JP4714928B2 - Tunnel excavation method - Google Patents

Tunnel excavation method Download PDF

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JP4714928B2
JP4714928B2 JP2007228227A JP2007228227A JP4714928B2 JP 4714928 B2 JP4714928 B2 JP 4714928B2 JP 2007228227 A JP2007228227 A JP 2007228227A JP 2007228227 A JP2007228227 A JP 2007228227A JP 4714928 B2 JP4714928 B2 JP 4714928B2
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tunnel
excavation
roof
invert
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英樹 中村
智明 清水
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Okumura Corp
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Description

本発明は、砂土や砂質土等の未固結層や崩落性の高い軟岩等から成る軟弱な地山でのトンネルの掘削に好適なトンネル掘削方法に関する。   The present invention relates to a tunnel excavation method suitable for excavation of a tunnel in a soft ground consisting of an unconsolidated layer such as sandy soil or sandy soil, soft rock with high collapsibility, or the like.

従来、軟弱な地山でのトンネルの掘削には、一般的に、トンネルの切羽の上半部をベンチ上でトンネル軸方向に所定長さ掘削する工程と、ベンチ部分である切羽の下半部の今回掘削した上半部の手前に位置する部分をトンネル軸方向に所定長さ掘削する工程とを交互に繰り返すショートベンチ工法が採用されている。ショートベンチ工法では、上半部の掘削が完了したところで、今回掘削した上半部の天井面から左右両側面に亘りアーチ状の鋼製支保工を建込み、下半部の掘削後に下半部底面にインバートを築造して、前回の上半部の掘削後に建込んだ支保工の左右両側部の下端をインバートの左右両側部に結合することによりトンネル断面を閉合している。従って、閉合が上半部の掘削からかなり遅れることになる。そのため、上半部に建込んだ支保工の左右両側端部が沈下して、掘削後の内空変位が大きくなりやすく、支保工の建込みをやり直す等といった面倒な作業が必要になることが間々ある。   Conventionally, for excavation of a tunnel in a soft ground, generally, the upper half of the face of the tunnel is excavated for a predetermined length in the direction of the tunnel axis on the bench, and the lower half of the face that is the bench part. A short bench method is employed in which a portion located in front of the upper half excavated this time is excavated alternately for a predetermined length in the tunnel axis direction. In the short bench method, when excavation of the upper half was completed, an arch-shaped steel support was built from the ceiling surface of the upper half excavated this time to the left and right sides, and the lower half after excavation of the lower half The tunnel cross-section is closed by building an invert on the bottom and joining the left and right lower ends of the support built after the previous excavation of the upper half to the left and right sides of the invert. Therefore, the closure is considerably delayed from the upper half excavation. For this reason, the left and right ends of the support built in the upper half will sink, and the internal displacement after excavation tends to increase, requiring troublesome work such as rebuilding the support. There is a short time.

かかる不具合を解消するため、従来、上半部の掘削に先立ち、ベンチ地盤をグラウトの注入で改良し、上半部の掘削後に建込む支保工の下端をベンチの地盤改良部分に仮支持させるようにした方法も知られている（例えば、特許文献１参照）。これによれば、支保工の支持剛性をある程度は高めることができる。然し、支保工の支持部の地盤沈下を確実に防止することはできず、支保工の建込みをやり直さざるを得なくなることがある。
特開２０００−１２０３６９号公報 In order to eliminate such problems, conventionally, prior to excavation of the upper half, the bench ground was improved by injecting grout, and the lower end of the support work to be built after excavation of the upper half was temporarily supported by the ground improvement portion of the bench There is also a known method (see, for example, Patent Document 1). According to this, the support rigidity of the support work can be increased to some extent. However, the ground subsidence of the support part of the support work cannot be surely prevented, and the support work must be rebuilt.
JP 2000-120369 A

本発明は、以上の点に鑑み、トンネル断面を可及的速やかに閉合して、支保工の建込みのやり直しを確実に回避できるようにしたトンネル掘削方法を提供することをその課題としている。   In view of the above, an object of the present invention is to provide a tunnel excavation method in which a tunnel cross-section is closed as quickly as possible so that re-building of a support work can be avoided reliably.

