JP2011052536A5 - - Google Patents

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JP2011052536A5
JP2011052536A5 JP2010250737A JP2010250737A JP2011052536A5 JP 2011052536 A5 JP2011052536 A5 JP 2011052536A5 JP 2010250737 A JP2010250737 A JP 2010250737A JP 2010250737 A JP2010250737 A JP 2010250737A JP 2011052536 A5 JP2011052536 A5 JP 2011052536A5
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tunnel
support
grouting
packer
rubber
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JP5103516B2 (en
JP2011052536A (en
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Priority to KR20040098686 priority
Priority to KR1020050114621A priority patent/KR100740200B1/en
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Claims (14)

  1. 大断面トンネル内に導坑を掘削する段階と、
    前記導坑内の多数の位置で先支保材を設置するために放射状に穿孔穴を形成する段階と、
    上記段階で形成された放射状の穿孔穴に先支保材を挿入した後、グラウティングする段階と、
    前記大断面トンネルの横方向に等間隔のパイプルーフをトンネルの進行方向にまず設置した後、トンネルを掘削しながらアーチ形状のスチールリブをトンネルの進行方向に設置し、前記多数のスチールリブ同士間にはスチールプレートが設置されてこれらのスチールリブを互いに結着させたのち支圧版と定着具を締め付けて圧着固定する段階と、
    前記パイプルーフとスチールプレートとの間にショートクリートを打設する段階と、を含むことを特徴とする、先支保トンネル工法。
    Drilling a shaft in a large section tunnel;
    Forming perforated holes radially to install the pre-support material at a number of locations within the guide shaft;
    After inserting the pre-support material into the radial perforated holes formed in the above step, grouting,
    First, pipe roofs that are equally spaced in the lateral direction of the large section tunnel are installed in the tunnel traveling direction, and then arch-shaped steel ribs are installed in the tunnel traveling direction while excavating the tunnel. The steel plate is installed and these steel ribs are bonded to each other, and then the pressure plate and the fixing tool are tightened and crimped and fixed,
    Placing a short cleat between the pipe roof and the steel plate, and a pre-supported tunnel construction method.
  2. 大断面トンネル内に導坑を掘削する段階と、
    前記導坑内の多数の位置で先支保材を設置するために放射状に穿孔穴を形成する段階と、
    上記段階で形成された放射状の穿孔穴に先支保材を挿入した後、グラウティングする段階と、
    前記大断面トンネルの掘削ラインに沿ってトンネルを掘削する段階と、
    を含むことを特徴とする、先支保トンネル工法。
    Drilling a shaft in a large section tunnel;
    Forming perforated holes radially to install the pre-support material at a number of locations within the guide shaft;
    After inserting the pre-support material into the radial perforated holes formed in the above step, grouting,
    Excavating a tunnel along the excavation line of the large section tunnel;
    A pre-supported tunnel construction method characterized by including:
  3. 大断面トンネル内に導坑を掘削する段階と、
    前記導坑内の多数の位置で先支保材を設置するために放射状に穿孔穴を形成する段階と、
    上記段階で形成された放射状の穿孔穴に先支保材を挿入した後、グラウティングする段階と、
    前記大斷面トンネルの掘削ラインに沿ってトンネルを掘削する段階と、
    先支保材にピース版を設置する段階と、
    前記ピース版を貫通した先支保材に支圧版を当てて定着具を締め付けて圧着固定する段階と、
    前記ピース版の背面グラウティングのために前記支圧版位置にピース版の穿孔穴を通してグラウティングを実施する段階と、
    を含むことを特徴とする、先支保トンネル工法。
    Drilling a shaft in a large section tunnel;
    Forming perforated holes radially to install the pre-support material at a number of locations within the guide shaft;
    After inserting the pre-support material into the radial perforated holes formed in the above step, grouting,
    Excavating a tunnel along the excavation line of the large surface tunnel,
    Installing a piece plate on the support material;
    A step of applying a pressure plate to the support material penetrating the piece plate and tightening the fixing tool to fix the pressure;
    Grouting through the perforated holes in the piece plate at the bearing plate position for back grouting of the piece plate ;
    A pre-supported tunnel construction method characterized by including:
  4. 前記導坑は、前記メイントンネル掘削ラインのクラウン部の半径中心点が前記導坑のクラウン部の半径中心点と一致するように前記導坑の断面を掘削することを特徴とする、請求項1から3のいずれかに記載の先支保トンネル工法。 The cross-section of the guide shaft is excavated so that a radial center point of a crown portion of the main tunnel excavation line coincides with a radial center point of the crown portion of the guide tunnel. To 3. The pre-supported tunnel construction method according to any one of 3 to 4.
