JP2002242581A - Tunnel excavating method - Google Patents
Tunnel excavating methodInfo
- Publication number
- JP2002242581A JP2002242581A JP2001038924A JP2001038924A JP2002242581A JP 2002242581 A JP2002242581 A JP 2002242581A JP 2001038924 A JP2001038924 A JP 2001038924A JP 2001038924 A JP2001038924 A JP 2001038924A JP 2002242581 A JP2002242581 A JP 2002242581A
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- bent steel
- steel pipe
- ground
- injection
- 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.)
- Granted
Links
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、曲がり鋼管と注入
材とでトンネル周辺地山を改良補強して人工地山アーチ
を造成し、トンネルを安全且つ迅速に掘進するトンネル
の掘削工法に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a tunnel excavation method for constructing an artificial ground arch by improving and reinforcing a ground around a tunnel with a bent steel pipe and an injection material, and excavating the tunnel safely and quickly. is there.
【０００２】[0002]
【従来の技術】軟弱な地盤でトンネルを掘進するには、
予め地山を補強して自立性を高め、崩落を防止すること
が望ましい。このために、従来、主にトンネルのアーチ
部分の地山を薬液注入により補強する工法が用いられて
いたが、近年は、いわゆるパイプルーフ工法やフォアパ
イリングあるいはその改良工法が開発されている。2. Description of the Related Art To excavate a tunnel on soft ground,
It is desirable to reinforce the ground in advance to enhance independence and prevent collapse. For this purpose, conventionally, a method of reinforcing the ground at the arch portion of the tunnel mainly by injecting a chemical solution has been used. In recent years, a so-called pipe roof method, fore piling, or an improved method thereof has been developed.
【０００３】これらの工法には、それぞれ長所と短所が
あるが、何れも補強とトンネルの掘進とを交互に行うも
のであるため、施工作業煩雑で能率が悪く工期が長期化
するという問題がある。そこで、先進導坑を利用して注
入材を注入し、地山を補強した人工地山アーチを造成す
る工法が開発されている（特開２０００−１６０９８０
号参照）。[0003] These construction methods each have advantages and disadvantages. However, since all of these methods alternately perform reinforcement and tunnel excavation, there is a problem that the construction work is complicated, the efficiency is poor, and the construction period is prolonged. . Therefore, a construction method has been developed in which an injection material is injected using an advanced shaft to create an artificial ground arch that reinforces the ground (Japanese Patent Laid-Open No. 2000-160980).
No.).
【０００４】[0004]
【発明が解決しようとする課題】しかし、この工法で
は、曲がり鋼管によって曲がりさく孔を行い、さく孔内
に注入管を挿入後曲がり鋼管を抜出してから注入を行っ
て人工地山アーチを造成するものであるため、人工地山
アーチの強度が十分でない場合がある。この発明は、ト
ンネルの掘進におけるかかる問題を解決するものであっ
て、強度の大きい人工地山を造成することができ、大断
面トンネルを安全且つ迅速に掘進することのできるトン
ネルの掘削工法を提供することを目的とする。However, in this method, a bent steel pipe is used to make a bent hole, an injection pipe is inserted into the hole, the bent steel pipe is extracted, and then injection is performed to form an artificial ground arch. Therefore, the strength of the artificial ground arch may not be sufficient. The present invention solves such a problem in tunnel excavation, and provides a tunnel excavation method capable of forming an artificial ground with high strength and excavating a large-section tunnel safely and quickly. The purpose is to do.
【０００５】[0005]
【課題を解決するための手段】本発明のトンネルの掘削
工法では、トンネルの掘削部位に先進導坑を掘削し、注
入口を有する曲がり鋼管を先進導坑からトンネル断面の
周縁部に挿入した後、曲がり鋼管内に注入管を挿入して
注入材を吐出させ、曲がり鋼管の注入口を通してトンネ
ル周辺の地山に注入して地山を補強することにより、曲
がり鋼管と注入材とで人工地山アーチを造成し、その後
トンネルの掘進を行うことにより、上記課題を解決して
いる。In the tunnel excavation method according to the present invention, an advanced pit is excavated at the excavation site of the tunnel, and a bent steel pipe having an inlet is inserted from the advanced pit into the periphery of the tunnel section. By inserting the injection pipe into the bent steel pipe and discharging the injection material, it is injected into the ground around the tunnel through the injection port of the bent steel pipe to reinforce the ground, and the artificial ground is formed by the bent steel pipe and the injection material. The above problem has been solved by creating an arch and then excavating the tunnel.
