methods have been carried out while propelling a shield excavator that secures a work space in the excavated mine section, but as the underground tunnel becomes larger, It ’s difficult to use the shield,
Short bench excavation using the support pattern and support lining by parallel construction of hardened material injection layers are being used.

支保パターンはグラスファイバーによる素材をロックボ
ルトによって固定し、吹付けコンクリートと鋼支保工を
併用して補強しているが、大口径の場合には掘削予定工
口を縦に二分する中壁を支保パターンに設けた中壁工法
が行われるようになってきている。The support pattern is made by fixing glass fiber material with rock bolts and using reinforced concrete by using shotcrete and steel support work.However, in the case of a large diameter, the inner wall that divides the planned excavation work into two parts is supported. The middle wall construction method provided in the pattern has come to be used.

〔発明が解決しようとする課題〕[Problems to be Solved by the Invention]

グラスファイバーによる中壁工法支保パターンは、大口
径の地中坑道の開削には安全性が高く、中壁の応力がゼ
ロになったことを確認して撤去時期を定めることによ
り、天端沈下や内空変位などを排除することが出来る
が、建て込みが困難で、踏え部の余掘や仮の鋼アーチ支
保工の一時的使用などの補助工程を要するうえ、中壁の
撤去作業が必要となる等の問題点がある。The medium wall construction method support pattern using glass fiber is highly safe for excavation of large-diameter underground tunnels, and by confirming that the stress on the inner wall has become zero, the removal time is determined, and Although it is possible to eliminate internal displacement, etc., it is difficult to build it, and auxiliary processes such as over-excavation of the foot part and temporary use of temporary steel arch support work are required, and the work of removing the inner wall is necessary. There are problems such as

〔問題点を解決するための手段〕[Means for solving problems]

本発明は、近時行われるようになった硬化材注入層の並
列造成による支保覆工を活用し、掘削予定坑口を適宜分
割した区分壁を硬化材注入層の並列層によって構成して
中壁工法の安定性を硬化材注入層並列工法に確保すると
共に、先ず地中坑口を区分壁によって区分した区分開削
口形状の縁部に沿って並列造成して支保覆工層を形成
し、最初の支保覆工層の形成深度までの開削を行いつ
つ、隣接の区分開削口との共通区分壁を除いたもう一方
の隣接区分開削口縁部に沿って硬化材注入層の並列造成
による支保覆工層の造成を行い、同支保覆工層部の開削
時に、先に開削を終わった支保覆工層部の先進部に区分
壁を含む区分開削口支保覆工層を造成して、支保覆工層
造成と開削工程を同時平行して交互に進行させることに
よって、硬化材注入層の養生時間と注入工程に要する時
間を無為に過ごすことなく活用し、しかも、面倒な補助
工程や撤去作業を要せず安全確実に地中坑の掘削を行え
るようにしたものである。INDUSTRIAL APPLICABILITY The present invention utilizes the supporting lining by parallel construction of hardened material injection layers that has recently been performed, and divides the partition wall where the planned excavation hole is appropriately divided into parallel layers of hardened material injection layers to form an inner wall. The stability of the construction method is ensured by the hardening material injection layer parallel construction method, and at the same time, the support lining layer is first formed by parallel construction along the edge of the section excavation opening shape where the underground wellhead is divided by the section wall. While carrying out excavation up to the formation depth of the support lining layer, the support lining by parallel formation of the hardening material injection layer along the edge of the other adjacent section excavation opening excluding the common division wall with the adjacent section excavation opening. When the support lining layer is opened, the support lining layer is created by creating a sectioned excavation opening support lining layer that includes a partition wall in the advanced part of the support lining layer that has been cut. Hardening material injection layer by performing layer formation and excavation process in parallel at the same time and alternately. The time required for the curing time and injection process utilizing no idly spend it, moreover, is obtained so as to perform secure excavation of underground pit without requiring troublesome subsidiary step and dismantling.

〔作用〕[Action]

中央の区分壁は地中坑開削口の縁部に沿って並列造成さ
れた支保覆工層を中央部で支持して天端沈下や内空変位
を防止すると共に、先行区分開削口部の掘削と平行して
隣接区分開削口支保覆工層の造成を可能にして支保覆工
層造成と開削工程を同時平行して交互に進行させること
も可能にしている。The central partition wall supports the support lining layer that was constructed in parallel along the edge of the underground excavation opening to support the central subsidence and displacement in the sky, and excavation of the preceding section excavation opening. In parallel with this, it is also possible to create the adjacent section open / close mouth support lining layer and to simultaneously perform the support lining layer formation and the excavation process in parallel and alternately.