上記課題を解決するために、本発明は、トンネルの切羽に、トンネル断面の天井部から左右両側部に亘るアーチ状の線に沿って所定間隔で複数本のロックボルトを打ち込むことにより第１のルーフを形成すると共に、第１のルーフより下側の切羽の部分に、トンネル断面の左右両側部に跨る、前記アーチ状の線より扁平なアーチ状の線に沿って所定間隔で複数のロックボルトを打ち込むことにより第２のルーフを形成した後、第２のルーフの形成部分より下側の切羽の部分をトンネル軸方向に所定長さ掘削する第１掘削工程と、第１掘削工程で掘削された部分の底面にインバートを築造するインバート築造工程と、切羽を第２のルーフの形成部分から第１のルーフの形成部分に亘ってトンネル軸方向に前記所定長さ掘削する第２掘削工程と、第２掘削工程で掘削された部分の天井面から左右両側面に亘りアーチ状の鋼製支保工を建込むと共に、この鋼製支保工の左右両側部の下端をインバートの左右両側部に結合する支保工建込み工程とを順に繰り返すことを特徴とする。   In order to solve the above problems, the present invention provides a first method by driving a plurality of lock bolts at predetermined intervals along an arched line extending from a ceiling section of a tunnel cross section to left and right side sections in a tunnel face. A plurality of lock bolts are formed at predetermined intervals along an arch-shaped line that is flatter than the arch-shaped line and that spans the left and right sides of the tunnel cross-section at the face portion below the first roof and forms a roof After the second roof is formed by driving, the first excavation step of excavating the face portion below the formation portion of the second roof for a predetermined length in the tunnel axis direction is excavated in the first excavation step. An invert construction step for constructing an invert on the bottom surface of the portion, and a second excavation step for excavating the face in the tunnel axial direction from the second roof formation portion to the first roof formation portion, 2 The arch-shaped steel supports are built from the ceiling surface of the part excavated in the excavation process to the left and right sides, and the lower ends of the left and right sides of the steel support are connected to the left and right sides of the invert. The construction process is repeated in order.

本発明によれば、第１のルーフでトンネル上載荷重を支持できると共に、第２のルーフにより切羽上半部の荷重を支持できるため、切羽下半部を掘削する第１掘削工程での切羽地山の崩落を防止できる。そして、第２掘削工程の前にインバートを築造するため、第２掘削工程中にインバートが十分に養生硬化する。従って、第２掘削工程後の支保工建込み工程で鋼製支保工の下端を養生硬化したインバートに結合して、トンネル断面を閉合することができる。即ち、支保工建込み工程と同時にトンネル断面が閉合されることになり、鋼製支保工を支持耐力の不足の虞のある部分に仮支持させるものと異なり、支保工の建込みをやり直す事態に陥ることを確実に回避できる。   According to the present invention, the load on the tunnel can be supported by the first roof, and the load on the upper half of the face can be supported by the second roof. Therefore, the face in the first excavation process for excavating the lower half of the face. Can prevent mountain collapse. And, since the invert is built before the second excavation process, the invert is sufficiently cured and cured during the second excavation process. Therefore, the tunnel cross section can be closed by connecting the lower end of the steel support to the cured and inverted in the support construction process after the second excavation process. In other words, the tunnel cross-section is closed simultaneously with the support construction process, and unlike the case where the steel support is temporarily supported on the part where there is a risk of lack of support strength, the construction of the support work is re-executed. You can definitely avoid falling.

また、本発明においては、インバート築造工程で、インバートの左右両側部に、第１掘削工程で掘削された部分の左右両側面に沿って第２のルーフの形成部分の左右両側部の下端と同等高さまで立上る立上り壁を形成しておき、支保工建込み工程で鋼製支保工の左右両側部の下端を立上り壁に結合することが望ましい。これによれば、第２掘削工程中に第１掘削工程で掘削された部分の側面が崩れることを確実に防止でき、有利である。   Further, in the present invention, in the invert construction process, the left and right sides of the invert are equivalent to the lower ends of the left and right sides of the formation part of the second roof along the left and right sides of the part excavated in the first excavation process. It is desirable to form a rising wall that rises to a height, and to connect the lower ends of the left and right sides of the steel support to the rising wall in the support construction process. Accordingly, it is possible to reliably prevent the side surface of the portion excavated in the first excavation step from collapsing during the second excavation step, which is advantageous.