  5. 大断面トンネル内に導坑を掘削する段階と、導坑内で先支保材を設置するために放射状に多数の穿孔穴を形成する段階と、この段階で形成された放射状の穿孔穴に先支保材を挿入した後、グラウティングし養生する段階と、前記大断面トンネルの掘削ラインに沿ってトンネルを掘削し、前記先支保材ごとに鉄筋で編んだトラス版を連続して設置し、トラス版を貫通した先支保材に支圧版を当てて定着具を締め付けて鉄筋トラス版を圧着固定する段階と、トラス版内にショートクリートを打設する段階とを含むことを特徴とする先支保トンネル工法。The step of excavating the shaft in the large section tunnel, the step of forming a large number of holes in the radial to install the support material in the shaft, and the support material in the radial hole formed at this stage After inserting the truss plate, grouting and curing, excavating the tunnel along the excavation line of the large section tunnel, and continuously installing truss plates knitted with reinforcing bars for each of the support materials, A pre-supporting tunnel construction method comprising a step of applying a support plate to a penetrating support material and tightening a fixing tool to fix the truss plate by crimping, and a step of placing a short cleat in the truss plate. .
  6. 前記トンネルの掘削の時、湧出水の有る場合、トンネル掘削面に排水材を設置する段階を追加することを特徴とする、請求項1から3のいずれかに記載の先支保トンネル工法。 The pre-supported tunnel construction method according to any one of claims 1 to 3, further comprising a step of installing a drainage material on a tunnel excavation surface when there is spring water at the time of excavation of the tunnel.
  7. 先支保トンネルを掘削施工するために導坑内で放射状に穿孔された穿孔穴に先支保材を挿入設置し、穿孔穴内部を加圧グラウティングする加圧グラウティング装置において、
    前記穿孔穴内の内側面にグラウティング液を注入して加圧グラウティングする中空鋼棒型先支保材と、
    前記穿孔穴の入口側に位置した中空鋼棒型先支保材の螺糸山に結合され、前記中空鋼棒型先支保材を通して前記穿孔穴の内部にグラウティング液を注入し充填した後、穿孔穴の入口をパッキングするパッカー手段と、
    を備えて構成されたことを特徴とする、加圧グラウティング装置。
    In the pressure grouting device that inserts and installs the pre-support material into the drill holes drilled radially in the guide pit to excavate the pre-support tunnel, and press grouting the inside of the drill hole,
    A hollow steel rod-type tip support material for injecting grouting liquid into the inner surface of the perforated hole and performing pressure grouting;
    After being connected to the thread of the hollow steel rod type support material positioned on the inlet side of the hole, the grouting liquid is injected and filled into the hole through the hollow steel rod type support material, and then the hole is formed. Packer means for packing the inlet of the
    A pressure grouting apparatus, comprising:
  8. 前記パッカー手段は、前記中空鋼棒型先支保材の螺糸山に結合されたドーナツ状の第1ストッパーと、
    前記第1ストッパーの一側である先支保材の螺糸山に結合され、穿孔穴の入口側に向くように設置されたゴムラッパ管を持つゴムパッカーと、
    前記ゴムパッカーの一側である中空鋼棒型先支保材の外周面に挿入され、移動しつつ前記ゴムパッカーのゴムラッパ管を前記穿孔穴の内周面に密着されるように釘状ゴムパッキングが外周面に挿入された端管と、
    前記ゴムパッキングの一側であり、また、前記端管の外周面に挿入されて釘状ゴムパッキングに一側面が引っ掛かるように前記ゴムパッキングを前記ゴムパッカーのゴムラッパ管内に密着させる役割を担うドーナツ状の第2ストッパーと、
    前記端管の一側から前記ゴムパッキングが前記ゴムパッカーのゴムラッパ管に向かって移動するように前記中空鋼棒型先支保材の螺糸山に螺合された挿入用パイプと、
    を備えて構成されたことを特徴とする、請求項7に記載の加圧グラウティング装置。
    The packer means includes a donut-shaped first stopper coupled to a thread of the hollow steel rod type support material;
    A rubber packer having a rubber trumpet tube that is coupled to a thread of a pre-support material that is one side of the first stopper and is set to face the inlet side of the perforated hole;
    A nail-like rubber packing is inserted into the outer peripheral surface of the hollow steel rod type tip support material, which is one side of the rubber packer, so that the rubber wrapper tube of the rubber packer is brought into close contact with the inner peripheral surface of the perforated hole while moving. An end tube inserted in the outer peripheral surface;
    A donut shape that is on one side of the rubber packing and plays a role of closely attaching the rubber packing to the rubber wrapper tube of the rubber packer so that one side surface is caught by the nail-like rubber packing inserted into the outer peripheral surface of the end tube The second stopper of
    An insertion pipe screwed into a thread of the hollow steel rod type support material so that the rubber packing moves from one side of the end tube toward the rubber wrapper tube of the rubber packer;
