JP2013238038A - Construction method of tunnel - Google Patents

Construction method of tunnel Download PDF

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JP2013238038A
JP2013238038A JP2012111542A JP2012111542A JP2013238038A JP 2013238038 A JP2013238038 A JP 2013238038A JP 2012111542 A JP2012111542 A JP 2012111542A JP 2012111542 A JP2012111542 A JP 2012111542A JP 2013238038 A JP2013238038 A JP 2013238038A
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face
mine
construction method
advanced
main
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Masaki Imazu
雅紀 今津
Junji Arase
純治 荒▲瀬▼
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Shimizu Construction Co Ltd
Shimizu Corp
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Shimizu Construction Co Ltd
Shimizu Corp
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Abstract

PROBLEM TO BE SOLVED: To provide a construction method of a tunnel at a low cost, capable of accurately recognizing geology at the front of a working face and preventing a working face collapse.SOLUTION: In the construction method of a tunnel for excavating a pilot tunnel 14 of a small cross section at the front of a working face 12 of a main pit 10 prior to boring of the main pit 10, the pilot tunnel 14 has such a length L that it can function at least as long-length mirror part reinforcement work to a working face surface of the main pit 10. The method includes a step 1 of excavating the pilot tunnel 14 by an NATM construction method and executing timbering work to the pit wall, and a step 2 of excavating the main pit 10 to a distal end 14a of the pilot tunnel 14, and the step 1 and the step 2 are repeated.

Description

本発明は、トンネル切羽の安定性を確保するようにしたトンネルの施工方法に関するものである。   The present invention relates to a tunnel construction method for ensuring the stability of a tunnel face.

従来、軟弱地山や破砕帯部を掘削する場合、あるいは、土被りが薄い坑口付近などの脆弱部においては、切羽面（鏡面）の崩壊が起こりやすいため、長尺鏡ボルトと鏡吹付けコンクリートによって切羽面を補強しながら掘削することが多い。   Conventionally, when digging soft ground and crushing zones, or in weak areas such as near wellheads where the earth cover is thin, the face face (mirror surface) is likely to collapse, so long mirror bolts and mirror shot concrete In many cases, drilling is performed while reinforcing the face.

一般に、切羽前方の地質状況を正確に把握することは難しく、通常のトンネル掘削工事では探り穿孔やボーリングを行い、取得した点・線的なデータに基づいて切羽前方の地質状況を推測し、これに基づいて掘削を進行していた。また、切羽崩壊の際には湧水を伴うことが多く、湧水量が多い場合にはボーリングだけで完全に水抜きすることは難しい状況であった。   In general, it is difficult to accurately grasp the geological situation in front of the face, and in normal tunnel excavation work, exploration drilling and boring are performed, and the geological situation in front of the face is estimated based on the acquired point and line data. Based on the drilling was proceeding. In addition, when the face collapses, it often involves spring water, and when there is a lot of spring water, it is difficult to completely drain water by just boring.

一方、切羽前方の地質把握や水抜きを行うのに適したトンネルの施工方法として、先進導坑を用いた方法が知られている（例えば、特許文献１参照）。この方法は、トンネル全長に亘って、本坑となるトンネルに先行して小断面の導坑を掘進するものであり、導坑の後を本坑が追っていく工事展開となる。先進導坑は、工事中は本坑を掘削する際の地質把握や水抜きとして、開通後は緊急時の避難通路や保守通路としての役割を担うこともある。   On the other hand, as a tunnel construction method suitable for grasping the geology in front of the face and draining water, a method using an advanced guiding shaft is known (for example, see Patent Document 1). In this method, a small-diameter guide pit is dug in advance of the main tunnel, over the entire length of the tunnel, and the main mine follows the guide mine. Advanced guide shafts may play a role as an emergency evacuation passage or maintenance passage after opening, as a geological grasp and drainage when excavating the main shaft during construction.

特開平３−２６７４９３号公報JP-A-3-267493

ところで、切羽前方の地質をより正確に把握し、切羽崩壊を防止することができる低コストなトンネル施工技術の開発が強く望まれていた。   By the way, development of a low-cost tunnel construction technique that can grasp the geology ahead of the face more accurately and prevent the face from collapsing has been strongly desired.

本発明は、上記に鑑みてなされたものであって、切羽前方の地質をより正確に把握し、切羽崩壊を防止することができる低コストなトンネルの施工方法を提供することを目的とする。   This invention is made in view of the above, Comprising: It aims at providing the construction method of the low cost tunnel which can grasp | ascertain the geology ahead of a face more correctly, and can prevent a face collapse.

