JPH11270271A - Tunnel excavation method - Google Patents
Tunnel excavation methodInfo
- Publication number
- JPH11270271A JPH11270271A JP10098396A JP9839698A JPH11270271A JP H11270271 A JPH11270271 A JP H11270271A JP 10098396 A JP10098396 A JP 10098396A JP 9839698 A JP9839698 A JP 9839698A JP H11270271 A JPH11270271 A JP H11270271A
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- main
- excavation
- excavated
- zone
- 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
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明はトンネル掘削方法に
係り、特に全断面トンネル掘削機による掘進が困難な大
規模破砕帯等において確実にトンネル掘削を行えるよう
にしたトンネル掘削方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a tunnel excavation method, and more particularly to a tunnel excavation method capable of reliably performing tunnel excavation in a large-scale crushed zone where it is difficult to excavate with a tunnel excavator having a full section.
【０００２】[0002]
【従来の技術】硬質の岩盤（硬岩）からなる地山のトン
ネル掘削にふさわしい工法として全断面トンネル掘削機
（以下、ＴＢＭと記す。TBM：Tunnel Boring Machine）
によるトンネル掘削工法がある。このＴＢＭによれば、
掘削機前面のカッターフェースに配設された超硬カッタ
によって硬岩地山中を全断面形状で効率よく掘進するこ
とができ、硬岩等からなる堅岩部においては極めて高性
能で経済的なトンネル掘削を実現する。2. Description of the Related Art Tunnel Boring Machine (TBM) is a construction method suitable for tunnel excavation of a ground made of hard rock (hard rock).
There is a tunnel excavation method. According to this TBM,
Carbide cutters installed on the cutter face in front of the excavator enable efficient excavation in hard rock masses in all cross-sections, and extremely high-performance and economical tunnel excavation in hard rocks made of hard rock etc. Realize.
【０００３】ところで、我が国の岩盤地層は欧米などに
比べ、岩盤の生成年代が新しく、各地において大規模な
断層地帯や破砕帯が確認されている。このような破砕帯
では掘削地盤面がＴＢＭの掘進反力を支持できる程、強
固でないため、予定掘進速度での掘進は望めない。ま
た、切羽近傍での小崩落等により機内に土砂等が流入し
たりして掘進できない場合もある。そこで、従来、ＴＢ
Ｍ５０で掘進を行うような長大トンネルで大規模破砕帯
や大断層に遭遇したような場合に、図３に示したよう
に、ＴＢＭ５０を破砕帯５２より手前の堅岩部５１内に
停止させておき、停止したＴＢＭ５０機内あるいはその
後方から前方の切羽５３及びその周辺地盤に向けて水抜
きボーリングや薬液注入による地盤改良を行って切羽の
安定を図り、その後ＴＢＭ５０による掘進を行ってい
た。[0003] By the way, the rock formation in Japan has a new generation age of rock compared to Europe and the United States, and large-scale fault zones and shatter zones have been confirmed in various places. In such a crush zone, the excavation at the planned excavation speed cannot be expected because the excavated ground surface is not strong enough to support the excavation reaction force of the TBM. In addition, excavation may not be possible due to the intrusion of earth and sand into the machine due to small collapse near the face. Therefore, conventionally, TB
When a large crush zone or a large fault is encountered in a long tunnel that excavates at M50, the TBM 50 is stopped in the hard rock portion 51 before the crush zone 52 as shown in FIG. From the inside of the stopped TBM 50 or from behind it, the ground was improved by draining boring and chemical injection to the front face 53 and the surrounding ground to stabilize the face, and thereafter excavation by the TBM 50 was performed.
