EP1223306B1 - Verfahren zur bewehrung einer bodenschicht - Google Patents

Verfahren zur bewehrung einer bodenschicht Download PDF

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Publication number
EP1223306B1
EP1223306B1 EP99944870A EP99944870A EP1223306B1 EP 1223306 B1 EP1223306 B1 EP 1223306B1 EP 99944870 A EP99944870 A EP 99944870A EP 99944870 A EP99944870 A EP 99944870A EP 1223306 B1 EP1223306 B1 EP 1223306B1
Authority
EP
European Patent Office
Prior art keywords
pipe
natural ground
reinforcing
tunnel
drill
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.)
Expired - Lifetime
Application number
EP99944870A
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English (en)
French (fr)
Other versions
EP1223306A4 (de
EP1223306A1 (de
Inventor
Yoshio Mitarashi
Yukio Kakiuchi
Tsutomu Matsuo
Toru Haba
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
KFC Ltd
Original Assignee
KFC Ltd
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Publication date
Application filed by KFC Ltd filed Critical KFC Ltd
Priority to PT99944870T priority Critical patent/PT1223306E/pt
Publication of EP1223306A1 publication Critical patent/EP1223306A1/de
Publication of EP1223306A4 publication Critical patent/EP1223306A4/de
Application granted granted Critical
Publication of EP1223306B1 publication Critical patent/EP1223306B1/de
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E21D20/02—Setting anchoring-bolts with provisions for grouting
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
    • E21B7/00—Special methods or apparatus for drilling
    • E21B7/20—Driving or forcing casings or pipes into boreholes, e.g. sinking; Simultaneously drilling and casing boreholes
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/001—Improving soil or rock, e.g. by freezing; Injections
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
    • E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for

Definitions

  • the injection type long fore-piling construction method (AGF method or tube umbrella method) is an example of such a natural ground fore-piling construction method.
  • AGF method or the tube umbrella method using a drill jumbo or the like for tunnel excavation, drilling is performed using a diameter widening drill bit attached at the tip end of a drill rod and having a size larger than the size of a steel pipe as water is flushed from the rock drill, steel pipes having a size of about 3 m are sequentially supplied and connected by the double-pipe method as the drilling work proceeds, and the steel pipes are placed for a long length.
  • the steel pipes placed for a prescribed length are laid in the ground, and a solidifying material is injected into the surrounding ground through the steel pipes, so that the ground is more stabilized.
  • the steel pipes are placed at prescribed intervals using the lower end of the steel tunnel support in the immediate vicinity of the stall F as a ruler without providing a width-expanded section in the tunnel cross section and steel pipes are used for the entire length except for the pipe at the terminal end.
  • a drill rod having a base end portion mounted to a rock drill and having a drill bit mounted at its tip end is stored in a pipe, drilling is performed into natural ground in a prescribed position at the outer periphery of the stall and/or the face in excavation of a tunnel or the like while sequentially supplying and connecting the pipes and drill rods, the pipe being propelled and placed into the natural ground as the drill bit advances, the pipes are laid as a reinforcing pipe in a prescribed position in the natural ground, upon or after placing the pipe, the drill rod is pulled out and retracted and then a solidifying material is injected into the surrounding natural ground through the pipe to reinforce the natural ground, characterized in that the pipe is made of fiber reinforced resin, that a ring bit having a drilling function and having a diameter larger than the outer diameter of the pipe is provided just after the end of pipe and outside the pipe, and that the pipe detachably engaging directly or indirectly with the drill bit is drawn into the natural ground by the drill bit.
  • Fig. 4 shows an example of how the reinforcing pipes 11 for carrying out the method are connected.
  • the headmost pipe, the following intermediate pipes, and the terminal pipe are glassfiber reinforced resin pipes having an outer diameter of 70 mm, an inner diameter of 60 mm, and a length of 3 m.

Landscapes

  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Geology (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Environmental & Geological Engineering (AREA)
  • Soil Sciences (AREA)
  • Structural Engineering (AREA)
  • Physics & Mathematics (AREA)
  • Fluid Mechanics (AREA)
  • Excavating Of Shafts Or Tunnels (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
  • Lining Or Joining Of Plastics Or The Like (AREA)
  • Bridges Or Land Bridges (AREA)
  • Working Measures On Existing Buildindgs (AREA)

Claims (7)