上記した課題を解決し、目的を達成するために、本発明の請求項１に係るトンネルの施工方法は、本坑の掘進に先立って前記本坑の切羽前方に小断面の先進導坑を掘削するトンネルの施工方法であって、前記先進導坑が少なくとも前記本坑の切羽面に対する長尺鏡部補強工として機能し得るだけの長さを有するものであり、前記先進導坑をＮＡＴＭ工法により掘削してその坑壁に支保工を施工する工程１と、前記本坑を前記先進導坑の先端まで掘削する工程２とを有し、工程１および工程２を繰り返すことを特徴とする。   In order to solve the above-described problems and achieve the object, a tunnel construction method according to claim 1 of the present invention excavates a small-diameter advanced guide shaft in front of the main shaft face prior to the main shaft excavation. The tunnel has a length that allows the advanced guide shaft to function as a long mirror part reinforcement for at least the face of the main shaft, and the advanced guide shaft is formed by a NATM method. It has the process 1 which excavates and constructs a supporting work in the mine wall, and the process 2 which excavates the said main mine to the front-end | tip of the said advanced guiding mine, It is characterized by repeating the process 1 and the process 2.

また、本発明の請求項２に係るトンネルの施工方法は、上述した請求項１において、前記先進導坑を前記本坑の天端に配置したことを特徴とする。   The tunnel construction method according to claim 2 of the present invention is characterized in that, in the above-described claim 1, the advanced guiding mine is arranged at the top of the main mine.

また、本発明の請求項３に係るトンネルの施工方法は、上述した請求項１または２において、前記先進導坑に水抜孔を設けたことを特徴とする。   A tunnel construction method according to claim 3 of the present invention is characterized in that in the above-described claim 1 or 2, a water drainage hole is provided in the advanced guide shaft.

本発明に係るトンネルの施工方法によれば、本坑の掘進に先立って前記本坑の切羽前方に小断面の先進導坑を掘削するトンネルの施工方法であって、前記先進導坑が少なくとも前記本坑の切羽面に対する長尺鏡部補強工として機能し得るだけの長さを有するものであり、前記先進導坑をＮＡＴＭ工法により掘削してその坑壁に支保工を施工する工程１と、前記本坑を前記先進導坑の先端まで掘削する工程２とを有し、工程１および工程２を繰り返すことを特徴としている。   According to the tunnel construction method according to the present invention, a tunnel construction method for excavating a small-diameter advanced guide shaft in front of the main shaft face prior to the main shaft excavation, wherein the advanced guide shaft is at least the above-mentioned Step 1 has a length that can function as a long mirror part reinforcement for the face of the main mine, and excavates the advanced guide shaft by the NATM construction method to construct a support work on the pit wall; And a step 2 of excavating the main mine to the tip of the advanced guide shaft, and the steps 1 and 2 are repeated.

本坑の切羽前方にある小断面の先進導坑が長尺鏡部補強工として作用するので、本坑の切羽崩壊を未然に防止することができる。また、長尺鏡ボルトなどの長尺鏡部補強工が不要となるので、工事コストを低減することができる。さらに、先進導坑の坑壁観察等を通じて、切羽前方の地質を面的に直接観察することが可能となる。したがって、切羽前方の地質をより正確に把握し、切羽崩壊を防止することができる低コストなトンネルの施工方法を提供することができるという効果を奏する。   Since the advanced guiding mine with a small cross section in front of the face of the main mine works as a long mirror part reinforcement work, it is possible to prevent the face of the main mine from collapsing. In addition, since a long mirror portion reinforcement work such as a long mirror bolt is not required, the construction cost can be reduced. Furthermore, it is possible to directly observe the geology in front of the face through observation of the wall of the advanced guide shaft. Therefore, it is possible to provide a low-cost tunnel construction method capable of more accurately grasping the geology ahead of the face and preventing the face from collapsing.

図１は、本発明に係るトンネルの施工方法の工程１を例示する斜視図である。FIG. 1 is a perspective view illustrating step 1 of the tunnel construction method according to the present invention. 図２は、先進導坑の断面を例示する図である。FIG. 2 is a diagram illustrating a cross section of the advanced guide shaft. 図３は、本発明に係るトンネルの施工方法の工程２を例示する斜視図である。FIG. 3 is a perspective view illustrating step 2 of the tunnel construction method according to the present invention. 図４は、工程２に続けて行われる工程１を例示する斜視図である。FIG. 4 is a perspective view illustrating step 1 performed after step 2. 図５は、水抜孔を設けた場合の先進導坑の断面を例示する図である。FIG. 5 is a diagram exemplifying a cross section of the advanced guiding shaft when a water drain hole is provided.