【０００４】[0004]
【発明が解決しようとする課題】しかし、このような補
助工法を併用して掘進しても１回で行える補助工法の延
長が１０ｍ以下と短いため、連続した掘進が確保でき
ず、大規模破砕帯等に遭遇した場合にはＴＢＭとしての
高速掘進がまったく見込めない。このため工期、工費と
もに増大してしまうという問題がある。However, even if the excavation method is used in combination with such an auxiliary method, the length of the auxiliary method which can be performed in one operation is as short as 10 m or less, so that continuous excavation cannot be secured, and large-scale crushing is not possible. When a belt is encountered, high speed excavation as a TBM cannot be expected at all. Therefore, there is a problem that both the construction period and the construction cost increase.
【０００５】そこで、本発明の目的は上述した従来の技
術が有する問題点を解消し、大規模破砕帯においても確
実にトンネル掘進を果たせるようにしたトンネル掘削方
法を提供することにある。Accordingly, an object of the present invention is to provide a tunnel excavation method which solves the above-mentioned problems of the prior art and can surely perform tunnel excavation even in a large-scale shredding zone.
【０００６】[0006]
【課題を解決するための手段】上記目的を達成するため
に、本発明は本坑トンネル掘進を行ってきた全断面トン
ネル掘削機を破砕帯直前で停止させ、前記全断面トンネ
ル掘削機の後方位置の本坑トンネルから分岐して前記全
断面トンネル掘削機停止位置と破砕帯開始位置との間の
前記本坑トンネル掘削予定線までバイパストンネルを山
岳トンネル工法で掘削し、さらに該バイパストンネルを
延長するようにして前記本坑トンネルの掘削予定線に沿
って破砕帯内を通過する先行本坑を山岳トンネル工法で
掘削して構築し、前記先行本坑内を走行させるようにし
て前記全断面トンネル掘削機を破砕帯通過させ、その後
前記全断面トンネル掘削機による本坑トンネル掘進を行
うようにしたことを特徴とする。SUMMARY OF THE INVENTION In order to achieve the above object, the present invention is to stop a full-section tunnel excavator, which has been excavating a tunnel in the main pit, immediately before a crushing zone, and to position the tunnel excavator rearward of the full-section tunnel excavator. The tunnel is excavated by the mountain tunnel method to the main tunnel tunnel excavation scheduled line between the full-section tunnel excavator stop position and the shredding zone start position, branching from the main tunnel, and further extending the bypass tunnel In this way, the preceding main pit that passes through the shredding zone along the planned line of the main tunnel is excavated and constructed by the mountain tunnel method, and the entire cross-section tunnel excavator is made to run in the preceding main pit. Through the crushing zone, and thereafter, the main tunnel is excavated by the full-section tunnel excavator.
【０００７】また、本坑トンネル掘進を行ってきた全断
面トンネル掘削機を破砕帯直前で停止させ、前記全断面
トンネル掘削機の後方位置の本坑トンネルから分岐して
該本坑トンネルの掘削予定軸線に並行して破砕帯内を通
過するパイロットトンネルを山岳トンネル工法で掘削し
て構築し、前記パイロットトンネル内から前記全断面ト
ンネル掘削機が掘進する破砕帯部分の地盤改良工を行
い、その後前記全断面トンネル掘削機で本坑トンネル掘
削予定線に沿って破砕帯内を掘進するようにしたことを
特徴とする。[0007] Further, the tunnel excavator, which has excavated the main tunnel, is stopped immediately before the crushing zone, and is branched from the main tunnel located behind the tunnel excavator to excavate the main tunnel. Pilot tunnel passing through the shredding zone in parallel with the axis is constructed by excavating by mountain tunnel construction method, and ground improvement of the shredding zone part where the full-section tunnel excavator excavates from within the pilot tunnel is performed. It is characterized in that the entire section tunnel excavator excavates inside the shredding zone along the scheduled tunnel excavation line.