図１及び図２を参照して、１は、砂土や砂質土等の未固結層や崩落性の高い軟岩等から成る軟弱な地山に掘削するトンネルを示している。トンネル１の掘削済みの部分の底面には、コンクリート製のインバート２が築造される。そして、トンネル１の内面に沿わせてアーチ状の鋼製支保工３を建込み、この鋼製支保工３の左右両側部の下端をインバート２の左右両側部に結合して、トンネル断面を閉合している。また、トンネル１の内面にコンクリートを吹き付けて支保コンクリート層４を形成している。更に、トンネル１の周囲の地山に、掘削した周壁面の支保用のロックボルト（図示省略）を支保コンクリート層４を通して放射状に複数打ち込むと共に、斜め前方にのびる先受け鋼管５を複数打設している。   Referring to FIGS. 1 and 2, reference numeral 1 denotes a tunnel excavated in a soft ground consisting of an unconsolidated layer such as sand or sandy soil or soft rock with high collapsibility. A concrete invert 2 is constructed on the bottom of the excavated portion of the tunnel 1. Then, an arch-shaped steel support 3 is built along the inner surface of the tunnel 1, and the lower ends of the left and right sides of the steel support 3 are joined to the left and right sides of the invert 2 to close the tunnel cross section. is doing. Moreover, concrete is sprayed on the inner surface of the tunnel 1 to form a supporting concrete layer 4. Further, a plurality of rock bolts (not shown) for supporting the excavated peripheral wall surface are radially driven through the supporting concrete layer 4 and a plurality of receiving steel pipes 5 extending obliquely forward are placed in the natural ground around the tunnel 1. ing.

ところで、軟弱な地山では、トンネル１の切羽６の掘削時に切羽６が崩れることがある。そこで、切羽６に、トンネル断面の天井部から左右両側部に亘るアーチ状の線に沿って所定間隔で複数本のロックボルト７ａを打ち込んで第１のルーフ７を形成し、更に、第１のルーフ７の形成部分より下側の切羽６の部分に、トンネル断面の左右両側部に跨る、上記アーチ状の線より扁平なアーチ状の線に沿って複数本のロックボルト８ａを打ち込んで第２のルーフ８を形成している。尚、ここでいう第１及び第２のルーフ用ロックボルト７ａ，８ａは棒状又は管状の剛性部材で構成されるものであり、必要に応じてその周囲に固化剤が注入される。   By the way, in a soft ground, the face 6 may collapse when excavating the face 6 of the tunnel 1. Therefore, a plurality of lock bolts 7a are driven into the face 6 at predetermined intervals along an arched line extending from the ceiling portion of the tunnel cross section to the left and right side portions, thereby forming the first roof 7. A plurality of lock bolts 8a are driven into the portion of the face 6 below the formation portion of the roof 7 along the arch-shaped line that is flatter than the arch-shaped line and straddles the left and right sides of the tunnel cross section. The roof 8 is formed. The first and second roof locking bolts 7a, 8a here are composed of rod-like or tubular rigid members, and a solidifying agent is injected around them as necessary.

切羽６の掘削に際しては、先ず、図１（ａ）に示す状態から第２のルーフ８の形成部分より下側の切羽６の部分を図１（ｂ）に示す如くトンネル軸方向に所定長さＬ掘削する（第１掘削工程）。この際、第１のルーフ７でトンネル上載荷重が支持されると共に、第２のルーフ８で切羽上半部の荷重が支持されるため、切羽下半部を掘削する第１掘削工程中に切羽地山が崩落することはない。   When excavating the face 6, first, from the state shown in FIG. 1A, a part of the face 6 below the portion where the second roof 8 is formed has a predetermined length in the tunnel axial direction as shown in FIG. L excavation (first excavation process). At this time, since the load on the tunnel is supported by the first roof 7 and the load of the upper half of the face is supported by the second roof 8, the face is cut during the first excavation process of excavating the lower half of the face. The natural ground will not collapse.

次に、第１掘削工程で掘削された部分の底面に、図１（ｃ）に示す如く、コンクリートを打設または吹き付けしてインバート２を築造する（インバート築造工程）。尚、インバート築造工程では、インバート２の左右両側部に、第１掘削工程で掘削された部分の左右両側面に沿って第２のルーフ８の形成部分の左右両側部の下端と同等高さまで立ち上がる立上り壁２ａを形成しておく。ここで、立上り壁２ａは、インバート２の各側部に鋼製の短尺支保工３ａを植設した後コンクリートを吹き付けることで形成される。   Next, as shown in FIG. 1C, concrete is cast or sprayed on the bottom surface of the portion excavated in the first excavation process to construct the invert 2 (invert construction process). In the invert building process, the left and right sides of the invert 2 rise to the same height as the lower ends of the left and right sides of the portion where the second roof 8 is formed along the left and right sides of the portion excavated in the first excavation process. The rising wall 2a is formed. Here, the rising wall 2 a is formed by spraying concrete after planting a steel short support 3 a on each side of the invert 2.

