JPH10280861A - Construction method for tunnel junction part - Google Patents
Construction method for tunnel junction partInfo
- Publication number
- JPH10280861A JPH10280861A JP9083111A JP8311197A JPH10280861A JP H10280861 A JPH10280861 A JP H10280861A JP 9083111 A JP9083111 A JP 9083111A JP 8311197 A JP8311197 A JP 8311197A JP H10280861 A JPH10280861 A JP H10280861A
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- section
- existing
- existing tunnel
- steel
- 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、既設トンネルに新
設トンネルを接続する場合のトンネル合流部の施工方法
に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing a tunnel junction when a new tunnel is connected to an existing tunnel.
【０００２】[0002]
【従来の技術】既設トンネルに新設トンネルを接続する
トンネル合流部の工事は、次に示すような施工手順で計
画されている。まず、図１２に示すように、新設トンネ
ル２が既設トンネル１に合流する区間全体をＬとし、新
設トンネルの施工進行方向（矢印Ｆ）を基準にして前半
部分ＬＦと後半部分ＬＢに分ける。そして、前半部分Ｌ
Ｆの（ア）の領域を、仮支保により新設トンネル２の断
面で先行掘削する。2. Description of the Related Art Construction of a tunnel junction where a new tunnel is connected to an existing tunnel is planned by the following construction procedure. First, as shown in FIG. 12, the entire section where the new tunnel 2 joins the existing tunnel 1 is defined as L, and is divided into a first half LF and a second half LB based on the construction progress direction (arrow F) of the new tunnel. And the first half L
The area (a) of F is excavated in advance with a section of the new tunnel 2 by temporary support.
【０００３】次に、前半部分ＬＦの既設トンネル１側の
（イ）の未掘削域を、施工起点側に向かって仮支保を撒
去しながら掘削し、本設支保を施工する。その後、既設
トンネル１の覆工コンクリートを部分解体、撤去しつ
つ、既設トンネル天端部での本設支保を施工する。[0003] Next, the unexcavated area (a) on the existing tunnel 1 side of the first half LF is excavated while distributing temporary supports toward the construction starting point side, and the permanent supports are constructed. After that, the lining concrete of the existing tunnel 1 is partially disassembled and removed, and a permanent support is constructed at the top end of the existing tunnel.
【０００４】前半部分ＬＦの施工を完了したら、後半部
分ＬＢの（ウ）の領域をトンネル進行方法に向かって掘
削する。[0004] When the construction of the first half LF is completed, the area (c) of the second half LB is excavated toward the tunnel traveling method.
【０００５】この施工方法では、合流区間Ｌの前半部分
ＬＦの施工時に、（ア）領域を仮支保で先行掘削し、こ
の仮支保を撤去しながら（イ）領域を掘削して、本設支
保を設置するという二段階掘削となる。従って、トンネ
ル合流部の天端部を二度にわたって掘削すること、本設
支保構造体の完成時期が大幅に遅れることになり、トン
ネルの安定に悪影響を及ぼすことが懸念された。また、
（イ）領域の掘削は、トンネル施工起点側に向かって施
工を進めることになるから、安全上余り好ましくないと
いう問題もあった。さらに、仮支保の使用量が多く、資
材料費が高くなるという問題もあった。According to this construction method, when the first half LF of the merging section L is constructed, the area (A) is preliminarily excavated with the temporary support, and the area (A) is excavated while removing the temporary support, thereby obtaining the main support. Is a two-stage excavation. Therefore, excavation of the top end of the junction of the tunnel twice and the completion of the permanent support structure are greatly delayed, and there is a concern that the stability of the tunnel may be adversely affected. Also,
(A) Excavation in the area is performed in a direction toward the starting point of the tunnel construction. In addition, there was a problem that a large amount of temporary support was used and material costs were high.
【０００６】[0006]
【発明が解決しようとする課題】そこで、トンネル構造
及びその周辺地山の安定と、安全の確保と、資材費の低
減を図ることのできる新たなトンネル合流部の施工方法
として、次の案を計画した（未公知）。Therefore, the following proposal is made as a new method for constructing a tunnel junction where the tunnel structure and the surrounding ground can be stabilized, safety is secured, and material costs can be reduced. Planned (unknown).
【０００７】それは、施工進行方向に沿って掘削を進め
る際に、新設トンネル側から（イ）の領域をトンネル軸
方向と直交する矢印Ｐ方向に切り上がり掘削し、既設ト
ンネル覆工コンクリートの新設トンネル側を解体、撤去
しながら本設支保構造体を構築するというものである。
この全体の施工手順について、図３〜図１１を用いて簡
単に説明する。なお、以下の説明においては、便宜上、
工事内容自体に符号を付ける場合もある。[0007] When the excavation proceeds in the construction progress direction, the area of (a) is cut out in the direction of arrow P perpendicular to the tunnel axis direction and excavated from the new tunnel side, and the existing tunnel lining concrete new tunnel is excavated. The main support structure is constructed while dismantling and removing the sides.