また、硬化材注入層は充分な強度を有すると共に掘削も
可能であるから、異物による支保覆工の欠陥を排除しイ
ンバートコンクリート打設なども自然な状態で行うこと
が出来る。Further, since the hardening material injection layer has sufficient strength and can be excavated, defects of the support lining due to foreign matter can be eliminated and invert concrete pouring can be performed in a natural state.

〔実施例〕〔Example〕

以下図面に従って本発明の実施例を説明する。１は注入
管本体の一例で、先端には掘削刃２を備え、その外面側
壁には噴射ノズル３が設けられ、後端部はスイベル４を
介して硬化材や潤滑水の供給部に連絡する注入ホース５
に連結し、回転駆動機構６、位置操作機構７に支持され
ている。このように構成された注入管１を位置操作機構
７によっ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１に潤滑水を低圧で圧送し
ながら高速回転して地盤Ａに向けて所定深度まで挿入す
る。Embodiments of the present invention will be described below with reference to the drawings. Reference numeral 1 is an example of an injection pipe main body, which is provided with a drilling blade 2 at its tip, an injection nozzle 3 is provided on its outer side wall, and its rear end is connected to a hardening material or lubricating water supply section via a swivel 4. Injection hose 5
And is supported by the rotation drive mechanism 6 and the position operation mechanism 7. The injection pipe 1 configured in this manner is rotated at a high speed while the lubricating water is pumped to the injection pipe 1 at a low pressure after the position of the target ground wall surface is determined by the position operation mechanism 7 by the elevation angle and the lateral inclination. Insert to the predetermined depth toward the ground A.

所定深度まで挿入されたところで潤滑水を硬化材に切り
替え、噴射ノズル３から高圧力で噴射しながら注入管１
を回転しつつ後退させて造成する硬化材注入層ａを造成
し、これに隣接させて硬化材注入層ｂ、更にｃ、d..と
並列して造成する。以上は硬化材注入層造成の一実施例
であって要は地盤硬化材を注入管で圧力注入し柱状の硬
化材注入層を造成すれば良い。The lubricating water is switched to the hardening material when it is inserted to a predetermined depth, and the injection pipe 3 is injected with high pressure from the injection nozzle 3.
A curable material injecting layer a is formed by retreating while rotating to form a curable material injecting layer a adjacent to this and in parallel with the curable material injecting layer b, and c and d. The above is one example of forming the hardening material injection layer, and the point is to form the column-shaped hardening material injection layer by injecting the ground hardening material under pressure with the injection pipe.

このようにして造成される硬化材注入層を、第２図に示
すような掘削予定坑口Ｂを縦に二分したほぼＤ型の半開
削口形状Ｘ面の縁部に沿って並列造成して、先ずＸ面支
保覆工層を形成し、これが完成したところで、Ｘ面支保
覆工層の形成深度までの開削を行いつつ、中央の区分壁
Ｚを除いたもう一方の半開削口縁部に沿って硬化材注入
層の並列造成によるＹ面支保覆工層の造成を行い、同支
保覆工層部の開削時に、先に開削を終わったＸ面支保覆
工層部の先進部に区分壁2Zを含む半開削口2X支保覆工層
を造成して、支保覆工層造成と開削工程を同時平行して
交互に進行させる。開削後はインバートコンクリート打
設など本覆工を行った後、区分壁Ｚを除去して仕上げる
ものである。The hardening material injection layer formed in this way is formed in parallel along the edge of the X-shaped semi-excavated opening shape X surface that is a vertical division of the planned wellhead B as shown in FIG. First, an X plane support lining layer is formed, and when this is completed, excavation is performed to the formation depth of the X plane support lining layer, and along the other semi-excavation opening edge portion excluding the central dividing wall Z. A Y-face support lining layer was created by parallel formation of hardened material injection layers, and when the support lining layer was opened, the partition wall 2Z A semi-opening / cutting opening 2X including a support lining layer is formed, and the support lining layer formation and the excavation process are simultaneously advanced in parallel. After excavation, main lining such as invert concrete placement is performed, and then the partition wall Z is removed to finish.