次に、切羽６を第２のルーフ８の形成部分から第１のルーフ７の形成部分に亘ってトンネル軸方向に上記所定長さＬ掘削する（第２掘削工程）。尚、この掘削で第２ルーフ８用のロックボルト８ａ及び第１ルーフ７用のロックボルト７ａの後部が露出する。そこで、この露出長さ分だけロックボルト７ａ，８ａを掘削後の切羽６に押し込んで次の掘削に備える。   Next, the face 6 is excavated by the predetermined length L in the tunnel axis direction from the formation portion of the second roof 8 to the formation portion of the first roof 7 (second excavation step). In this excavation, the lock bolt 8a for the second roof 8 and the rear part of the lock bolt 7a for the first roof 7 are exposed. Therefore, the lock bolts 7a and 8a are pushed into the face 6 after excavation by the exposed length to prepare for the next excavation.

次に、図１（ｄ）に示す如く、第２掘削工程で掘削した部分の天井面から左右両側面に亘りアーチ状の鋼製支保工３を建込んで、この鋼製支保工３の左右両側部の下端をインバート２の左右両側部の立上り壁２ａに結合すると共に、コンクリートの吹き付けで支保コンクリート層４を形成する（支保工建込み工程）。その後、上述した第１掘削工程とインバート築造工程と第２掘削工程と支保工建込み工程とを順に繰り返して、トンネル１の掘削を進めて行く。   Next, as shown in FIG. 1 (d), an arch-shaped steel support 3 is built from the ceiling surface of the portion excavated in the second excavation process to the left and right sides, and the left and right sides of the steel support 3 are left and right. The lower ends of both side portions are coupled to the rising walls 2a on the left and right side portions of the invert 2, and the supporting concrete layer 4 is formed by spraying concrete (supporting construction process). Thereafter, the first excavation process, the invert construction process, the second excavation process, and the support construction process are repeated in order to proceed with the excavation of the tunnel 1.

ここで、本実施形態の掘削方法によれば、第２掘削工程の前にインバート２が築造されるため、第２掘削工程中にインバート２が十分に養生硬化する。従って、第２掘削工程後の支保工建込み工程で鋼製支保工３の下端を養生硬化したインバート２に結合して、トンネル断面を閉合することができる。即ち、支保工建込み工程と同時にトンネル断面が閉合されることになる。従って、鋼製支保工を支持耐力の不足の虞のある部分に仮支持させるものと異なり、支保工の建込みをやり直す事態に陥ることを確実に回避できる。これにより工期の短縮化を図ることが可能になる。   Here, according to the excavation method of the present embodiment, since the invert 2 is built before the second excavation process, the invert 2 is sufficiently cured and cured during the second excavation process. Therefore, the tunnel cross section can be closed by connecting the lower end of the steel support 3 to the invert 2 cured and hardened in the support construction process after the second excavation process. That is, the tunnel cross section is closed simultaneously with the support construction process. Therefore, unlike the case where the steel support is temporarily supported on the portion where there is a possibility that the support strength is insufficient, it is possible to reliably avoid the situation where the support work is rebuilt. As a result, the construction period can be shortened.

以上、本発明の実施形態について図面を参照して説明したが、本発明はこれに限定されない。例えば、インバート築造工程でインバート２の左右両側部に立上り壁２ａを形成せずに、支保工建込み工程において鋼製支保工３の下端部を第１掘削工程で掘削された部分の側面に沿わせてインバート２の側部に結合することも可能である。但し、上記実施形態の如く立上り壁２ａを形成しておけば、第２掘削工程中に第１掘削工程で掘削された部分の側面が崩れることを確実に防止でき、有利である。   As mentioned above, although embodiment of this invention was described with reference to drawings, this invention is not limited to this. For example, without forming the rising walls 2a on the left and right sides of the invert 2 in the invert construction process, the lower end of the steel support 3 in the support construction process is along the side surface of the portion excavated in the first excavation process. It is also possible to couple to the side of the invert 2. However, if the rising wall 2a is formed as in the above embodiment, it is possible to reliably prevent the side surface of the portion excavated in the first excavation step from collapsing during the second excavation step, which is advantageous.

本発明の実施形態の掘削方法を示すトンネルの縦断面図。The longitudinal cross-sectional view of the tunnel which shows the excavation method of embodiment of this invention. トンネルの横断面図。The cross-sectional view of a tunnel.