以下に、本発明に係るトンネルの施工方法の実施の形態を図面に基づいて詳細に説明する。なお、この実施例によりこの発明が限定されるものではない。   Embodiments of a tunnel construction method according to the present invention will be described below in detail with reference to the drawings. Note that the present invention is not limited to the embodiments.

本発明に係るトンネルの施工方法は、トンネル切羽前方が軟弱、あるいは、破砕帯があると予想される場合などに特に好適な施工方法であり、図１の工程１に示すように、本坑１０の掘進に先立って本坑１０の切羽１２前方に小断面の先進導坑１４を掘削するものである。   The tunnel construction method according to the present invention is a construction method that is particularly suitable when the front face of the tunnel face is soft or is expected to have a crushing zone. As shown in step 1 of FIG. Prior to the excavation, an advanced guide shaft 14 having a small cross section is excavated in front of the face 12 of the main shaft 10.

本坑１０は馬蹄形状の大断面としてあり、先進導坑１４はＤ字形状の小断面としてある。道路用トンネル工事などの場合には、先進導坑１４の断面積Ａとして例えばＡ＝数ｍ２〜十数ｍ２程度を採用することができる。 The main mine 10 has a horseshoe-shaped large cross section, and the advanced guide shaft 14 has a D-shaped small cross section. In the case of road tunnel construction or the like, for example, A = several m 2 to several tens of m 2 can be adopted as the cross-sectional area A of the advanced guiding shaft 14.

この工程１においては、本坑１０断面内の天端２０側に配置した先進導坑１４を、本坑１０の掘進方向（図１の手前側から奥側）に向けてＮＡＴＭ工法により掘削する。なお、本実施例では先進導坑１４を本坑１０断面内の天端２０側に配置する場合について説明するが、本坑１０の切羽前方であればこれ以外の場所にも配置可能である。   In this step 1, the advanced guide shaft 14 arranged on the top end 20 side in the cross section of the main mine 10 is excavated by the NATM method toward the direction of the main shaft 10 (from the front side to the back side in FIG. 1). In addition, although a present Example demonstrates the case where the advanced guide shaft 14 is arrange | positioned at the top end 20 side in the cross section of the main shaft 10, if it is ahead of the face of the main shaft 10, it can also arrange | position in other places.

ここで、工程１において構築される先進導坑１４は、切羽１２から先端１４ａまでの長さＬが少なくとも本坑１０の切羽面に対する長尺鏡部補強工（例えば長尺鏡ボルト）として機能し得るだけの長さ（例えば５０ｍ程度）を有するようにする。先進導坑１４は手前側の切羽１２との一体化を図るように施工するものとする。また、施工段階においては、先進導坑１４周辺の地質観察を念入りに行うようにする。   Here, the advanced guide shaft 14 constructed in the process 1 has a length L from the face 12 to the tip 14a that functions as a long mirror portion reinforcement (for example, a long mirror bolt) for at least the face of the main shaft 10. The length is as long as possible (for example, about 50 m). The advanced guide shaft 14 is constructed so as to be integrated with the front face 12. In addition, in the construction stage, the geological observation around the advanced guide shaft 14 is carefully performed.

また、図２の断面図に示すように、先進導坑１４の坑壁には支保工としてのロックボルト１６および吹き付けコンクリート１８を施工する。ここで、図には示していないが、鋼製支保工をさらに施工してもよい。なお、天端崩壊のおそれがある場合には上半のロックボルト長を長くすることが望ましい。   In addition, as shown in the cross-sectional view of FIG. 2, rock bolts 16 and sprayed concrete 18 are installed on the well wall of the advanced guide shaft 14 as support works. Here, although not shown in the drawing, a steel support may be further constructed. In addition, when there is a possibility of collapse of the top end, it is desirable to increase the length of the upper half of the lock bolt.