The entire construction procedure will be briefly described with reference to FIGS. In the following description, for convenience,
A sign may be attached to the construction content itself.
【０００８】この施工方法では、まず、図３に示すよう
に、最終的に残す予定の既設トンネル１の覆工コンクリ
ート（新設トンネルと反対側の覆工コンクリート）２５
ａの背面に空隙充填工、及び補強ロックボルト工１１を
実施し、坑内にプロテクタ１０を組立・搬入・設置す
る。In this construction method, first, as shown in FIG. 3, the lining concrete of the existing tunnel 1 to be finally left (the lining concrete on the opposite side of the new tunnel) 25
A gap filling work and a reinforcing lock bolt work 11 are performed on the back side of a, and the protector 10 is assembled, carried in, and installed in the pit.
【０００９】次に、図４に示すように、新設トンネル２
が既設トンネル１に合流する区間Ｌの手前まで新設トン
ネル２を掘進する（斜線部）。Next, as shown in FIG.
Excavates the new tunnel 2 before the section L where it merges with the existing tunnel 1 (shaded area).
【００１０】次いで、図５及びその詳細図である図１１
に示すように、合流区間の開始領域ＬＳで、トンネル進
行方向に所定ピッチ（例えば１ｍピッチ）ずつ、新設ト
ンネル２の上半（最終的な扁平半円状のトンネル断面の
うち１／４円断面）を掘削すると共に、その掘削面に本
設の鋼製支保工２０を建込む。その際、新設トンネル２
側の掘削面には、吹付けコンクリート工、ロックボルト
工２１を実施する。また、既設トンネル１側の未掘削域
Ｍの掘削面２２を安定化処理する。安定化処理として
は、吹付けコンクリート工とファイバーボルト工２３を
実施する。また、鋼製支保工２０の端部を仮支柱２４で
支持すると共に、大口径ロックボルト３０で地山に固定
する。Next, FIG. 5 and FIG.
As shown in the figure, in the start area LS of the merging section, the upper half of the new tunnel 2 (a quarter semicircular cross section of the final flat semicircular tunnel cross section) at a predetermined pitch (for example, 1 m pitch) in the tunnel traveling direction. ) Is excavated, and a steel support 20 is erected on the excavated surface. At that time, a new tunnel 2
On the excavated surface on the side, a shotcrete work and a rock bolt work 21 are performed. Further, the excavation surface 22 in the unexcavated area M on the existing tunnel 1 side is stabilized. As the stabilization processing, a shotcrete work and a fiber bolt work 23 are performed. The end of the steel support 20 is supported by the temporary support 24 and is fixed to the ground with a large-diameter lock bolt 30.
【００１１】次に、図６及びその詳細図である図１１に
示すように、開始領域ＬＳにおける新設トンネル２と既
設トンネル１の覆工コンクリートの上半部との間に残さ
れている断面三角形の未掘削域Ｍを新設トンネル２側か
ら切り上がり掘削する。その際、後で既設トンネル２側
に本設支保構造体を施工するため、開始領域ＬＳにおい
て新設トンネル２の底盤部を一度埋め戻し、仮支柱２４
を取り外した後に、トンネル軸に直交する方向に切り上
がり掘削する。そして、掘削面に一次吹付けコンクリー
ト工を実施した後、既設トンネル１の覆工コンクリート
２５の不要部分のみを解体・撤去する。また、新設側鋼
製支保工２７の端部２７ａの当たる周辺地山を吹付けコ
ンクリート等で改良強化し、図５までの鋼製支保工２０
に延長して鋼製支保工２７を建込み、二次吹付けコンク
リートを吹付け、ロックボルト工２８を実施して、本設
支保構造体を完成する。Next, as shown in FIG. 6 and FIG. 11 which is a detailed view thereof, a triangular cross section remaining between the new tunnel 2 and the upper half of the lining concrete of the existing tunnel 1 in the starting area LS. Unexcavated area M is cut out from the new tunnel 2 side and excavated. At this time, in order to construct the permanent support structure on the existing tunnel 2 side later, the bottom portion of the new tunnel 2 is back-filled once in the start area LS,
After excavating, it is cut up in the direction perpendicular to the tunnel axis and excavated. Then, after performing the primary spraying concrete work on the excavated surface, only unnecessary portions of the lining concrete 25 of the existing tunnel 1 are dismantled and removed. The surrounding ground, which is the end 27a of the new steel support 27, is improved and strengthened with shotcrete or the like, and the steel support 20 shown in FIG.
Then, a steel supporter 27 is erected, a secondary shotcrete is sprayed, and a rock bolter 28 is performed to complete the permanent support structure.