【０００６】この掘削工法では、まず、トンネルの掘削
部位に先進導坑を掘削した後、先進導坑から曲がり鋼管
の挿入と、注入による人工地山アーチの造成を行なうの
で、トンネル掘進作業の合間に切羽から地山補強作業を
行なう場合と異なり、能率よく作業ができる。また、曲
がり鋼管の挿入と注入とを複数箇所で同時に平行して行
うことも可能であり、迅速に人工地山アーチを造成でき
る。In this excavation method, first, an advanced shaft is excavated at the excavated portion of the tunnel, and then a bent steel pipe is inserted from the advanced shaft and an artificial ground arch is formed by injection. The work can be done efficiently, unlike the case where the ground reinforcement work is performed from the face. Further, the insertion and injection of the bent steel pipe can be simultaneously performed at a plurality of locations in parallel, and an artificial ground arch can be quickly formed.
【０００７】さらに、人工地山アーチを造成してからト
ンネルを掘削するので、掘削作業は安全に行うことがで
き、また、切羽では掘削と覆工作業のみを連続して行う
ので作業が煩雑化せず能率良く掘進することができる。
その上、注入口を有する曲がり鋼管を挿入した後、曲が
り鋼管内に注入管を挿入して注入材を吐出させ、曲がり
鋼管の注入口を通してトンネル周辺の地山に注入を行う
ので、注入管として吐出口の前後にパッカーを備えた単
一流路管を用いることができ、注入手段が簡素かつ安価
なものとなる。In addition, since the tunnel is excavated after the artificial ground arch is formed, the excavation operation can be performed safely. Further, since only excavation and lining work are performed continuously at the face, the operation becomes complicated. It is possible to excavate efficiently without doing so.
In addition, after inserting a bent steel pipe with an injection port, insert the injection pipe into the bent steel pipe to discharge the injection material, and inject into the ground around the tunnel through the injection port of the bent steel pipe, so as an injection pipe A single channel pipe having a packer before and after the discharge port can be used, and the injection means becomes simple and inexpensive.
【０００８】しかも、曲がり鋼管は抜出さずに残置し、
曲がり鋼管と注入材とによって人工地山アーチを造成す
るので、人工地山アーチの強度が大きくなる。トンネル
の半径方向の内側と外側に、複数の曲がり鋼管を、トン
ネルの掘進方向に間隔をおき、内側と外側の曲がり鋼管
が平面視において互いに交差するよう挿入して人工地山
アーチを造成すると、内側と外側の曲がり鋼管で網目状
の支持構造が形成されるので、人工地山アーチの強度が
さらに大きくなる。Moreover, the bent steel pipe is left without being pulled out,
Since the artificial ground arch is formed by the bent steel pipe and the injection material, the strength of the artificial ground arch is increased. On the inside and outside in the radial direction of the tunnel, a plurality of bent steel pipes are spaced at intervals in the tunnel excavation direction, and the inside and outside bent steel pipes are inserted so that they intersect each other in plan view to create an artificial ground arch. Since the mesh-shaped support structure is formed by the inside and outside bent steel pipes, the strength of the artificial ground arch is further increased.
【０００９】先進導坑を頂設導坑とし、頂設導坑の左右
に曲がり鋼管を挿入し、注入材を注入して地山を補強し
た後、左右の曲がり鋼管を剛性部材で連結すると、左右
の曲がり鋼管が一体となってより高い強度の支持構造が
えられる。When the advanced shaft is a top shaft, bent steel pipes are inserted into the left and right of the top shaft, injection material is injected to reinforce the ground, and the left and right bent steel tubes are connected by a rigid member. The left and right bent steel pipes are integrated to provide a higher strength support structure.