    The pressure grouting device according to claim 7, comprising:
  9. 前記パッカー手段は、前記穿孔穴の入口側である中空鋼棒型先支保材の螺糸山に結合された中空型パイプと、
    前記中空型パイプの外周面に結合され、空気を充填して前記穿孔穴の内周面を密着パッキングするエアーパッカーと、
    前記エアーパッカーの一側面に結合されたドーナツ状の第3ストッパーと、
    前記穿孔穴の入口側であるエアーパッカーの他側面に結合され、パッカー加圧ホースを通して前記エアーパッカーに空気を充填する流入口が形成されたドーナツ状の第4ストッパーと、
    から構成されたことを特徴とする、請求項7に記載の加圧グラウティング装置。
    The packer means includes a hollow pipe coupled to a thread of a hollow steel rod type pre-support material on the inlet side of the hole,
    An air packer that is coupled to the outer peripheral surface of the hollow pipe, is filled with air, and tightly packs the inner peripheral surface of the perforated hole;
    A doughnut-shaped third stopper coupled to one side of the air packer;
    A donut-shaped fourth stopper that is coupled to the other side of the air packer that is the inlet side of the perforated hole and that has an inlet for filling the air packer with air through a packer pressure hose;
    The pressure grouting device according to claim 7, comprising:
  10. 前記穿孔穴に先支保材を設置する段階で加圧グラウティングを実施することを特徴とする、請求項1から3のいずれかに記載の先支保トンネル工法。 The pre-supporting tunnel construction method according to any one of claims 1 to 3, wherein pressure grouting is performed at a stage of installing a pre-support material in the perforated hole.
  11. 大断面トンネルの導坑でメイントンネル掘削ラインまでの穿孔穴に装薬を設置し、装薬を発破することを特徴とする先支保トンネル工法。 A pre-supported tunnel construction method in which a charge is installed in a drill hole up to the main tunnel excavation line in a tunnel with a large section tunnel, and the charge is blasted.
  12. メイントンネル掘削ラインに形成された先支保材の外周面に、ポリエチレンフォームパイプを挿入し、前記先支保材の入口側端部に、破圧減衰のためのポリエチレンフォームと砂が順次込められたてん塞袋を配置し、前記てん塞袋の一側に低速爆薬の装薬と砂てん塞を繰り返してん塞して発破することを特徴とする、先支保材保護工法。 A polyethylene foam pipe is inserted into the outer peripheral surface of the pre-support material formed in the main tunnel excavation line, and polyethylene foam and sand for damaging the burst pressure are sequentially placed in the end of the pre-support material at the inlet side. A pre-support material protection construction method, comprising placing an embedding bag and repeatedly burying a low-speed explosive charge and a sand fortress on one side of the embolization bag.
  13. 先支保トンネルを掘削施工するために導坑内で、トンネルの掘削ラインに向かって放射状に穿孔穴を穿孔する穿孔装置において、
    前記導坑の長さ方向に設置された動力伝達装置を持つ本体と、
    前記本体の両側前後側に設置されてこれを支持しながら上下に高さを調節するアウト油圧リフトと、
    前記導坑の長さ方向の中心線上に位置しながら前記本体の中心部に回転可能に支持された中心軸と、
    前記中心軸の前方側一端に垂直に結合され、前記導坑の横方向に回転しながら放射状に多数の穿孔穴を穿孔する穿孔手段と、
    を備えて構成されたことを特徴とする、穿孔装置。
    In a drilling device for drilling holes in the guide shaft radially to the tunnel excavation line in order to excavate the pre-support tunnel,
    A main body having a power transmission device installed in the length direction of the guide shaft,
    Out hydraulic lift that is installed on both front and rear sides of the main body and adjusts the height up and down while supporting it,
    A central axis rotatably supported at the center of the main body while being positioned on the center line in the longitudinal direction of the guide shaft;
    Drilling means coupled perpendicularly to one front end of the central axis and drilling a large number of drilling holes radially while rotating laterally of the guide shaft;
    A perforating apparatus, comprising:
  14. 大斷面トンネルの掘削ラインに沿ってトンネルを掘削する時、排水材を設置する段階を追加することを特徴とする、請求項5に記載の先支保トンネル工法。The pre-supported tunnel construction method according to claim 5, wherein a step of installing a drainage material is added when excavating the tunnel along the excavation line of the Ominato tunnel.
JP2010250737A 2004-11-29 2010-11-09 Pre-support tunnel construction method for large section tunnel Active JP5103516B2 (en)

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KR10-2004-0098686 2004-11-29
KR20040098686 2004-11-29
KR1020050114621A KR100740200B1 (en) 2004-11-29 2005-11-29 Tunnelling method using pre-support concept and an adjustable apparatus thereof
KR10-2005-0114621 2005-11-29

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