【００１２】次に、図７に示すように、仮支柱を撤去し
ながら図６での作業を所定ピッチ（例えば１ｍピッチ）
ずつ、トンネル進行方向に進めることで、開始領域ＬＳ
の全体の切り拡げを行う。そして、更に図８に示すよう
に、開始領域ＬＳ以降の後半領域（図中斜線部）ＬＥに
ついて、開始領域ＬＳ側から、所定ピッチ（例えば１ｍ
ピッチ）ずつ合流区間の終端まで施工する。この段階で
は、既設トンネル１側の上半を含めて、新設トンネル２
の上半を掘削し、掘削面に一次吹付けコンクリート工を
実施しながら、既設トンネル１の覆工コンクリートを解
体・撤去する。また、新設側鋼製支保工２７の端部の当
たる周辺地山を吹付けコンクリート等により改良強化
し、鋼製支保工２７を建込み、二次吹付けコンクリート
工、ロックボルト工２８を実施して、本設支保構造体を
完成する。Next, as shown in FIG. 7, the work in FIG. 6 is performed at a predetermined pitch (for example, 1 m pitch) while removing the temporary support.
In the traveling direction of the tunnel at a time, the starting area LS
Of the whole. Then, as shown in FIG. 8, a predetermined pitch (for example, 1 m) from the start area LS side for the latter half area (hatched part in the figure) LE after the start area LS.
(Pitch) at the end of the merging section. At this stage, the new tunnel 2 including the upper half of the existing tunnel 1
Excavating the upper half of the tunnel and performing primary spraying concrete work on the excavated surface, dismantle and remove the lining concrete of the existing tunnel 1. In addition, the surrounding ground at the end of the new-side steel support structure 27 is improved and strengthened by shotcrete or the like, a steel support structure 27 is built, and a secondary shotcrete work and a rock bolt work 28 are implemented. To complete the permanent support structure.
【００１３】次いで、図９に示す合流区間の全域（斜線
部）について、トンネル進行方向に所定ピッチ（例えば
１ｍピッチ）ずつ、トンネル下半掘削を行い、鋼製支保
工３２を建込み、吹付けコンクリート工、ロックボルト
工を実施して、本設支保構造体を完成する。そして、図
９の作業が終了したら、図１０に示すように合流区間全
域について、全断面スライドセントルを利用して変断面
覆工コンクリート４０を打設する。以上により、合流部
の施工を終了する。[0013] Next, the entire lower part of the tunnel (hatched portion) shown in FIG. 9 is excavated under the tunnel at a predetermined pitch (for example, 1 m pitch) at a predetermined pitch (for example, 1 m pitch) in the traveling direction of the tunnel. Perform concrete work and rock bolt work to complete the permanent support structure. Then, when the operation of FIG. 9 is completed, as shown in FIG. 10, the lining concrete 40 with variable cross section is cast using the slide centur of the entire cross section over the entire merging section. With the above, the construction of the junction is completed.
【００１４】しかし、この施工方法では、以下のような
ことが危惧された。即ち、既設トンネル１の掘削時に、
トンネル周辺地山は掘削外力の再配分を受けており、矢
板工法などで施工されたトンネルでは、覆工コンクリー
トの天端部背面に空隙が残り、その空隙の影響でトンネ
ル周辺地山が緩んだ状態になっていることが多い。従っ
て、図５、図６の工程の実施時、つまり既設トンネル側
の未掘削域Ｍの切り上がり掘削時に、導坑と周辺地山の
安定に不安が残る。特に自立性の悪い軟質地山では、導
坑掘削時にその周辺地山の安定が損なわれる可能性があ
った。However, in this construction method, the following was feared. That is, when excavating the existing tunnel 1,
The ground around the tunnel receives redistribution of external excavation force.In a tunnel constructed by sheet pile method, a void remains on the back of the top of the lining concrete, and the ground around the tunnel is loosened due to the void Often in a state. Therefore, when the steps of FIGS. 5 and 6 are performed, that is, at the time of excavation in the unexcavated area M on the existing tunnel side, anxiety remains in the stability of the pit and the surrounding ground. In particular, in soft grounds with poor independence, there is a possibility that the stability of the surrounding grounds may be impaired during digging.
【００１５】本発明は、上記事情を考慮し、既設トンネ
ル側の未掘削域を導坑方式で切り上がる場合に、確実な
切り上がり掘削を可能とするトンネル合流部の施工方法
を提供することを目的とする。The present invention has been made in view of the above circumstances, and provides a method of constructing a tunnel confluence portion capable of reliably performing excavation when excavating an unexcavated area on an existing tunnel side by a pit tunnel method. Aim.