【０００８】[0008]
【発明の実施の形態】以下、本発明のトンネル掘削方法
の一実施の形態について、添付図面を参照して説明す
る。図１各図は本発明のトンネル掘削方法による掘削状
態を模式的に示した施工状態説明図である。同図には堅
岩部１を掘進してきたＴＢＭ１０を破砕帯２の手前で停
止させてＴＢＭ１０の後方位置で本坑１３から分岐部１
４を設け、分岐部１４から本坑１３に沿って並行するバ
イパストンネル１５を、ＮＡＴＭとして総称される山岳
トンネル掘削工法（以下、本工法を山岳トンネル工法と
記す。）で掘削した状態が示されている。また、バイパ
ストンネル１５はＴＢＭ１０が停止している位置と破砕
帯２の開始位置との間の本坑１３の掘削予定線にかけて
斜めに掘削され、さらに本坑予定線上に達した後にＴＢ
Ｍ１０の掘削外径より大きなトンネル断面による先行本
坑１７の掘削が行われている。バイパストンネル１５は
堅岩部１を掘削するため、山岳トンネル工法のうち全断
面工法での掘削が基本である。また、トンネル断面寸法
は後に掘削を行う先行本坑１７の掘削に使用する掘削機
械が搬入可能な断面程度の大きさに設定すればよい。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS One embodiment of a tunnel excavation method according to the present invention will be described below with reference to the accompanying drawings. FIG. 1 is a construction state explanatory view schematically showing an excavation state by the tunnel excavation method of the present invention. In the figure, the TBM 10 that has excavated the hard rock 1 is stopped in front of the crushing zone 2 and the branch 1
4 shows a state where a bypass tunnel 15 parallel to the main shaft 13 from the branch portion 14 is excavated by a mountain tunnel excavation method generally referred to as NATM (hereinafter, this method is referred to as a mountain tunnel method). ing. In addition, the bypass tunnel 15 is obliquely excavated over the planned excavation line of the main shaft 13 between the position where the TBM 10 is stopped and the start position of the shredding zone 2, and after reaching the planned main shaft line, the TB
Excavation of the preceding main shaft 17 is performed with a tunnel section larger than the excavation outer diameter of M10. Since the bypass tunnel 15 excavates the hard rock part 1, the excavation by the full-section construction method among the mountain tunnel construction methods is fundamental. Further, the tunnel cross-sectional dimension may be set to a size of a cross-sectional size that can be carried by an excavating machine used for excavating the preceding main shaft 17 for excavating later.
【０００９】先行本坑１７を破砕帯２直前まで掘削した
状態で先行地盤の地質調査を行うことが好ましい。破砕
帯２の岩盤状態が不良な場合には同図（ａ）に示したよ
うに先行本坑１７の掘削に先立ち、切羽前方の所定範囲
に地盤改良１８を行うことが好ましい。補助工法として
は薬液注入工法、水抜きボーリング等を実施することが
好ましい。It is preferable to conduct a geological survey of the preceding ground with the preceding main shaft 17 excavated up to immediately before the crushing zone 2. When the rock condition of the crushing zone 2 is poor, it is preferable to perform the ground improvement 18 in a predetermined area in front of the face before excavation of the preceding main shaft 17, as shown in FIG. As the auxiliary method, it is preferable to carry out a chemical liquid injection method, drainage boring, or the like.
【００１０】先行本坑１７の掘削は破砕帯２の地山等級
に応じて適切な工法を採用するが、ショートベンチカッ
ト工法、全断面工法を基本とし、さらに部分的な崩落等
の防止のためにロックボルトの増し打ち、吹付コンクリ
ート厚の増加等によって対応することが好ましい。For the excavation of the preceding main shaft 17, an appropriate construction method is adopted according to the ground grade of the crushing zone 2, but it is based on a short bench cut construction method and a full cross-section construction method, and furthermore, in order to prevent partial collapse and the like. It is preferable to cope with the problem by increasing the number of lock bolts and increasing the thickness of the sprayed concrete.