【００１０】[0010]
【発明の実施の形態】以下、本発明の実施の一形態であ
るトンネルの掘削工法を、図面を参照し説明する。図１
はこの工法の先進導坑から人工地山アーチを造成する段
階を示す概要図、図２は曲がり鋼管の挿入状態を示す正
面図、図３は内側と外側の曲がり鋼管の配置状態を示す
正面図、図４は内側と外側の曲がり鋼管の配置状態を示
す平面図、図５は注入管による注入状態の説明図、図６
は曲がり鋼管の横断面図、図７はトンネルの掘進段階を
示す概要図、図８は頂設導坑を設けたトンネルの概要を
示す斜視図である。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS A tunnel excavation method according to one embodiment of the present invention will be described below with reference to the drawings. Figure 1
Fig. 2 is a schematic view showing a stage of constructing an artificial ground arch from the advanced shaft of this method, Fig. 2 is a front view showing an inserted state of a bent steel pipe, and Fig. 3 is a front view showing an arrangement state of inside and outside bent steel pipes. FIG. 4 is a plan view showing the arrangement of the inner and outer bent steel pipes, FIG.
FIG. 7 is a cross-sectional view of a bent steel pipe, FIG. 7 is a schematic view showing a tunnel excavation stage, and FIG. 8 is a perspective view showing an outline of a tunnel provided with a top shaft.
【００１１】大断面のトンネル１を掘削する場合、ま
ず、トンネル１の工区全長あるいは所定長に亙り、先進
導坑、例えば幅５ｍ程度の頂設導坑２を、トンネルボー
リングマシンや横型ロードヘッダー等の掘進機を用いて
急速掘進する。その後、頂設導坑２から、通常のさく孔
機２０と曲がり鋼管３を用いて、トンネル１の断面のア
ーチに沿って曲がりさく孔を行なうことにより曲がり鋼
管３を地山に挿入する。このとき、直径１２０ｍｍ、単
位長さ１．５〜２ｍ程度の曲がり鋼管３を継ぎながらさ
く孔する。When excavating a tunnel 1 having a large cross section, first, an advanced shaft, for example, a top shaft 2 having a width of about 5 m is connected to a tunnel boring machine, a horizontal road header, or the like over the entire length of the tunnel 1 or a predetermined length. Excavation using the excavator. Thereafter, the bent steel pipe 3 is inserted into the ground by making a bent hole along the arch of the cross section of the tunnel 1 from the top shaft 2 using a normal drilling machine 20 and the bent steel pipe 3. At this time, drilling is performed while connecting a bent steel pipe 3 having a diameter of 120 mm and a unit length of about 1.5 to 2 m.
【００１２】曲がり鋼管３（３Ａ、３Ｂ）は、トンネル
中心線の方向に間隔をおいて複数挿入される。また、図
３及び図４に示すようにトンネル１の半径方向の内側と
外側に、内側と外側の曲がり鋼管３Ｂ、３Ａが平面視に
おいて互いに交差するよう挿入することが好ましい。こ
こでは、内側の曲がり鋼管３Ｂがトンネル中心線と平行
に設けられている頂設導坑２の支持矢板２ａに対して４
５度、外側の曲がり鋼管３Ａが支持矢板２ａに対して１
３５度となるように配置されている。なお、この角度は
地山の状況等により任意選択できる。A plurality of bent steel pipes 3 (3A, 3B) are inserted at intervals in the direction of the center line of the tunnel. Also, as shown in FIGS. 3 and 4, it is preferable to insert the inside and outside bent steel pipes 3B and 3A so as to intersect each other in plan view on the inside and outside in the radial direction of the tunnel 1. In this case, the inner bent steel pipe 3B is provided with a support sheet pile 2a of the top shaft 2 provided in parallel with the tunnel center line.
5 degrees, the outer bent steel pipe 3A is 1
It is arranged to be at 35 degrees. This angle can be arbitrarily selected depending on the situation of the ground.
【００１３】曲がり鋼管３が挿入されたら、図５に示す
ように、注入管３０を曲がり鋼管３内に挿入して注入材
を注入する。注入管３０は単一流路管であり、吐出口３
０ａの前後にパッカー３１を備えている。曲がり鋼管３
は長さ方向に所定の間隔で複数の注入口３ａが設けられ
ている。注入口３ａには、注入材の逆流防止のために、
可撓性材料、例えばゴムにスリットを形成した円盤弁３
ｂが設けられている。After the bent steel pipe 3 is inserted, as shown in FIG. 5, the injection pipe 30 is inserted into the bent steel pipe 3 to inject the injection material. The injection pipe 30 is a single flow pipe, and the discharge port 3
A packer 31 is provided before and after 0a. Bent steel pipe 3
Is provided with a plurality of injection ports 3a at predetermined intervals in the length direction. In order to prevent backflow of the injection material,
Disc valve 3 having a slit formed in a flexible material, for example, rubber
b is provided.