【００１６】[0016]
【課題を解決するための手段】請求項１の発明は、既設
トンネルの側部に新設トンネルが斜めに交差合流する合
流区間の開始領域で、新設トンネル断面と既設トンネル
断面を含む扁平半円状のトンネル断面を形成し、その新
たに形成した扁平半円状のトンネル断面の既設トンネル
側の覆工コンクリートとして、既設トンネルの新設トン
ネルと反対側の覆工コンクリートをそのまま残し、新設
の本設支保構造体の端部を既設トンネル側の残留覆工コ
ンクリートの端部に実質的に接続するトンネル合流部に
施工方法であって、次の（ａ）〜（ｆ）の工程順に施工
することを特徴とする。According to a first aspect of the present invention, there is provided a flat semicircular shape including a cross section of a new tunnel and a cross section of an existing tunnel in a start region of a merging section where a new tunnel crosses and merges diagonally on a side of the existing tunnel. Of the newly formed flat semicircular tunnel section, leaving the lining concrete on the opposite side of the existing tunnel as the lining concrete on the side of the existing tunnel. A method for constructing a tunnel junction where an end of a structural body is substantially connected to an end of a residual lining concrete on an existing tunnel side, characterized by being constructed in the following steps (a) to (f). And
【００１７】（ａ）前記扁平半円状のトンネル断面のう
ち新設トンネル側の１／４円断面の空間を掘削し、その
掘削面に鋼製支保工を設けて、その鋼製支保工の既設ト
ンネル側の端部を地山に固定する工程。(A) In the flat semicircular tunnel section, a space of a quarter-circle section on the side of the new tunnel is excavated, and a steel shoring is provided on the digging surface, and the existing steel shoring is provided. The process of fixing the tunnel side end to the ground.
【００１８】（ｂ）前記（ａ）で掘削した部分と既設ト
ンネルの覆工コンクリートの上半部との間に残されてい
る断面略三角形の未掘削域を、本設支保構造体設置面よ
りも上側まで新設トンネル側から導坑方式で切り上がり
掘削し、掘削した導坑部分に仮設の鋼製支保工を建込ん
で吹付けコンクリート工を実施する工程。(B) An unexcavated area having a substantially triangular cross section remaining between the portion excavated in (a) and the upper half of the lining concrete of the existing tunnel is taken from the installation surface of the main support structure. This is a process in which a new tunnel is cut up from the new tunnel side to the upper side and excavated, and a temporary steel support is built in the excavated tunnel to carry out shotcreting.
【００１９】（ｃ）後の工程にて前記（ａ）工程で設け
た鋼製支保工の端部に延長して設ける予定の新設の鋼製
支保工の端部が当たる周辺地山を改良強化する工程。(C) Improving and strengthening the surrounding ground to which the end of the new steel support which is to be provided by extending to the end of the steel support provided in the step (a) in the subsequent step is provided. Process.
【００２０】（ｄ）前記導坑内の空間のうち本設支保構
造体設置面までの空間に吹付けコンクリートを充填する
工程。(D) A step of filling shotcrete into a space up to the installation surface of the main support structure in the space in the shaft.
【００２１】（ｅ）既設トンネル側に前記（ａ）工程で
設けた鋼製支保工の端部に延長して鋼製支保工を建込
み、二次吹付けコンクリート工、ロックボルト工を実施
して本設支保構造体を完成する工程。(E) On the side of the existing tunnel, a steel shoring is extended to the end of the steel shoring provided in the above step (a), and a secondary spray concrete work and a rock bolt work are carried out. To complete the permanent support structure.
【００２２】（ｆ）新設トンネルとの合流により不要化
する部分の既設トンネル側の覆工コンクリートを解体、
撤去する工程。(F) Disassembling the lining concrete on the existing tunnel side at a portion which becomes unnecessary by merging with the new tunnel;
Removal process.
【００２３】請求項２の発明は、請求項１において、前
記（ｂ）工程の後に、既設トンネル側の覆工コンクリー
トの一部を破砕して作業用の開口部を設け、該開口部を
以降の工程の作業に利用することを特徴とする。According to a second aspect of the present invention, in the first aspect, after the step (b), an opening for work is provided by crushing a part of the lining concrete on the existing tunnel side, and the opening is hereinafter referred to as an opening. It is characterized in that it is used for the work of the step (1).
【００２４】[0024]
【発明の実施の形態】以下、本発明の実施形態を図面に
基づいて説明する。この施工方法は、図１に示すよう
に、既設トンネル１の側部に新設トンネル２が斜めに交
差合流する合流区間の開始領域で、新設トンネル断面と
既設トンネル断面を含む扁平半円状のトンネル断面を形
成し、その新たに形成した扁平半円状のトンネル断面の
既設トンネル１側の覆工コンクリートとして、既設トン
ネル１の新設トンネル２と反対側の覆工コンクリート２
５ａをそのまま残し、新設の本設支保構造体（ここでは
鋼製支保工２７）の端部２７ａを既設トンネル１側の残
留覆工コンクリート２５ａの端部に実質的に接続する場
合の工法である。即ち、図３〜図１０の工程のうち、図
５、図６に相当する工程部分についての工法であり、特
に自立性の悪い軟質地山やトンネル天端部に緩み領域が
想定される場合に有用な工法である。Embodiments of the present invention will be described below with reference to the drawings. In this construction method, as shown in FIG. 1, a flat semi-circular tunnel including a cross section of a new tunnel and a cross section of an existing tunnel is formed in a start region of a merging section where a new tunnel 2 crosses obliquely on a side of the existing tunnel 1. A cross section is formed, and as the lining concrete on the existing tunnel 1 side of the newly formed flat semicircular tunnel section, the lining concrete 2 on the opposite side of the new tunnel 2 of the existing tunnel 1 is used.