符号の説明Explanation of symbols

１…トンネル、２…インバート、２ａ…立上り壁、３…鋼製支保工、６…切羽、７…第１のルーフ、７ａ…ロックボルト、８…第２のルーフ、８ａ…ロックボルト。   DESCRIPTION OF SYMBOLS 1 ... Tunnel, 2 ... Invert, 2a ... Rising wall, 3 ... Steel support, 6 ... Face, 7 ... 1st roof, 7a ... Rock bolt, 8 ... 2nd roof, 8a ... Rock bolt.

Claims (2)

トンネルの切羽に、トンネル断面の天井部から左右両側部に亘るアーチ状の線に沿って所定間隔で複数本のロックボルトを打ち込むことにより第１のルーフを形成すると共に、第１のルーフより下側の切羽の部分に、トンネル断面の左右両側部に跨る、前記アーチ状の線より扁平なアーチ状の線に沿って所定間隔で複数本のロックボルトを打ち込むことにより第２のルーフを形成した後、
第２のルーフの形成部分より下側の切羽の部分をトンネル軸方向に所定長さ掘削する第１掘削工程と、
第１掘削工程で掘削された部分の底面にインバートを築造するインバート築造工程と、
切羽を第２のルーフの形成部分から第１のルーフの形成部分に亘ってトンネル軸方向に前記所定長さ掘削する第２掘削工程と、
第２掘削工程で掘削された部分の天井面から左右両側面に亘りアーチ状の鋼製支保工を建込むと共に、この鋼製支保工の左右両側部の下端をインバートの左右両側部に結合する支保工建込み工程とを順に繰り返すことを特徴とするトンネル掘削工法。 A first roof is formed by driving a plurality of lock bolts at predetermined intervals along an arched line extending from the ceiling part of the tunnel cross section to the left and right side parts at the face of the tunnel, and below the first roof. A second roof is formed by driving a plurality of lock bolts at predetermined intervals along the arch-shaped line that is flatter than the arch-shaped line and straddles the left and right sides of the tunnel cross section at the side face. rear,
A first excavation step of excavating a portion of the face below the formation portion of the second roof in a tunnel axial direction by a predetermined length;
An invert construction process for constructing an invert on the bottom of the part excavated in the first excavation process;
A second excavation step of excavating the face in the tunnel axis direction from the second roof forming part to the first roof forming part;
An arch-shaped steel support is built from the ceiling surface of the part excavated in the second excavation process to the left and right sides, and the lower ends of the left and right sides of the steel support are connected to the left and right sides of the invert. A tunnel excavation method characterized by repeating the support construction process in order. 前記インバート築造工程で、インバートの左右両側部に、第１掘削工程で掘削された部分の左右両側面に沿って第２のルーフの形成部分の左右両側部の下端と同等高さまで立上る立上り壁２ａを形成しておき、前記支保工建込み工程で鋼製支保工の左右両側部の下端を立上り壁に結合することを特徴とする請求項１記載のトンネル掘削方法。   In the invert building process, rising walls that rise to the same height as the lower ends of the left and right side portions of the second roof forming portion along the left and right side surfaces of the portion excavated in the first excavation step, on both left and right sides of the invert 2. The tunnel excavation method according to claim 1, wherein 2a is formed, and lower ends of both left and right sides of the steel support are joined to a rising wall in the support construction process.
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JPH04357293A (en) * 1991-02-28 1992-12-10 Maeda Corp Flexible pipe and executing method thereof
JP2000120369A (en) * 1998-10-16 2000-04-25 Ohbayashi Corp Tunnel work execution method at inferior natural ground
JP2004019359A (en) * 2002-06-19 2004-01-22 Taisei Corp Natural ground reinforcing method
JP2005009182A (en) * 2003-06-19 2005-01-13 Shimizu Corp Tunnel supporting structure
JP2005016167A (en) * 2003-06-26 2005-01-20 Shimizu Corp Tunnel timbering structure and tunnel timbering method

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JPH04357293A (en) * 1991-02-28 1992-12-10 Maeda Corp Flexible pipe and executing method thereof
JP2000120369A (en) * 1998-10-16 2000-04-25 Ohbayashi Corp Tunnel work execution method at inferior natural ground
JP2004019359A (en) * 2002-06-19 2004-01-22 Taisei Corp Natural ground reinforcing method
JP2005009182A (en) * 2003-06-19 2005-01-13 Shimizu Corp Tunnel supporting structure
JP2005016167A (en) * 2003-06-26 2005-01-20 Shimizu Corp Tunnel timbering structure and tunnel timbering method

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