【００１４】注入管３０は曲がり鋼管３内で移動させ、
複数個所で注入を実施する。注入管３０の吐出口３０ａ
から高圧で吐出された注入材は、曲がり鋼管３の注入口
３ａを通って周辺地山に注入され、残置される曲がり鋼
管３と共に人工地山アーチ４を造成する。注入材として
は、注入管３０から外側の地山約２ｍの範囲が１軸圧縮
強度σｇｄ＞３ＭＰａ程度となるように例えばセメント
系注入材を注入する。トンネルの掘進方向への注入管の
設置間隔は、地山条件に応じて１．５〜２ｍとする。The injection pipe 30 is moved in the bent steel pipe 3,
Inject at multiple locations. Discharge port 30a of injection pipe 30
Is injected into the surrounding ground through the inlet 3a of the bent steel pipe 3, and forms an artificial ground arch 4 together with the remaining bent steel pipe 3. As the injection material, for example, a cement-based injection material is injected so that a range of about 2 m outside the ground from the injection pipe 30 has a uniaxial compressive strength σgd> 3 MPa or so. The installation interval of the injection pipe in the tunnel excavation direction is set to 1.5 to 2 m according to the ground conditions.
【００１５】注入材を注入して地山を補強した後、左右
の曲がり鋼管３を剛性部材、例えば鋼材の型枠などで連
結すると、左右の曲がり鋼管が一体となり、より高い強
度の支持構造がえられる。このようにして、トンネル１
の断面のアーチ上に図８に示すような人工地山アーチ４
が造成される。When the left and right bent steel pipes 3 are connected by a rigid member, for example, a steel mold, etc., after the injection material is injected to reinforce the ground, the left and right bent steel pipes are integrated, and a higher strength support structure is obtained. available. Thus, tunnel 1
The artificial ground arch 4 as shown in FIG.
Is created.
【００１６】人工地山アーチ４の造成が終わると、トン
ネル１の上半部１Ａを１進行１．５〜３ｍづつ掘削す
る。強度１５０ＭＰａ級までの地山の掘削は、原則とし
て大型ブレーカーと横型ロードヘッダーによる機械掘削
とする。掘削後直ちに、吊り型枠６を前進させ、鋼繊維
を４０〜５０ｋｇ／ｍ3 混和した高流動急結コンクリー
トを厚さ５０〜７０ｃｍ打設してアーチ部７の二次覆工
を終える。When the formation of the artificial ground arch 4 is completed, the upper half 1A of the tunnel 1 is excavated in 1.5 to 3 m steps at a time. Excavation of the ground up to the strength of 150 MPa class is basically performed by mechanical excavation using a large breaker and a horizontal road header. Immediately after the excavation, the hanging formwork 6 is advanced, and 50 to 70 cm in thickness of high-flow rapid-setting concrete mixed with 40 to 50 kg / m 3 of steel fiber is cast to finish the secondary lining of the arch portion 7.
【００１７】下半部１Ｂの掘削も機械掘削が望ましい
が、必要があればゆるめ爆破を併用する。側壁部８には
吹付コンクリート９とロックボルト１０を施工する。側
壁部８とインバート部１１の覆工も原則として鋼繊維補
強コンクリートとするが、鋼繊維の量は適宜加減する。
逆巻きとなる上下半の打継目については、必要があれ
ば、予めプラスティック管等を設置しておいて、後で低
粘性のアクリル酸塩系材料等を注入して止水する。The excavation of the lower half 1B is desirably performed by mechanical excavation. Shotcrete 9 and lock bolts 10 are applied to the side wall 8. The lining of the side wall portion 8 and the invert portion 11 is also made of steel fiber reinforced concrete in principle, but the amount of steel fiber is appropriately adjusted.
If necessary, a plastic pipe or the like is previously installed in the upper and lower half joints where the winding is reversed, and a low-viscosity acrylate-based material or the like is injected later to stop water.