This is a method for substantially connecting the end 27a of the newly installed main support structure (steel support 27 in this case) to the end of the residual lining concrete 25a on the existing tunnel 1 side while leaving 5a as it is. . That is, of the steps shown in FIGS. 3 to 10, the method is a construction method corresponding to the steps shown in FIGS. 5 and 6. It is a useful construction method.
【００２５】施工手順は以下の（１）〜（８）に示す通
りである。なお、ここでの説明においても、便宜上、工
事内容自体に符号を付すことがある。また、図１の中の
該当要素に、以下の工程ごとの説明に付けたのと同じ番
号を（）付きで示す。The construction procedure is as shown in the following (1) to (8). Note that, also in the description here, for the sake of convenience, reference numerals may be given to the construction contents themselves. In addition, the same reference numerals as in the description of the following steps are given in parentheses to the corresponding elements in FIG.
【００２６】（１）合流区間の施工の最初に、まず、扁
平半円状のトンネル断面のうち新設トンネル２側の１／
４円断面の空間を掘削し、その掘削面に鋼製支保工２０
を設けて、その鋼製支保工２０の既設トンネル１側の端
部を大口径ロックボルト３０で地山に固定する。(1) At the beginning of the construction of the merging section, first, of the tunnel section of the flat semicircle, 1 /
Excavates a space with a 4-circle cross section and places a steel support 20
And the end of the steel supporter 20 on the existing tunnel 1 side is fixed to the ground with a large-diameter lock bolt 30.
【００２７】（２）次に、鋼製支保工２０の地山への固
定が終了したら、切り上がり掘削のために仮支柱２４を
撤去する。(2) Next, when the fixing of the steel supporter 20 to the ground is completed, the temporary support 24 is removed for excavation.
【００２８】（３）次に、（１）で掘削した部分と既設
トンネル１の覆工コンクリート２５の上半部との間に残
されている断面略三角形の未掘削域Ｍを、本設支保構造
体設置面ＳＡよりも上側まで、新設トンネル２側から導
坑方式で切り上がり掘削し、図２に示すように、掘削し
た導坑５１部分に仮設の鋼製支保工５０を建込んで、吹
付けコンクリート工を実施する。(3) Next, an unexcavated area M having a substantially triangular cross section remaining between the portion excavated in (1) and the upper half of the lining concrete 25 of the existing tunnel 1 is permanently installed. The tunnel was cut up and excavated from the new tunnel 2 side to the upper side of the structure installation surface SA by the pit tunnel method, and as shown in FIG. We carry out shotcrete work.
【００２９】（４）次に、既設トンネル１側の覆工コン
クリート２５の一部（図中符号２５ｂで示す頂部付近）
を破砕して、後の作業で利用するための作業用開口部を
設ける。(4) Next, a part of the lining concrete 25 on the existing tunnel 1 side (near the top indicated by reference numeral 25b in the figure)
Is crushed to provide a working opening for use in later work.
【００３０】（５）次に、後の工程にて前記（１）工程
で設けた鋼製支保工の端部に延長して設ける予定の新設
の鋼製支保工２７の端部２７ａが当たる周辺地山を吹付
けコンクリート工により改良強化する。(5) Next, in a later step, the periphery of the new steel supporter 27 which is to be provided to extend to the end of the steel supporter provided in the above step (1) and which is to be provided. The ground is improved and strengthened by spraying concrete.
【００３１】（６）次に、前記導坑５１内の空間のう
ち、本設支保構造体設置面ＳＡまでの空間ＳＢに吹付け
コンクリートを充填する。即ち、この工程で既設トンネ
ル１の周辺地山の安定化を図る。(6) Next, in the space inside the shaft 51, a space SB up to the main support structure installation surface SA is filled with shotcrete. That is, in this step, the ground around the existing tunnel 1 is stabilized.
【００３２】（７）次に、既設トンネル１側に前記
（１）工程で設けた鋼製支保工２０の端部に延長して鋼
製支保工２７を建込み、二次吹付けコンクリート工、ロ
ックボルト工を実施して本設支保構造体７０を完成す
る。(7) Next, a steel supporter 27 is extended from the end of the steel supporter 20 provided in the step (1) on the existing tunnel 1 side, and a secondary shotcrete is constructed. Lock bolting is performed to complete the permanent support structure 70.