区分壁Ｚは以上の実施例のほか掘削予定口を適宜区分し
て設けるものである。In addition to the above embodiment, the partition wall Z is provided by appropriately dividing the planned excavation opening.

〔発明の効果〕〔The invention's effect〕

本発明は以下のように構成したので、支保覆工層造成と
開削工程を同時平行して交互に進行させることができて
大幅な工期の短縮を可能とすると共に、掘削前に予め坑
壁が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。Since the present invention is configured as follows, the supporting lining layer formation and the excavation process can be performed in parallel at the same time, enabling a significant reduction in the construction period, and the well wall is pre-excavated before excavation. It is supported and can excavate safely and reliably even on soft ground.

【図面の簡単な説明】[Brief description of drawings]

図は本発明の実施例を示すもので、第１図は硬化材注入
層造成の施工状況を示す注入装置の側面図、第２図は地
中坑の区分開削口に硬化材注入層を並列造成した状況を
示す斜視図、第３図は地中坑掘進工程の状況を示す透視
斜視断面図である。 １〜注入管本体、２〜掘削刃、３〜噴射ノズル、４〜ス
イベル、５〜注入ホース、６〜回転駆動機構、７〜位置
操作機構、Ａ〜地盤、Ｂ〜掘削予定坑口、Ｘ〜区分開削
口Ｘ面、2X〜先進区分開削口、Ｙ〜区分開削口Ｙ面、Ｚ
〜区分壁、2Z〜先進区分壁、a.b.c〜硬化材注入層FIG. 1 shows an embodiment of the present invention. FIG. 1 is a side view of an injection device showing a construction state of hardening material injection layer construction, and FIG. 2 is a hardening material injection layer juxtaposed to a section excavation hole of an underground pit. FIG. 3 is a perspective view showing the state of construction, and FIG. 3 is a perspective perspective sectional view showing the state of the underground digging process. DESCRIPTION OF SYMBOLS 1-Injection pipe main body, 2-Excavation blade, 3-Injection nozzle, 4-Swivel, 5-Injection hose, 6-Rotation drive mechanism, 7-Position operation mechanism, A-Ground, B-Planned wellhead, X-Division Machining opening X side, 2X-advanced section cutting opening, Y-division cutting opening Y surface, Z
~ Partition wall, 2Z ~ Advanced partition wall, abc ~ Hardener injection layer

Claims (2)

【特許請求の範囲】[Claims] 【請求項１】先端側壁に噴射ノズルを設けた注入管を対
象地盤に向けて所定深度まで挿入し、噴射ノズルから地
盤硬化材を噴射しながら注入管を回転しつつ後退させて
造成する硬化材注入層を、掘削予定坑口を分割した区分
開削口形状の縁部に沿って並列造成して支保覆工層を形
成し、支保覆工層の形成深度までの開削を行いつつ、共
通の区分壁を除いたもう一方の区分開削口縁部に沿って
硬化材注入層の並列造成による支保覆工層の造成を行
い、同支保覆工層部の開削時に、先に開削を終わった同
支保覆工層部の先進部に共通区分壁を含む区分開削口支
保覆工層を造成して、支保覆工層造成と開削工程を同時
平行して交互に進行させることを特徴とする地中坑掘削
工法1. A hardening material which is formed by inserting an injection pipe having an injection nozzle at a tip side wall toward a target ground to a predetermined depth, and retreating while rotating the injection pipe while injecting a ground hardening material from the injection nozzle. The injection layer is formed in parallel along the edge of the section excavation opening shape where the planned excavation well is divided to form a support lining layer, and while excavating to the formation depth of the support lining layer, a common partition wall A supporting lining layer was created along the edge of the other part of the excavation opening except for the hardened material injection layer, and when the supporting lining layer was opened, the supporting cover that had already been cut was finished. Underground pit excavation characterized by creating a sectioned excavation opening support shroud layer that includes a common partition wall in the advanced part of the work layer section, and carrying out the support shroud layer formation and the excavation process alternately in parallel at the same time. Construction method 【請求項２】掘削予定坑口を中央から縦に二分割した区
分開削口形状の縁部に沿って硬化材注入層を並列造成し
て支保覆工層を形成するようにした特許請求の範囲
（１）記載の地中坑掘削工法2. A support lining layer is formed by parallelly forming a hardening material injection layer along an edge of a sectioned excavation opening shape, which is formed by vertically dividing the planned well hole into two from the center. 1) Underground mine excavation method