【００１８】このように、まずトンネル１の工区全長ま
たは所定長に亙り頂設導坑２を急速掘進した後、さく孔
機２０と曲がり鋼管３による曲がりさく孔と、注入管３
０の挿入、注入材の注入による地山の改良補強の作業を
頂設導坑２から行なうので、切羽で掘削作業の合間に行
う場合と異なり能率よく作業ができる。また、地山の改
良補強の作業を行なうときには、頂設導坑２は既に先進
して掘削されているので、曲がりさく孔と注入を複数箇
所で同時に平行して行うことも可能であり、迅速に人工
地山アーチ４が造成される。As described above, after the top tunnel 2 is rapidly excavated over the entire length of the section of the tunnel 1 or a predetermined length, the drilling hole formed by the drilling machine 20 and the bent steel pipe 3 and the injection pipe 3 are formed.
Since the work of improving and reinforcing the ground by inserting 0 and injecting the injection material is performed from the top shaft 2, the work can be performed efficiently, unlike the case where the work is performed between the excavation work with the face. In addition, when the work of improving and reinforcing the ground is performed, since the top shaft 2 is already advanced and excavated, it is possible to simultaneously perform the drilling hole and the injection at a plurality of locations in parallel. The artificial ground mountain arch 4 is constructed.
【００１９】人工地山アーチ４を必要箇所に造成してか
らトンネル１を掘削するので、掘削作業は安全に行うこ
とができる。また、上半部１Ａ、下半部１Ｂは各々専進
させ、切羽では掘削と覆工作業のみを連続して行うので
作業が煩雑化せず能率良く急速に掘進することができ
る。なお、条件によっては先進導坑を中段の側壁導坑と
することもできる。この場合には、側壁部に先進導坑を
掘進し、この先進導坑から、さく孔機と曲がり鋼管によ
り、上方にトンネルの断面のアーチに沿って頂部まで曲
がりさく孔を行ない、注入管を挿入後、注入管からトン
ネル周辺地山に注入材を注入して人工地山アーチを造成
する。このとき左右の鋼管の先端部の位置は必ずしも一
致せずともよい。Since the tunnel 1 is excavated after the artificial ground arch 4 is formed at a necessary place, the excavation operation can be performed safely. In addition, the upper half 1A and the lower half 1B are respectively advanced, and only excavation and lining work are performed continuously at the face, so that the work can be quickly and efficiently excavated without complication. Note that, depending on the conditions, the advanced shaft may be used as a middle side wall shaft. In this case, an advanced shaft is dug into the side wall, and from this advanced shaft, a drilling machine and a bent steel pipe are used to make a curved hole up to the top along the arch of the cross section of the tunnel, and an injection pipe is formed. After insertion, an injection material is injected into the ground around the tunnel from the injection pipe to create an artificial ground arch. At this time, the positions of the tips of the left and right steel pipes do not necessarily have to match.
【００２０】[0020]
【発明の効果】以上説明したように、本発明のトンネル
の掘削工法によれば、曲がり鋼管を抜出さずに残置し、
曲がり鋼管と注入材とによって人工地山アーチを造成す
るので、強度の大きい人工地山を造成することができ、
大断面トンネルを安全且つ迅速に掘進することができ
る。As described above, according to the tunnel excavation method of the present invention, a bent steel pipe is left without being extracted,
Since the artificial ground arch is formed by the bent steel pipe and the injection material, an artificial ground with high strength can be formed,
A large section tunnel can be dug safely and quickly.
【００２１】トンネルの半径方向の内側と外側に、複数
の曲がり鋼管を、トンネルの掘進方向に間隔をおき、内
側と外側の曲がり鋼管が平面視において互いに交差する
よう挿入して人工地山アーチを造成すると、内側と外側
の曲がり鋼管で網目状の支持構造が形成されるので、人
工地山アーチの強度がさらに大きくなる。先進導坑を頂
設導坑とし、頂設導坑の左右に曲がり鋼管を挿入し、注
入材を注入して地山を補強した後、左右の曲がり鋼管を
剛性部材で連結すると、左右の曲がり鋼管が一体となっ
てより高い強度の支持構造がえられる。A plurality of bent steel pipes are inserted inside and outside the tunnel in the radial direction at intervals in the tunnel excavation direction so that the inner and outer bent steel pipes intersect each other in a plan view to form the artificial ground arch. When constructed, the mesh-shaped support structure is formed by the inside and outside bent steel pipes, so that the strength of the artificial ground arch is further increased. When the advanced shaft is used as the top shaft, bent steel pipes are inserted to the left and right of the top shaft, and the injection material is injected to reinforce the ground. A higher strength support structure is obtained by integrating the steel pipes.