【００３３】（８）そして、以上の工程が終了した後、
新設トンネル２との合流により不要化する部分の既設ト
ンネル１側の覆工コンクリート２５を解体、撤去する。(8) After the above steps are completed,
The lining concrete 25 on the side of the existing tunnel 1 which is made unnecessary by merging with the new tunnel 2 is dismantled and removed.
【００３４】以上のように、導坑掘削を本設支保構造体
設置面ＳＡより上側まで行い、掘削と同時に仮設の鋼製
支保工５０を建込んで吹付けコンクリートで地山に固定
し、その後で導坑内の不要空間を吹付けコンクリートで
埋め、それから本設の鋼製支保工を設けるようにしたの
で、地質条件の悪い軟質地山やトンネル天端部が緩んで
いる場合でも、切り上がり掘削が可能となる。As described above, shaft excavation is performed to the upper side of the main support structure installation surface SA, and at the same time as excavation, a temporary steel support 50 is built and fixed to the ground with shotcrete. Unnecessary space in the shaft was filled with shotcrete, and then a permanent steel support was provided, so even if the soft ground or the top of the tunnel was loose due to poor geological conditions, the excavation was cut out. Becomes possible.
【００３５】[0035]
【発明の効果】以上説明したように、請求項１の発明に
よれば、仮設の鋼製支保工と吹付けコンクリート等で周
辺地山の安定を図りながら、導坑方式で既設トンネル側
の未掘削域を切り上がることができる。従って、地質条
件の悪い軟質地山やトンネル天端部が緩んでいる場合で
も、切り上がり掘削が可能であり、安全で確実に本設支
保構造体を構築することができる。また、請求項２の発
明のように作業用開口部を既設トンネルの覆工コンクリ
ートに設ければ、地山の安定化処理がやりやすくなる。As described above, according to the first aspect of the present invention, while stabilizing the surrounding ground with temporary steel supports and sprayed concrete, the existing tunnel side is not used by the pit tunnel method. The excavation area can be cut up. Therefore, even when the soft ground or the tunnel top end where the geological condition is bad is loose, the cut-out excavation is possible, and the permanent support structure can be constructed safely and reliably. Further, when the working opening is provided in the lining concrete of the existing tunnel as in the invention of claim 2, the stabilization of the ground is facilitated.
【図１】 本発明の実施形態の施工方法の説明に用いる
断面図である。FIG. 1 is a cross-sectional view used for describing a construction method according to an embodiment of the present invention.
【図２】 図１のＩＩ−ＩＩ矢視断面図である。FIG. 2 is a sectional view taken along the line II-II in FIG.
【図３】 本発明の前提となる施工計画の工程説明図
で、（ａ）は平面図、（ｂ）は（ａ）図のＡ−Ａ矢視断
面図である。FIGS. 3A and 3B are process explanatory views of a construction plan which is a premise of the present invention, wherein FIG. 3A is a plan view, and FIG.
【図４】 図３の次の工程の説明図で、（ａ）は平面
図、（ｂ）は（ａ）図のＡ−Ａ矢視断面図である。4 (a) is a plan view, and FIG. 4 (b) is a sectional view taken along line AA of FIG. 4 (a).
【図５】 図４の次の工程の説明図で、（ａ）は平面
図、（ｂ）は（ａ）図のＡ−Ａ矢視断面図である。5A and 5B are explanatory views of the next step of FIG. 4, wherein FIG. 5A is a plan view and FIG. 5B is a cross-sectional view taken along the line AA of FIG.
【図６】 図５の次の工程の説明図で、（ａ）は平面
図、（ｂ）は（ａ）図のＡ−Ａ矢視断面図である。6 (a) is a plan view, and FIG. 6 (b) is a sectional view taken along the line AA of FIG. 6 (a).
【図７】 図６の次の工程の説明図で、（ａ）は平面
図、（ｂ）は（ａ）図のＡ−Ａ矢視断面図である。7A and 7B are explanatory views of the next step of FIG. 6, wherein FIG. 7A is a plan view and FIG. 7B is a sectional view taken along the line AA of FIG.
【図８】 図７の次の工程の説明図で、（ａ）は平面
図、（ｂ）は（ａ）図のＡ−Ａ矢視断面図である。8 (a) is a plan view, and FIG. 8 (b) is a cross-sectional view taken along the line AA in FIG. 8 (a).
【図９】 図８の次の工程の説明図で、（ａ）は平面
図、（ｂ）は（ａ）図のＡ−Ａ矢視断面図である。9A and 9B are explanatory views of the next step of FIG. 8, wherein FIG. 9A is a plan view and FIG. 9B is a cross-sectional view taken along the line AA of FIG.