【００１１】図１（ｂ）は先行本坑１７の切羽が破砕帯
２の先の堅岩部まで到達するまで山岳トンネル工法で先
行本坑１７を掘削した状態を示したものである。同図に
は、破砕帯２を通過した位置まで掘削され所定の支保が
施された先行本坑１７内を、このトンネル内空断面より
小さい外径寸法のＴＢＭ１０及び後続台車を図１（ａ）
の位置から自走させて破砕帯２を通過させた状態が示さ
れている。このようにしてＴＢＭ１０及び後続台車を先
行本坑１７の切羽１７ａまで移動した後にＴＢＭ１０を
運転して堅岩部１での掘進を再開することができる。FIG. 1B shows a state in which the leading main shaft 17 has been excavated by the mountain tunnel method until the face of the leading main shaft 17 reaches the hard rock portion ahead of the crushing zone 2. FIG. 1A shows a TBM 10 having a smaller outer diameter than the hollow section inside the tunnel and a trailing bogie in the preceding main shaft 17 excavated to a position passing through the crushing zone 2 and provided with a predetermined support.
2 shows a state in which the vehicle is self-propelled from the position and passed through the crushing zone 2. After the TBM 10 and the subsequent bogie have been moved to the face 17a of the preceding main shaft 17 in this way, the TBM 10 can be operated to resume the excavation in the hard rock portion 1.
【００１２】次に、他の実施の形態としてのトンネル掘
削方法について図２（ａ）、（ｂ）を参照して説明す
る。図２各図は他のトンネル掘削方法による掘削状態を
模式的に示した施工状態説明図である。同図（ａ）には
堅岩部１を掘進してきたＴＢＭ１０を破砕帯２の手前で
停止させてＴＢＭ１０の後方位置の本坑１３に分岐部１
４を設け、分岐部１４から本坑１３に沿って並行するパ
イロットトンネル２０を、山岳トンネル工法で掘削した
状態が示されている。パイロットトンネル２０の切羽は
破砕帯２の開始位置直前まで進行している。本実施の形
態ではパイロットトンネル２０の破砕帯２内の掘削に先
立ち、破砕帯２に対して補助工法としての注入改良工を
行っている。パイロットトンネル２０はＴＢＭ１０が停
止している堅岩部１を掘削する場合には全断面工法での
掘削が基本である。なお、パイロットトンネル２０のト
ンネル内空断面寸法は本坑掘削予定位置の注入工を行う
施工機械が搬入可能な断面程度に設定すればよい。Next, a tunnel excavation method as another embodiment will be described with reference to FIGS. 2 (a) and 2 (b). Each figure in FIG. 2 is a construction state explanatory view schematically showing an excavation state by another tunnel excavation method. In FIG. 1A, the TBM 10 that has excavated the hard rock 1 is stopped in front of the crushing zone 2 and the branch 1
4, a pilot tunnel 20 parallel to the main shaft 13 from the branch portion 14 is excavated by the mountain tunnel method. The face of the pilot tunnel 20 has advanced to just before the starting position of the crushing zone 2. In the present embodiment, prior to the excavation in the crushing zone 2 of the pilot tunnel 20, injection improvement work is performed on the crushing zone 2 as an auxiliary method. When excavating the hard rock part 1 where the TBM 10 is stopped, the pilot tunnel 20 is basically excavated by the full-section method. The cross-sectional dimensions of the pilot tunnel 20 in the tunnel may be set to a cross-sectional size at which a construction machine that performs the injection work at the planned mine excavation position can be carried in.
