JP2932197B2 - Excavation method for large or very large tunnel - Google Patents
Excavation method for large or very large tunnelInfo
- Publication number
- JP2932197B2 JP2932197B2 JP7685090A JP7685090A JP2932197B2 JP 2932197 B2 JP2932197 B2 JP 2932197B2 JP 7685090 A JP7685090 A JP 7685090A JP 7685090 A JP7685090 A JP 7685090A JP 2932197 B2 JP2932197 B2 JP 2932197B2
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- section
- excavation
- pit
- bolts
- 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 - Fee Related
Links
Landscapes
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Description
本発明は、導坑を利用した大断面ないし超大断面トン
ネルを掘削する工法に関するものである。The present invention relates to a method for excavating a tunnel having a large cross section or a very large cross section using a pit.
【従来の技術】 いま、掘削断面積が70〜80m2のトンネルを標準トンネ
ル、100〜120m2のトンネルを大断面トンネル、140m2以
上のトンネルを超大断面トンネルと呼ぶこととすると、
特に超大断面トンネルの場合には、掘削断面が大きくな
るばかりでなく、偏平率(縦長さ/横長さ)も小さくな
るため、地山の安定がとりわけ問題となる。 そのため、従来一般には、第3図aないしcにそれぞ
れ示すように超大断面をないし、さらにの順序で
小さく分割して掘削する分割掘削工法、または第4図に
示すように側壁導坑を両側に施工後、これらの間を剛性
の高いパイプルーフやフォアパイリング等を用いて地山
に対し支保しながら大きく掘削する側壁導坑先進工法が
採られていた。 2. Description of the Related Art It is now assumed that a tunnel having an excavation cross section of 70 to 80 m 2 is called a standard tunnel, a tunnel of 100 to 120 m 2 is called a large section tunnel, and a tunnel of 140 m 2 or more is called a super large section tunnel.
Particularly in the case of a tunnel having a very large section, not only the excavated section becomes large, but also the flattening ratio (vertical length / horizontal length) becomes small, so that the stability of the ground is particularly problematic. For this reason, in the prior art, generally, the excavation method shown in FIGS. 3a to 3c has a super-large cross-section, and is excavated by dividing the excavation into smaller pieces, or as shown in FIG. After the construction, an advanced side wall tunneling method was adopted in which a large excavation was carried out while supporting the ground using a highly rigid pipe roof or fore piling.
しかし、従来の分割断面掘削工法及び側壁導坑先進工
法は、超第断面掘削時の支保工が全断面に対する一括し
た安定を意図したもので、かなり大規模な支保が必要で
あった。特に、側壁導工先進工法ではパイプルーフやフ
ォアパイリング等の補助工法が必要となり、工費が高く
なる問題があった。 また、従来においても、分割断面掘削空間や導坑から
縫地ボルトを施工する方法はあったが、それは、あくま
でも分割断面掘削空間や導坑自体を安定化するためで、
長さも短くかつ本数も少ないため、本坑の安定を図るこ
とはできなかった。 さらに、地表からトンネルの天端部までに垂直縫地ボ
ルトを施工する方法もあったが、適用場所及び施工深度
が制限される問題があった。 本発明はこのような従来の問題点に鑑み、大断面ない
し超大断面トンネルの周辺の地山を容易に安定させるこ
とができ、しかも本坑の切羽の安定も事前に確保でき、
従って本坑の支保坑を小規模にできるとともに、本坑掘
削安定した状態で能率的にかつ経済的に行える、掘削工
法を提供することを目的とする。However, in the conventional split section excavation method and the side wall advanced shaft excavation method, the support at the time of the super-first section excavation is intended to collectively stabilize the entire section, and a considerably large-scale support is required. In particular, the advanced sidewall construction method requires an auxiliary construction method such as a pipe roof or a fore piling, and has a problem that the construction cost is increased. Also, in the past, there was a method of constructing the sewing ground bolt from the divided section excavation space and the pit, but it was only to stabilize the divided section excavation space and the pit itself,
Because of the short length and the small number, the pit could not be stabilized. Furthermore, there was a method of constructing a vertical sewing bolt from the ground surface to the top end of the tunnel, but there was a problem that the application place and the construction depth were limited. In view of such conventional problems, the present invention can easily stabilize the ground around a large-section or super-large-section tunnel, and can also ensure the stability of the face of the main pit in advance,
Accordingly, it is an object of the present invention to provide an excavation method capable of reducing the size of the support pit of the main pit and performing the pit excavation in a stable state efficiently and economically.
本発明では、大断面ないし超大断面トンネルの掘削予
定領域内またはその周辺に複数の導坑を設け、各導坑か
ら大断面ないし超大断面トンネルのための本坑用縫地ボ
ルトを上記掘削予定領域外へ、また切羽安定用ボルトを
掘削予定領域内に貫入した後、該切羽安定用ボルトを撤
去しながら掘削予定領域を掘削する。In the present invention, a plurality of pits are provided in or around the excavation area of the large-section or super-large section tunnel, and a main pit sewing ground bolt for a large-section or super-large section tunnel is provided from each of the pits in the above-mentioned excavation area. After the face stabilizing bolt is penetrated outside and into the area to be excavated, the area to be excavated is excavated while removing the face stabilizing bolt.