  1. Bodenverstärkungsverfahren, wobei eine Bohrstange (22), die einen Unterlagenendbereich aufweist, der an einem Gesteinsbohrer (23) angebracht ist, und einen Bohrkopf (22a) aufweist, der an ihrem Spitzenende angebracht ist, in einem Rohr (11) untergebracht ist, wobei das Bohren in den Boden an einer vorbestimmten Position im äußeren Randbereich der Kammer und/oder der Außenseite bei der Grabung eines Tunnels oder dergleichen durchgeführt wird, während nacheinander die Rohre (11) und die Bohrstangen (22) zugeführt und verbunden werden, wobei das Rohr (11) mit dem Vortrieb der Bohrstange (22) vorwärts getrieben und in den Boden gebracht wird, wobei das Rohr (11) als ein Verstärkungsrohr (11) in einer vorbestimmten Position in den Boden gelegt wird, wobei beim oder nach dem Einbringen des Rohres (11) die Bohrstange (22) ausgezogen und eingezogen wird und dann ein Verfestigungsmaterial in den umgebenden Boden über das Rohr (11) eingespritzt wird, um den Boden zu verstärken,
       dadurch gekennzeichnet, dass das Rohr (11) aus faserverstärktem Harz hergestellt ist, dass ein Ringbohrer (20), der eine Bohrfunktion aufweist und der einen Durchmesser aufweist, der größer als der äußere Durchmesser des Rohres ist, gerade noch hinter dem Ende des Rohres (11) und außerhalb des Rohres (11) angebracht ist, und dass das Rohr (11), das abnehmbar direkt oder indirekt in Eingriff mit dem Bohrkopf (22a) ist, in den Boden durch den Bohrkopf (22a) getrieben wird.
  2. Bodenverstärkungsverfahren nach Anspruch 1, wobei der Tunnel nach vom in den verstärkten Boden gegraben wird, wobei das Verstärkungsrohr (11), das in dem Tunnelraum freiliegt, der zu der Zeit gebildet wird, nacheinander weggeschnitten wird, während eine Tunnelunterstützung (12) entlang der inneren Oberfläche des Tunnels aufgebaut wird, wobei das Rohr (11) vorgetrieben und in den Boden gebracht wird, während das Rohr (11) zu der Vorderseite in einem vorbestimmten Winkel zu der Grabungsvortriebsrichtung von dem Tunnelraum auf der inneren Seite als den schon gebauten Tunnelunterstützungen (12) gerichtet ist.
  3. Bodenverstärkungsverfahren nach Anspruch 1, wobei das Rohr (11) vorgetrieben und in den Boden von der Oberfläche zu der Vorderseite in der Grabungvortriebsrichtung des Tunnels gebracht wird und wobei das eingebrachte Verstärkungsrohr (11) mit einer Anzahl von Rohren (11) nacheinander weggeschnitten und vollständig im Verlauf der Grabung entfernt wird.
  4. Bodenverstärkungsverfahren nach Anspruch 1, dadurch gekennzeichnet, dass das Rohr (11) aus Harz und Verstärkungsfasern hergestellt ist, wobei das Harz ungesättigter Polyester, Epoxid, Vinyläther oder dergleichen und die Verstärkungsfasern Glassfasern, Kohlefasem oder Aramidfasem oder dergleichen sind.
  5. Bodenverstärkungsverfahren nach Anspruch 1, dadurch gekennzeichnet, dass an dem Verstärkungsrohr (11) der Ringbohrer (20) angebracht ist, der eine Bohrfunktion an seinem Spitzenende aufweist, und es eine Anzahl von Rohren (11) enthält, die an beiden Enden ein Gewinde aufweisen und die miteinander verbunden werden können, wobei ein Klebemittel an die Gewindeteile bei der Verbindung angebracht wird und dann eine Muffe (25) für die Verbindung verwendet wird.
  6. Bodenverstärkungsverfahren nach Anspruch 1, dadurch gekennzeichnet, dass das Verstärkungsrohr (11) aus einem Rohr (11) mit einer Auslassöffnung (11c) für ein Einspritzmaterial hergestellt ist und einen inneren Durchmesser in dem Bereich von 60 mm bis 120 mm und eine Länge in dem Bereich von 1 m bis 12 m aufweist.
  7. Bodenverstärkungsverfahren nach Anspruch 1, dadurch gekennzeichnet, dass, wenn das Verstärkungsrohr (11) vorgetrieben wird, der Unterlagenendbereich der Bohrstange (22) an dem Gesteinsbohrer (23) über einen Dreharm (33) angebracht ist, der ein Einspritzmaterial zuführen kann, wobei ein zementbasiertes Einspritzmaterial über den Dreharm (33) gespült wird, um den Boden in der Umgebung des Verstärkungsrohres (11) zu verstärken, und wobei das Verstärkungsrohr (11) in einer vorbestimmten Position in den Boden gelegt wird.
EP99944870A 1999-09-28 1999-09-28 Verfahren zur bewehrung einer bodenschicht Expired - Lifetime EP1223306B1 (de)