【図１】本発明の実施の一形態において、先進導坑から
人工地山アーチを造成する段階を示す概要図である。FIG. 1 is a schematic view showing a step of constructing an artificial ground arch from an advanced shaft in one embodiment of the present invention.
【図２】曲がり鋼管の挿入状態を示す正面図である。FIG. 2 is a front view showing an inserted state of a bent steel pipe.
【図３】内側と外側の曲がり鋼管の配置状態を示す正面
図である。FIG. 3 is a front view showing an arrangement state of inside and outside bent steel pipes.
【図４】内側と外側の曲がり鋼管の配置状態を示す平面
図である。FIG. 4 is a plan view showing an arrangement state of inner and outer bent steel pipes.
【図５】注入管による注入状態の説明図である。FIG. 5 is an explanatory diagram of an injection state by an injection tube.
【図６】曲がり鋼管の横断面図である。FIG. 6 is a cross-sectional view of a bent steel pipe.
【図７】トンネルの掘進段階を示す概要図ずある。FIG. 7 is a schematic diagram showing a tunnel excavation stage.
【図８】頂設導坑を設けたトンネルの概要を示す斜視図
である。FIG. 8 is a perspective view showing an outline of a tunnel provided with a top shaft.
１ トンネル １Ａ 上半部 １Ｂ 下半部 ２ 頂設導坑 ２ａ 支持矢板 ３ 鋼管 ３ａ 注入口 ３ｂ 円盤弁 ４ 人工地山アーチ ６ 吊り型枠 ７ アーチ部 ８ 側壁部 ９ 吹付コンクリート １０ ロックボルト １１ インバート部 ２０ さく孔機 ３０ 注入管 ３０ａ 吐出口 ３１ パッカー DESCRIPTION OF SYMBOLS 1 Tunnel 1A Upper half 1B Lower half 2 Top tunnel 2a Support sheet pile 3 Steel pipe 3a Injection port 3b Disc valve 4 Artificial ground arch 6 Suspended form 7 Arch part 8 Side wall part 9 Shotcrete 10 Rock bolt 11 Invert part Reference Signs List 20 drilling machine 30 injection pipe 30a discharge port 31 packer
フロントページの続き (72)発明者 武内 秀木 栃木県那須郡西那須野町四区町1534−１ 五洋建設株式会社技術研究所内 (72)発明者 御手洗 良夫 東京都新宿区津久戸町２−１ 株式会社熊 谷組内 (72)発明者 大津 宗起 東京都渋谷区桜丘町15番17号 日本基礎技 術株式会社東京本社内 (72)発明者 竹林 亜夫 東京都港区芝浦一丁目２−３ 清水建設株 式会社内 (72)発明者 落合 正和 東京都新宿区西新宿一丁目25番１号 大成 建設株式会社内 (72)発明者 山本 武文 東京都文京区本郷２−２−９センチュリー タワー 株式会社大林組内 (72)発明者 木下 吉友 東京都千代田区九段北４−２−35 ライト 工業株式会社内 Ｆターム(参考） 2D054 AB07 AC15 AC20 AD23 FA02 FA07 Continued on the front page (72) Inventor Hideki Takeuchi 154-1, Yotsuku-cho, Nishinasuno-machi, Nasu-gun, Tochigi Prefecture Goyo Construction Co., Ltd. (72) Inventor Yoshio Mitarai 2-1 Tsukudo-cho, Shinjuku-ku, Tokyo Stock (72) Inventor Muneki Otsu 15-17 Sakuragaoka-cho, Shibuya-ku, Tokyo Japan Basic Technology Co., Ltd.Tokyo Head Office (72) Inventor Ao Takebayashi 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu (72) Inventor Masakazu Ochiai 1-25-1, Nishi-Shinjuku, Shinjuku-ku, Tokyo Taisei Corporation (72) Inventor Takefumi Yamamoto 2-2-9 Hongo Century Tower, Bunkyo-ku, Tokyo In the Obayashi group (72) Inventor Yoshitomo Kinoshita 4-2-35 Kudankita, Chiyoda-ku, Tokyo Light Industry Co., Ltd. F-term (reference) 2D054 AB07 AC15 AC20 AD23 FA02 FA07
Claims (3)
し、注入口を有する曲がり鋼管を先進導坑からトンネル
断面の周縁部に挿入した後、曲がり鋼管内に注入管を挿
入して注入材を吐出させ、曲がり鋼管の注入口を通して
トンネル周辺の地山に注入して地山を補強することによ
り、曲がり鋼管と注入材とで人工地山アーチを造成し、
その後トンネルの掘進を行うことを特徴とするトンネル
の掘削工法。An excavated pit is excavated at an excavated portion of a tunnel, a bent steel pipe having an injection port is inserted from the advanced pit into a peripheral portion of a tunnel section, and then an injection pipe is inserted into the bent steel pipe. By discharging, and injecting into the ground around the tunnel through the inlet of the bent steel pipe to reinforce the ground, create an artificial ground arch with the bent steel pipe and the injection material,
A tunnel excavation method characterized by excavating the tunnel thereafter.