複数の導坑から貫入した本坑用縫地ボルトによって、
周辺地山の剪断力を増加させ、本坑掘削時のゆるみ等を
極力抑え、また縦断的には本坑切羽前方に切羽安定用ボ
ルトが事前に打たれることになり、切羽の安定も確保で
きる。With the ground bolt for main shaft penetrated from multiple shafts,
Increases the shearing force of the surrounding ground to minimize loosening etc. during excavation of the main pit, and in the longitudinal direction, a face stabilizing bolt will be hit in advance in front of the main pit face, ensuring the stability of the face it can.
以下、本発明の一実施例を図面に基づき説明する。 第1図に示すように、最終的に施工しようとする超大
断面トンネル(本坑)の掘削予定領域1の頂部に小断面
(例えば直径4.0m程度)の頂設導坑2を掘削し、吹付け
コンクリート及び支保工を施工し、該頂設導坑2から掘
削予定領域1外へ複数本の本坑用縫地ボルト3、掘削予
定領域1内に複数本の切羽安定用ボルト4を貫入する。
また、掘削予定領域1の左右両側下部に、その内外にわ
たる小断面(上記と同じ程度)の側壁導坑5を掘削し、
それぞれの側壁導坑5において吹付けコンクリート及び
支保工を施工し、掘削予定領域1の外方へ複数本の本坑
用縫地ボルト6、掘削予定領域1内に複数本の切羽安定
用ボルト7を貫入し、さらに側壁コンクリート8を打設
して予め支保底壁を確保しておく。 なお、本坑用縫地ボルト3,6のうち後述のように本坑
の施工完了後も残すものは、例えば6.0〜10.0m程度の鋼
棒とするが、本坑掘削時に撤去する一部の縫地ボルト及
び切羽安定用ボルト4,7は4.0〜6.0m程度のFRP棒とする
のが好ましい。 次に、第2図に示すように、切羽安定用ボルト4,7及
び掘削予定領域1内の一部の本坑用縫地ボルト3を撤去
しながら掘削予定領域1内を全断面または分割断面で掘
削する。この場合、掘削予定領域1の周辺地山は本坑用
縫地ボルト3,6により事前に補強されているため、支保
坑を小規模にできるとともに、改めて縫地ボルトを施工
する手間が省ける。また、掘削予定領域1内には切羽安
定用ボルト4,7が施工されているため、事前に切羽の安
定も確保できる。 次いで、左右の側壁コンクリート8間にわたって吹付
けコンクリート及び支保工を施工し、さらに必要に応じ
本坑用縫地ボルトを打設した後、アーチ形に覆工9を施
工し、またインバートコンクリート10を打設し超大断面
トンネルを完成させる。 なお、上記実施例では超大断面トンネルを例にした
が、本発明は大断面トンネルに対しても適用できること
いうまでもない。Hereinafter, an embodiment of the present invention will be described with reference to the drawings. As shown in FIG. 1, an excavation tunnel 2 having a small cross section (for example, about 4.0 m in diameter) is excavated at the top of an excavation area 1 of a super-large cross section tunnel (main shaft) to be finally constructed. Pile concrete and shoring work are carried out, and a plurality of main shaft sewing bolts 3 and a plurality of face-face stabilizing bolts 4 penetrate from the top pit 2 to the outside of the planned excavation area 1. .
In addition, excavation of a side tunnel 5 having a small cross section (the same degree as described above) extending inside and outside the lower left and right sides of the planned excavation area 1,
Shotcrete and shoring work are carried out in each of the side wall tunnels 5, a plurality of main shaft sewing bolts 6 are provided outside the planned excavation area 1, and a plurality of face stabilizing bolts 7 are provided in the planned excavation area 1. , And the side wall concrete 8 is poured in to secure the support bottom wall in advance. The bolts 3 and 6 left behind after the completion of the construction of the main pit, as described later, are steel rods of, for example, about 6.0 to 10.0 m. The sewing bolt and the face stabilizing bolts 4, 7 are preferably FRP rods of about 4.0 to 6.0 m. Next, as shown in FIG. 2, while removing the face stabilizing bolts 4 and 7 and a part of the main pit sewing ground bolt 3 in the planned excavation area 1, the entire cross section or the divided cross section in the planned excavation area 1 is removed. Excavate with In this case, the ground around the planned excavation area 1 is reinforced in advance with the main pit sewing bolts 3 and 6, so that the support pit can be reduced in size and the labor for newly constructing the sewing bolts can be omitted. In addition, since the face stabilizing bolts 4 and 7 are installed in the excavation area 1, the stability of the face can be secured in advance. Next, spraying concrete and shoring work are carried out between the left and right side wall concretes 8, and furthermore, after digging bolts for main shaft pits as necessary, lining 9 is constructed in an arch shape, and invert concrete 10 is also formed. Cast and complete a super large section tunnel. In the above embodiment, a super large section tunnel is taken as an example, but it goes without saying that the present invention can be applied to a large section tunnel.