【図１０】 図９の次の工程の説明図で、（ａ）は平面
図、（ｂ）は（ａ）図のＡ−Ａ矢視断面図である。10A and 10B are explanatory views of the next step of FIG. 9, wherein FIG. 10A is a plan view and FIG. 10B is a cross-sectional view taken along line AA of FIG.
【図１１】 図５、図６の工程の説明に用いる詳細断面
図である。FIG. 11 is a detailed sectional view used for describing the steps in FIGS. 5 and 6;
【図１２】 従来の施工方法の説明図で、（ａ）は平面
図、（ｂ）は（ａ）図のＡ−Ａ矢視断面図である。12 (a) is a plan view, and FIG. 12 (b) is a cross-sectional view taken along the line AA of FIG. 12 (a).
Ｌ 合流区間 ＬＳ 開始領域 Ｍ 未掘削域 ＳＡ 本設支保構造体設置面 １ 既設トンネル ２ 新設トンネル ２０、２７ 鋼製支保工 ２７ａ 端部 ２５ 既設トンネルの覆工コンクリート ２５ａ 残留覆工コンクリート ５０ 仮設の鋼製支保工 ５１ 導坑 L Converging section LS Start area M Unexcavated area SA Main support structure installation surface 1 Existing tunnel 2 New tunnel 20, 27 Steel support 27a End 25 Existing lining concrete 25a Residual lining concrete 50 Temporary steel Shoring 51 Shaft
───────────────────────────────────────────────────── フロントページの続き (72)発明者 竹林 亜夫 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 垣見 康介 東京都港区芝浦一丁目２番３号 清水建設 株式会社内 ────────────────────────────────────────────────── ─── Continuing on the front page (72) Inventor Ao Takebayashi 1-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation (72) Inventor Kosuke Kamimi 2-3-2 Shibaura, Minato-ku, Tokyo Shimizu Corporation Inside the corporation
Claims (2)
めに交差合流する合流区間の開始領域で、新設トンネル
断面と既設トンネル断面を含む扁平半円状のトンネル断
面を形成し、その新たに形成した扁平半円状のトンネル
断面の既設トンネル側の覆工コンクリートとして、既設
トンネルの新設トンネルと反対側の覆工コンクリートを
そのまま残し、新設の本設支保構造体の端部を既設トン
ネル側の残留覆工コンクリートの端部に実質的に接続す
るトンネル合流部の施工方法であって、次の（ａ）〜
（ｆ）の工程順に施工することを特徴とするトンネル合
流部の施工方法。 （ａ）前記扁平半円状のトンネル断面のうち新設トンネ
ル側の１／４円断面の空間を掘削し、その掘削面に鋼製
支保工を設けて、その鋼製支保工の既設トンネル側の端
部を地山に固定する工程。 （ｂ）前記（ａ）で掘削した部分と既設トンネルの覆工
コンクリートの上半部との間に残されている断面略三角
形の未掘削域を、本設支保構造体設置面よりも上側まで
新設トンネル側から導坑方式で切り上がり掘削し、掘削
した導坑部分に仮設の鋼製支保工を建込んで吹付けコン
クリート工を実施する工程。 （ｃ）後の工程にて前記（ａ）工程で設けた鋼製支保工
の端部に延長して設ける予定の新設の鋼製支保工の端部
が当たる周辺地山を改良強化する工程。 （ｄ）前記導坑内の空間のうち本設支保構造体設置面ま
での空間に吹付けコンクリートを充填する工程。 （ｅ）既設トンネル側に前記（ａ）工程で設けた鋼製支
保工の端部に延長して鋼製支保工を建込み、二次吹付け
コンクリート工、ロックボルト工を実施して本設支保構
造体を完成する工程。 （ｆ）新設トンネルとの合流により不要化する部分の既
設トンネル側の覆工コンクリートを解体、撤去する工
程。1. A flat semi-circular tunnel section including a section of a new tunnel and a section of an existing tunnel is formed at a start area of a merging section where a new tunnel crosses and merges diagonally on a side of the existing tunnel. As the lining concrete on the existing tunnel side of the cross section of the flattened semicircular tunnel, the lining concrete on the opposite side of the existing tunnel from the new tunnel is left as it is, and the end of the newly installed main support structure is left on the existing tunnel side. A method of constructing a tunnel junction substantially connected to an end of a lining concrete, comprising:
A method for constructing a tunnel junction, wherein the method is carried out in the order of (f). (A) In the flat semicircular tunnel section, a space of a quarter circle section on the new tunnel side is excavated, and a steel shoring is provided on the digging surface, and the steel shoring is provided on the existing tunnel side. The process of fixing the ends to the ground. (B) The unexcavated area having a substantially triangular cross section remaining between the portion excavated in (a) and the upper half of the lining concrete of the existing tunnel extends to a position above the permanent support structure installation surface. This is a process of cutting and excavating from the newly constructed tunnel side using a pit shaft method, and installing a temporary steel support structure in the digged pit section to carry out shotcrete work. (C) A step of improving and strengthening the surrounding ground to which the end of the new steel support which is to be provided to be extended to the end of the steel support provided in the step (a) in the subsequent step is provided. (D) a step of filling shotcrete into a space up to the installation surface of the main support structure in the space in the shaft. (E) On the existing tunnel side, extend the steel support provided in step (a) above at the end of the steel support and build a steel support. The step of completing the support structure. (F) A step of dismantling and removing the lining concrete on the existing tunnel side, which is made unnecessary by merging with the new tunnel.