【００１３】図２（ｂ）にはパイロットトンネル２０の
切羽が破砕帯２の先の堅岩部１まで到達するまで山岳ト
ンネル工法でパイロットトンネル２０を掘削した状態が
示されている。また同図にはパイロットトンネル２０か
ら本坑掘削予定線位置にかけて行われた注入改良工１８
の範囲が示されている。このように本坑掘削線の近傍に
パイロットトンネル２０を掘削することで破砕帯２内で
の水抜きと岩盤調査を行うことができる。そして調査結
果に応じて必要な範囲に補助工法を行うことができる。
これにより本坑掘削予定範囲での岩質を安定させ、ＴＢ
Ｍ１０による確実な掘進を確保することができる。な
お、図２の例ではパイロットトンネル２０を先行掘削し
て破砕帯２を通過させた後に本坑区間の改良工を行った
が、パイロットトンネル２０の進行を本坑掘進よりわず
かに先行させるようにＴＢＭ１０を併進させて本坑掘削
を行うようにしてもよい。FIG. 2B shows a state in which the pilot tunnel 20 is excavated by the mountain tunnel method until the face of the pilot tunnel 20 reaches the hard rock portion 1 at the tip of the crush zone 2. The figure also shows the injection improvement work 18 that was carried out from the pilot tunnel 20 to the position of the planned mine excavation line.
Are shown. Excavating the pilot tunnel 20 in the vicinity of the main excavation line in this way makes it possible to perform drainage and rock investigation in the crushing zone 2. Then, the auxiliary construction method can be applied to the necessary range according to the survey result.
This will stabilize the rock quality in the planned mine excavation area,
Reliable excavation by M10 can be secured. In the example of FIG. 2, the pilot tunnel 20 was preliminarily excavated and the main tunnel section was improved after passing through the crushing zone 2, but the progress of the pilot tunnel 20 is slightly advanced ahead of the main tunnel. The pit excavation may be performed by moving the TBM 10 in parallel.
【００１４】なお、以上の説明ではＴＢＭ１０を掘進さ
せて構築したトンネルを本坑トンネルと称したが、たと
えば大断面トンネルにおいてこのＴＢＭ１０によって構
築されたトンネルを先進導坑として使用する場合にも、
先進導坑を本発明の本坑と置き換えて考えることで上述
のトンネル掘削方法を実現することができることはいう
までもない。In the above description, a tunnel constructed by excavating the TBM 10 is referred to as a main tunnel. For example, in a large-section tunnel, a tunnel constructed by the TBM 10 is used as an advanced shaft.
It goes without saying that the above tunnel excavation method can be realized by replacing the advanced shaft with the main shaft of the present invention.
【図１】本発明によるトンネル掘削方法の一実施の形態
での施工状態を示した状態説明図。FIG. 1 is a state explanatory view showing a construction state in an embodiment of a tunnel excavation method according to the present invention.
【図２】本発明によるトンネル掘削方法の他の実施の形
態での施工状態を示した状態説明図。FIG. 2 is a state explanatory view showing a construction state in another embodiment of the tunnel excavation method according to the present invention.
【図３】従来のＴＢＭによるトンネル施工状態の一例を
示した状態説明図。FIG. 3 is a state explanatory view showing an example of a tunnel construction state by a conventional TBM.