次に、図３の工程２に示すように、本坑１０を先進導坑１４の先端１４ａまで断面を拡幅しながら掘進する。この掘進により、本坑１０の断面内に位置していた先進導坑１４は消失することになる。そして、本坑１０を先進導坑１４の先端１４ａ付近まで掘削し終えたら一旦中断し、図４に示すように、切羽１２の天端２０の位置から先進導坑１４を掘進する。以後、工程２、工程１…という具合に工程１、２を交互に繰り返すことで、本坑１０の長さを延伸していく。   Next, as shown in step 2 of FIG. 3, the main mine 10 is dug up to the tip 14 a of the advanced guide mine 14 while the cross section is widened. By this excavation, the advanced guiding pit 14 located in the cross section of the main mine 10 disappears. Then, once the main mine 10 has been excavated to the vicinity of the tip 14a of the advanced guide shaft 14, it is interrupted and the advanced guide shaft 14 is excavated from the position of the top end 20 of the face 12 as shown in FIG. Thereafter, the length of the main mine 10 is extended by alternately repeating the steps 1 and 2 such as the steps 2, 1 and so on.

なお、工程１において構築される先進導坑１４は水抜き導坑としても機能することから、本坑１０の切羽前方の湧水を確実に抜水できるようになるが、湧水量が多い場合などに備え、図５に示すように、先進導坑１４の坑壁に水抜孔２２を設けてもよい。   In addition, since the advanced shaft 14 constructed in the process 1 also functions as a water drainage shaft, the spring water in front of the face of the main shaft 10 can be reliably drained, but the amount of spring water is large. As shown in FIG. 5, a water drain hole 22 may be provided in the well wall of the advanced guide shaft 14.

次に、本発明に係るトンネルの施工方法の作用効果について説明する。   Next, the effect of the tunnel construction method according to the present invention will be described.

本坑１０の切羽前方に先進導坑１４が存在することで、強力な長尺鏡ボルトが打設してあるのと同様の効果が得られ、本坑１０の切羽崩壊を未然に防止することができる。この結果、従来設けていた長尺鏡ボルトなどの長尺鏡部補強工は不要となり、工事コストを低減することができる。   The presence of the advanced guide pit 14 in front of the face of the main mine 10 provides the same effect as a powerful long mirror bolt, and prevents the face of the mine 10 from collapsing. Can do. As a result, the long mirror portion reinforcement work such as the long mirror bolt that has been conventionally provided becomes unnecessary, and the construction cost can be reduced.

また、本坑１０の切羽前方に先進導坑１４を掘進することによって、先進導坑１４の坑壁観察等を通じて、切羽前方の地質を面的に直接観察することが可能となる。このため、切羽前方の地質をより正確に把握でき、さらなる切羽面の崩壊対策をするのに有用な情報を容易に得ることができる。   In addition, by excavating the advanced guiding pit 14 in front of the face of the main pit 10, it becomes possible to directly observe the geology in front of the face through observation of the wall of the advanced guiding pit 14. For this reason, the geology ahead of a face can be grasped | ascertained more correctly, and useful information for taking the countermeasure against the further collapse of a face can be obtained easily.

また、先進導坑１４は水抜き導坑としても作用することから、切羽前方の湧水を確実に抜くことができる。   Further, since the advanced guiding pit 14 also functions as a drainage guiding pit, it is possible to reliably extract the spring water in front of the face.

先進導坑１４の掘削位置を本坑１０の天端２０付近に配置した場合やロックボルト１６（図２を参照）を本坑１０の上半側に多く打設すると本坑１０の天端補強にもつながる。   When the excavation position of the advanced guide shaft 14 is arranged near the top end 20 of the main shaft 10 or when a large number of rock bolts 16 (see FIG. 2) are driven on the upper half side of the main shaft 10, the top of the main shaft 10 is reinforced. It also leads to.

また、本坑１０の支保工数量や補助工法の施工工数を抑制し、工事コストを低減することができる。   Moreover, the support work quantity of the main mine 10 and the construction man-hour of an auxiliary construction method can be suppressed, and construction cost can be reduced.

以上説明したように、本発明に係るトンネルの施工方法によれば、本坑の掘進に先立って前記本坑の切羽前方に小断面の先進導坑を掘削するトンネルの施工方法であって、前記先進導坑が少なくとも前記本坑の切羽面に対する長尺鏡部補強工として機能し得るだけの長さを有するものであり、前記先進導坑をＮＡＴＭ工法により掘削してその坑壁に支保工を施工する工程１と、前記本坑を前記先進導坑の先端まで掘削する工程２とを有し、工程１および工程２を繰り返すことを特徴としている。   As described above, according to the tunnel construction method of the present invention, prior to the main shaft excavation, it is a tunnel construction method for excavating a small cross-section advanced guide shaft ahead of the main shaft face, The advanced shaft has a length that can function at least as a long mirror part reinforcement for the face of the main shaft, and the advanced shaft is excavated by the NATM method to support the shaft wall. It has the process 1 which constructs, and the process 2 which excavates the said main mine to the front-end | tip of the said advanced guiding mine, It is characterized by repeating the process 1 and the process 2.