数の曲がり鋼管を、トンネルの掘進方向に間隔をおき、
内側と外側の曲がり鋼管が平面視において互いに交差す
るよう挿入して人工地山アーチを造成することを特徴と
する請求項１記載のトンネルの掘削工法。2. A plurality of bent steel pipes are provided on the inside and outside in the radial direction of the tunnel at intervals in the tunnel excavation direction.
The tunnel excavation method according to claim 1, wherein the inner and outer bent steel pipes are inserted so as to intersect with each other in a plan view to form an artificial ground arch.
右に曲がり鋼管を挿入し、注入材を注入して地山を補強
した後、左右の曲がり鋼管を剛性部材で連結することを
特徴とする請求項１または請求項２記載のトンネルの掘
削工法。3. The advanced shaft is a top shaft, a bent steel pipe is inserted into the left and right sides of the top shaft, an injection material is injected to reinforce the ground, and the left and right bent steel tubes are connected by a rigid member. The tunnel excavation method according to claim 1 or 2, wherein the tunnel is excavated.
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| JP2001038924A JP4480907B2 (en) | 2001-02-15 | 2001-02-15 | Tunnel excavation method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001038924A JP4480907B2 (en) | 2001-02-15 | 2001-02-15 | Tunnel excavation method |
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| JP2002242581A true JP2002242581A (en) | 2002-08-28 |
| JP4480907B2 JP4480907B2 (en) | 2010-06-16 |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101566063B (en) * | 2009-06-04 | 2011-02-09 | 上海交通大学 | Method of reinforcing soil body for inlet and outlet cave mouths of tunnel shield |
| CN113236303A (en) * | 2021-05-28 | 2021-08-10 | 中铁十六局集团有限公司 | Underground excavation construction process and equipment for rail transit air duct |
| JP2022524893A (en) * | 2019-03-22 | 2022-05-10 | ハイパートンネル アイピー リミティッド | Methods and systems for constructing underground tunnels |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102182466B (en) * | 2011-04-08 | 2013-05-01 | 中铁上海设计院集团有限公司 | Excavating method for jump-digging of double-side wall guide pit combined arch part of tunnel |
| CN106988748B (en) * | 2017-03-15 | 2019-10-29 | 中铁二院工程集团有限责任公司 | High-order parallel heading construction and capacity expansion revamping are the construction method of double line tunnel |
| CN109356593A (en) * | 2018-12-12 | 2019-02-19 | 青海大学 | A kind of headrace tunnel excavation construction method |
-
2001
- 2001-02-15 JP JP2001038924A patent/JP4480907B2/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101566063B (en) * | 2009-06-04 | 2011-02-09 | 上海交通大学 | Method of reinforcing soil body for inlet and outlet cave mouths of tunnel shield |
| JP2022524893A (en) * | 2019-03-22 | 2022-05-10 | ハイパートンネル アイピー リミティッド | Methods and systems for constructing underground tunnels |
| CN113236303A (en) * | 2021-05-28 | 2021-08-10 | 中铁十六局集团有限公司 | Underground excavation construction process and equipment for rail transit air duct |
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|---|---|
| JP4480907B2 (en) | 2010-06-16 |
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