１ 堅岩部 ２ 破砕帯 １０ ＴＢＭ（全断面トンネル掘削機） １３ 本坑 １５ バイパストンネル １７ 先行本坑 １８ 注入改良工 ２０ パイロットトンネル DESCRIPTION OF SYMBOLS 1 Hard rock part 2 Crushing zone 10 TBM (All-section tunnel excavator) 13 Main shaft 15 Bypass tunnel 17 Preceding main shaft 18 Injection improvement work 20 Pilot tunnel
フロントページの続き (72)発明者 木内 勉 東京都港区芝浦一丁目２番３号 清水建設 株式会社内 (72)発明者 和田 利彦 東京都港区芝浦一丁目２番３号 清水建設 株式会社内Continued on the front page (72) Inventor Tsutomu Kiuchi 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation (72) Inventor Toshihiko Wada 1-2-3 Shibaura, Minato-ku, Tokyo Shimizu Corporation
Claims (2)
ネル掘削機を破砕帯直前で停止させ、前記全断面トンネ
ル掘削機の後方位置の本坑トンネルから分岐して前記全
断面トンネル掘削機停止位置と破砕帯開始位置との間の
前記本坑トンネル掘削予定線までバイパストンネルを山
岳トンネル工法で掘削し、さらに該バイパストンネルを
延長するようにして前記本坑トンネルの掘削予定線に沿
って破砕帯内を通過する先行本坑を山岳トンネル工法で
掘削して構築し、前記先行本坑内を走行させるようにし
て前記全断面トンネル掘削機を破砕帯通過させ、その後
前記全断面トンネル掘削機による本坑トンネル掘進を行
うようにしたことを特徴とするトンネル掘削方法。An all-section tunnel excavator that has excavated the main tunnel is stopped immediately before a crushing zone, and branched from a main tunnel located behind the full-section tunnel excavator to stop the full-section tunnel excavator. A tunnel is excavated by a mountain tunnel method up to the main tunnel tunnel excavation line between the position and the crushing zone start position, and further crushed along the main tunnel tunnel excavation line so as to extend the bypass tunnel. The preceding main pit passing through the zone is excavated and constructed by the mountain tunnel method, and the entire cross-section tunnel excavator is caused to pass through the shredding zone so as to run in the preceding main pit, and thereafter, the book by the full-section tunnel excavator is A tunnel excavation method, wherein the tunnel excavation is performed.
ネル掘削機を破砕帯直前で停止させ、前記全断面トンネ
ル掘削機の後方位置の本坑トンネルから分岐して該本坑
トンネルの掘削予定軸線に並行して破砕帯内を通過する
パイロットトンネルを山岳トンネル工法で掘削して構築
し、前記パイロットトンネル内から前記全断面トンネル
掘削機が掘進する破砕帯部分の地盤改良工を行い、その
後前記全断面トンネル掘削機で本坑トンネル掘削予定線
に沿って破砕帯内を掘進するようにしたことを特徴とす
るトンネル掘削方法。2. A tunnel excavator that has excavated the main tunnel is stopped immediately before the crushing zone, and the main tunnel is diverted from the main tunnel located behind the tunnel excavator. Pilot tunnel passing through the shredding zone in parallel with the axis is constructed by excavating by mountain tunnel construction method, and ground improvement of the shredding zone part where the full-section tunnel excavator excavates from within the pilot tunnel is performed. A tunnel excavation method characterized in that a tunnel excavator having a full section excavates inside a crush zone along a scheduled tunnel excavation line.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10098396A JPH11270271A (en) | 1998-03-26 | 1998-03-26 | Tunnel excavation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10098396A JPH11270271A (en) | 1998-03-26 | 1998-03-26 | Tunnel excavation method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH11270271A true JPH11270271A (en) | 1999-10-05 |
Family
ID=14218686
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP10098396A Pending JPH11270271A (en) | 1998-03-26 | 1998-03-26 | Tunnel excavation method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH11270271A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106761800A (en) * | 2016-12-26 | 2017-05-31 | 中铁十九局集团第工程有限公司 | Support System in Soft Rock Tunnels excavation construction process |
| CN114166082A (en) * | 2021-12-10 | 2022-03-11 | 中铁七局集团有限公司 | Tunnel advanced drilling hole combination accurate control blasting structure and construction process |
-
1998
- 1998-03-26 JP JP10098396A patent/JPH11270271A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106761800A (en) * | 2016-12-26 | 2017-05-31 | 中铁十九局集团第工程有限公司 | Support System in Soft Rock Tunnels excavation construction process |
| CN114166082A (en) * | 2021-12-10 | 2022-03-11 | 中铁七局集团有限公司 | Tunnel advanced drilling hole combination accurate control blasting structure and construction process |
| CN114166082B (en) * | 2021-12-10 | 2023-09-15 | 中铁七局集团有限公司 | Tunnel advanced drilling hole combination accurate control blasting structure and construction process |
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