の覆工コンクリートの一部を破砕して作業用の開口部を
設け、該開口部を以降の工程の作業に利用することを特
徴とする請求項１記載のトンネル合流部の施工方法。2. After the step (b), an opening for work is provided by crushing a part of the lining concrete on the existing tunnel side, and the opening is used for work in subsequent steps. The method for constructing a tunnel junction according to claim 1.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP08311197A JP3677698B2 (en) | 1997-04-01 | 1997-04-01 | Construction method of tunnel junction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP08311197A JP3677698B2 (en) | 1997-04-01 | 1997-04-01 | Construction method of tunnel junction |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH10280861A true JPH10280861A (en) | 1998-10-20 |
| JP3677698B2 JP3677698B2 (en) | 2005-08-03 |
Family
ID=13793098
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP08311197A Expired - Fee Related JP3677698B2 (en) | 1997-04-01 | 1997-04-01 | Construction method of tunnel junction |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3677698B2 (en) |
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|---|---|---|---|---|
| KR100770241B1 (en) * | 2005-12-23 | 2007-10-25 | 주식회사 케이투기술단 | Construction method for two arches tunnel |
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1997
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|---|---|---|---|---|
| KR100770241B1 (en) * | 2005-12-23 | 2007-10-25 | 주식회사 케이투기술단 | Construction method for two arches tunnel |
| KR100844147B1 (en) | 2007-03-07 | 2008-07-04 | 박재현 | 2 arch-tunnel with asymmetry support wall and construction method of the same |
| CN103114856A (en) * | 2013-03-05 | 2013-05-22 | 福州市规划设计研究院 | Construction method for in-situ broadening and remolding of existing double-arched tunnel |
| CN107542474A (en) * | 2017-09-18 | 2018-01-05 | 中铁广州工程局集团有限公司 | Tunnel oversized widened section surface controlled blasting excavation construction method |
| CN107542474B (en) * | 2017-09-18 | 2019-04-23 | 中铁广州工程局集团有限公司 | Tunnel oversized widened section surface controlled blasting excavation construction method |
| CN107701203A (en) * | 2017-10-18 | 2018-02-16 | 中铁第勘察设计院集团有限公司 | Pile foundation underpinning system and its construction method based on double-deck permanent lining, secondary lining structure |
| CN111022057A (en) * | 2019-12-21 | 2020-04-17 | 西安建筑科技大学 | Subway tunnel well entering construction method and construction well supporting structure in loess region |
| CN112127897A (en) * | 2020-09-22 | 2020-12-25 | 中铁十局集团西北工程有限公司 | Large-caliber directional grouting method for ultra-deep hole ground surface |
| CN112049653A (en) * | 2020-10-27 | 2020-12-08 | 中铁工程装备集团有限公司 | Shield tunneling machine starting device and shield tunneling machine starting method |
| CN112049653B (en) * | 2020-10-27 | 2022-11-01 | 中铁工程装备集团有限公司 | Shield tunneling machine starting device and shield tunneling machine starting method |
| CN112228082A (en) * | 2020-10-29 | 2021-01-15 | 中铁一局集团有限公司 | Tunnel collapse treatment method by combined grouting of pipe shed and advanced small guide pipe |
| CN112228082B (en) * | 2020-10-29 | 2022-03-04 | 中铁一局集团有限公司 | Tunnel collapse treatment method by combined grouting of pipe shed and advanced small guide pipe |
| CN112814686A (en) * | 2020-12-31 | 2021-05-18 | 中铁二十局集团有限公司 | Construction method for transverse expanding excavation conversion when tunnel section suddenly changes into large-span section |
| CN112814686B (en) * | 2020-12-31 | 2023-08-29 | 中铁二十局集团有限公司 | Construction method for transverse expansion and excavation conversion during abrupt change of large-span section of tunnel section |
| CN113338953A (en) * | 2021-07-16 | 2021-09-03 | 中铁二十局集团有限公司 | Construction method for extra-large section tunnel with turnout line led out from railway tunnel |
| CN114753401A (en) * | 2022-04-08 | 2022-07-15 | 中铁十九局集团第五工程有限公司 | Construction method for treating karst cave at bottom of tunnel |
| CN114753401B (en) * | 2022-04-08 | 2023-05-26 | 中铁十九局集团第五工程有限公司 | Construction method for tunnel bottom karst cave treatment |
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