本発明によれば次のような効果がある。 大断面ないし超大断面トンネルの掘削前に、周辺地
山を本坑用としてそのまま残す縫地ボルトによって予め
補強するため、本坑掘削を大断面で行うことができる。 支保坑を小規模にでき、経済的である。 掘削予定領域内には切羽安定用ボルトを貫入するの
で、本坑掘削前に切羽の安定も図れる。 本坑掘削時に改めて縫地ボルトを施工することが不
要になる。 本坑掘削後も本坑外に残す本坑用縫地ボルトとは別
に、切羽安定用ボルトを用意し、切羽安定用ボルトは掘
削予定領域内に限り貫入して、本坑掘削時に撤去するの
で、切羽安定用ボルトの貫入作業及び撤去作業を用意に
行える。According to the present invention, the following effects can be obtained. Before excavation of a large-section or super-large-section tunnel, a main section excavation can be performed on a large section because the surrounding ground is reinforced in advance by sewing bolts left as it is for the main tunnel. The support pit can be made small and economical. Since the face stabilizing bolt penetrates into the area to be excavated, the face can be stabilized before excavating the main pit. It becomes unnecessary to construct sewing bolts again when excavating the main shaft. Face stabilization bolts are prepared separately from the main pit sewing bolts left outside the main pit even after excavation, and the face stabilization bolts penetrate only into the planned excavation area and are removed when excavating the main pit. In addition, the work of penetrating and removing the face stabilizing bolt can be easily performed.
第1図及び第2図は本発明の一実施例の説明図、第3図
a〜cはそれぞれ従来の分割掘削工法の概念図、第4図
は従来の側壁導坑先進工法の概念図である。 1……掘削予定領域、2……頂設導坑、3,6……本坑用
縫地ボルト、4,7……切羽安定用ボルト、5……側壁導
坑、8……側壁コンクリート、9……覆工、10……イン
バートコンクリート。1 and 2 are explanatory views of one embodiment of the present invention, FIGS. 3a to 3c are conceptual diagrams of a conventional split excavation method, respectively, and FIG. 4 is a conceptual diagram of a conventional advanced side wall tunneling method. is there. 1 ... Excavation area, 2 ... Top pit, 3,6 ... Soil bolt for main pit, 4,7 ... Bolt for stabilizing face, 5 ... Sidewall tunnel, 8 ... Sidewall concrete, 9 ... lining, 10 ... invert concrete.
Claims (1)
領域内に少なくとも一部が入る複数の導坑を設け、各導
坑から大断面ないし超大断面トンネルのための複数本の
本坑用縫地ボルトを上記掘削予定領域外へ貫入するとと
もに、該本坑用縫地ボルトとは異なる複数本の切羽安定
用ボルトを上記掘削予定領域内に限り貫入した後、該切
羽安定用ボルトを撤去しながら掘削予定領域内を掘削す
ることを特徴とする大断面ないし超大断面トンネルの掘
削工法。1. A plurality of tunnels, at least a part of which is located in an area to be excavated in a large or ultra-large section tunnel, and a plurality of main shaft sewing materials for a large or ultra-large section tunnel from each of the tunnels. After penetrating the bolts out of the planned excavation area, and penetrating a plurality of face stabilizing bolts different from the main shaft sewing bolt only in the planned excavation area, while removing the face stabilizing bolts, An excavation method for a tunnel having a large cross section or a very large cross section, wherein the tunnel is excavated in an area to be excavated.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP7685090A JP2932197B2 (en) | 1990-03-28 | 1990-03-28 | Excavation method for large or very large tunnel |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP7685090A JP2932197B2 (en) | 1990-03-28 | 1990-03-28 | Excavation method for large or very large tunnel |
Publications (2)
Publication Number | Publication Date |
---|---|
JPH03279596A JPH03279596A (en) | 1991-12-10 |
JP2932197B2 true JP2932197B2 (en) | 1999-08-09 |
Family
ID=13617132
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP7685090A Expired - Fee Related JP2932197B2 (en) | 1990-03-28 | 1990-03-28 | Excavation method for large or very large tunnel |
Country Status (1)
Country | Link |
---|---|
JP (1) | JP2932197B2 (en) |
Families Citing this family (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
GB2582376B (en) * | 2019-03-22 | 2021-06-09 | Hypertunnel Ip Ltd | Method and system of constructing an underground tunnel |
CN113605901A (en) * | 2021-07-20 | 2021-11-05 | 西南交通大学 | Strong anchor middle pilot tunnel construction method based on extra-large section tunnel construction |
-
1990
- 1990-03-28 JP JP7685090A patent/JP2932197B2/en not_active Expired - Fee Related
Also Published As
Publication number | Publication date |
---|---|
JPH03279596A (en) | 1991-12-10 |
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