本坑の切羽前方にある小断面の先進導坑が長尺鏡部補強工として作用するので、本坑の切羽崩壊を未然に防止することができる。また、長尺鏡ボルトなどの長尺鏡部補強工が不要となるので、工事コストを低減することができる。さらに、先進導坑の坑壁観察等を通じて、切羽前方の地質を面的に直接観察することが可能となる。したがって、切羽前方の地質をより正確に把握し、切羽崩壊を防止することができる低コストなトンネルの施工方法を提供することができる。   Since the advanced guiding mine with a small cross section in front of the face of the main mine works as a long mirror part reinforcement work, it is possible to prevent the face of the main mine from collapsing. In addition, since a long mirror portion reinforcement work such as a long mirror bolt is not required, the construction cost can be reduced. Furthermore, it is possible to directly observe the geology in front of the face through observation of the wall of the advanced guide shaft. Therefore, it is possible to provide a low-cost tunnel construction method that can grasp the geology ahead of the face more accurately and prevent the face from collapsing.

以上のように、本発明に係るトンネルの施工方法は、トンネル切羽の安定性を確保するのに有用であり、特に、切羽前方の地質をより正確に把握し、切羽崩壊を防止するのに適している。   As described above, the tunnel construction method according to the present invention is useful for ensuring the stability of the tunnel face, and is particularly suitable for more accurately grasping the geology ahead of the face and preventing the face from collapsing. ing.

１０ 本坑
１２ 切羽
１４ 先進導坑
１４ａ 先端
１６ ロックボルト（支保工）
１８ 吹き付けコンクリート（支保工）
２０ 天端
２２ 水抜孔 10 main pits 12 face 14 advanced guide pit 14a tip 16 rock bolt (support work)
18 Shotcrete (support work)
20 Top end 22 Drain hole

Claims (3)

本坑の掘進に先立って前記本坑の切羽前方に小断面の先進導坑を掘削するトンネルの施工方法であって、
前記先進導坑が少なくとも前記本坑の切羽面に対する長尺鏡部補強工として機能し得るだけの長さを有するものであり、
前記先進導坑をＮＡＴＭ工法により掘削してその坑壁に支保工を施工する工程１と、
前記本坑を前記先進導坑の先端まで掘削する工程２とを有し、
工程１および工程２を繰り返すことを特徴とするトンネルの施工方法。 Prior to excavation of the main mine, a tunnel construction method for excavating a small cross-section advanced guide pit in front of the face of the main mine,
The advanced guiding mine has a length that can function as a long mirror part reinforcement for at least the face of the main mine,
Step 1 of excavating the advanced guiding mine by the NATM method and constructing a support work on the pit wall;
And excavating the main mine to the tip of the advanced guide mine,
A tunnel construction method characterized by repeating step 1 and step 2. 前記先進導坑を前記本坑の天端に配置したことを特徴とする請求項１に記載のトンネルの施工方法。   The tunnel construction method according to claim 1, wherein the advanced guide mine is arranged at the top of the main mine. 前記先進導坑に水抜孔を設けたことを特徴とする請求項１または２に記載のトンネルの施工方法。   The tunnel construction method according to claim 1, wherein a water drainage hole is provided in the advanced guide shaft.
JP2012111542A 2012-05-15 2012-05-15 Construction method of tunnel Pending JP2013238038A (en)

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Publication number Priority date Publication date Assignee Title
CN104631475A (en) * 2015-01-20 2015-05-20 中铁隧道集团有限公司杭州公司 Safe and fast construction method of down-traversing river shallow depth bored tunnel
CN107588750A (en) * 2017-07-10 2018-01-16 中铁二院工程集团有限责任公司 A kind of method suitable for deep tunnel face country rock overall process deformation monitoring

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JP2010031556A (en) * 2008-07-29 2010-02-12 Taisei Corp Construction method of tunnel in large depth and at high water pressure

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JP2010031556A (en) * 2008-07-29 2010-02-12 Taisei Corp Construction method of tunnel in large depth and at high water pressure

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Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104631475A (en) * 2015-01-20 2015-05-20 中铁隧道集团有限公司杭州公司 Safe and fast construction method of down-traversing river shallow depth bored tunnel
CN107588750A (en) * 2017-07-10 2018-01-16 中铁二院工程集团有限责任公司 A kind of method suitable for deep tunnel face country rock overall process deformation monitoring

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