Priority Applications (1)

Application Number Priority Date Filing Date Title
PT99944870T PT1223306E (pt) 1999-09-28 1999-09-28 Processo para reforco de terreno natural

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
PCT/JP1999/005293 WO2001023711A1 (fr) 1998-07-16 1999-09-28 Procede de renforcement des sols

Publications (3)

Publication Number Publication Date
EP1223306A1 EP1223306A1 (de) 2002-07-17
EP1223306A4 EP1223306A4 (de) 2003-01-02
EP1223306B1 true EP1223306B1 (de) 2005-07-27

Family

ID=14236825

Family Applications (1)

Application Number Title Priority Date Filing Date
EP99944870A Expired - Lifetime EP1223306B1 (de) 1999-09-28 1999-09-28 Verfahren zur bewehrung einer bodenschicht

Country Status (5)

Country Link
EP (1) EP1223306B1 (de)
AT (1) ATE300662T1 (de)
DE (1) DE69926410T2 (de)
ES (1) ES2245119T3 (de)
WO (1) WO2001023711A1 (de)

Families Citing this family (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN100513708C (zh) * 2006-11-24 2009-07-15 浙江理工大学 既有建筑地基横向加筋灌浆托换方法
ITRM20130034A1 (it) * 2013-01-21 2014-07-22 Giampaolo Capaldini Metodo e sistema di stabilizzazione di un fronte di scavo.
WO2016183645A1 (pt) * 2015-05-15 2016-11-24 Dos Santos Márcio Processo e dispositivo para tratamento de túneis através de enfilagens tubulares auto-revestidas e auto-injetáveis
US9840913B1 (en) 2015-10-22 2017-12-12 X Development Llc Device, system and method for reinforcing a tunnel
CN106285525B (zh) * 2016-09-26 2018-11-16 湖南文理学院 一种使用双曲柄滑块变胞机构的钻车粗滤联动排渣装置
CN106194174B (zh) * 2016-09-26 2018-01-30 湖南文理学院 一种钻车粗滤器变胞联动排渣装置
CN106194175B (zh) * 2016-09-26 2018-03-02 湖南文理学院 串联多杆变胞钻车联动粗滤排渣装置
CN106351595B (zh) * 2016-09-26 2018-11-16 湖南文理学院 混联多杆变胞钻车联动排渣装置
CN106437571B (zh) * 2016-09-26 2018-08-14 湖南文理学院 一种使用多杆变胞机构的钻车粗滤联动排渣装置
CN107143338B (zh) * 2017-06-28 2018-12-25 陕西煤业化工技术研究院有限责任公司 一种煤矿巷道掘进及支护方法
CN107842384A (zh) * 2017-12-18 2018-03-27 中国矿业大学 一种中空螺旋锚杆的同步锚及钻锚方法
CN108412518B (zh) * 2018-05-11 2024-03-29 沈阳建筑大学 一种具有定向定层注浆功能的双套筒钻杆及其施工方法
CN112065463A (zh) * 2020-09-14 2020-12-11 嘉兴博睿创业服务有限公司 用于隧道施工的隧道导管顶进装置

Family Cites Families (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS58176195U (ja) * 1982-05-18 1983-11-25 石川島播磨重工業株式会社 管埋設装置
JP3465071B2 (ja) * 1995-06-19 2003-11-10 株式会社ケー・エフ・シー トンネルの長尺先受工法及びその長尺先受パイル
JP3251485B2 (ja) * 1995-12-28 2002-01-28 株式会社カテックス 自穿孔ボルト
JPH10212893A (ja) * 1997-01-31 1998-08-11 Ohbayashi Corp 地山削孔工法における排土方法
JP3198087B2 (ja) * 1997-12-12 2001-08-13 株式会社大林組 水抜き工法
JP3030012B2 (ja) * 1997-12-19 2000-04-10 株式会社ササキ技建 無拡幅鋼管先受式掘削方法

Also Published As

Publication number Publication date
DE69926410T2 (de) 2006-05-24
ES2245119T3 (es) 2005-12-16
EP1223306A4 (de) 2003-01-02
DE69926410D1 (de) 2005-09-01
ATE300662T1 (de) 2005-08-15
WO2001023711A1 (fr) 2001-04-05
EP1223306A1 (de) 2002-07-17

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