EP1326004A1 - Verbundsegment - Google Patents

Verbundsegment Download PDF

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Publication number
EP1326004A1
EP1326004A1 EP01974837A EP01974837A EP1326004A1 EP 1326004 A1 EP1326004 A1 EP 1326004A1 EP 01974837 A EP01974837 A EP 01974837A EP 01974837 A EP01974837 A EP 01974837A EP 1326004 A1 EP1326004 A1 EP 1326004A1
Authority
EP
European Patent Office
Prior art keywords
plates
reinforcements
fixing
main
tunnel
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
Application number
EP01974837A
Other languages
English (en)
French (fr)
Other versions
EP1326004B1 (de
EP1326004A4 (de
Inventor
Hiroshi c/o Kubota Corporation SATO
Takashi c/o Kubota Corporation WATANABE
Katsuhiko c/o Kubota Corporation MUKUNO
Takafumi c/o Kubota Corporation YASUI
Kazunori c/o Kubota Corporation TSUJIMOTO
Hiroshi c/o Kajima Corporation HARA
Kunihiko c/o Kajima Corporation TAKIMOTO
Kosuke c/o Kajima Corporation FURUICHI
Kentaro c/o Kajima Corporation YOSHIDA
Yoshinobu c/o Kajima Corporation SUZUKI
Yasuyuki c/o Kajima Corporation HAYAKAWA
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.)
Kajima Corp
Kubota Corp
Original Assignee
Kajima Corp
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Kajima Corp filed Critical Kajima Corp
Publication of EP1326004A1 publication Critical patent/EP1326004A1/de
Publication of EP1326004A4 publication Critical patent/EP1326004A4/de
Application granted granted Critical
Publication of EP1326004B1 publication Critical patent/EP1326004B1/de
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/08—Lining with building materials with preformed concrete slabs
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/08—Lining with building materials with preformed concrete slabs
    • E21D11/083—Methods or devices for joining adjacent concrete segments
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
    • E21D11/04—Lining with building materials
    • E21D11/08—Lining with building materials with preformed concrete slabs
    • E21D11/086—Methods of making concrete lining segments

Definitions

  • This invention relates to a composite segment of an integral structure which is composed of a metal segment (hereinafter referred to as a steel shell) such as a steel segment, a cast iron segment and a cast steel segment also inclusive of a spheroidal graphite cast iron segment (ductile segment) and concrete filled therein, and more particularly, to a composite segment developed as a lining material of a tunnel for water channel that is used as a main sewage line, an underground flow or the like always subjected to a high internal hydraulic pressure action.
  • a metal segment hereinafter referred to as a steel shell
  • a cast iron segment such as a steel segment, a cast iron segment and a cast steel segment also inclusive of a spheroidal graphite cast iron segment (ductile segment) and concrete filled therein
  • a composite segment of an integral structure between a steel material portion and a concrete portion as described above has been widely used as a lining material of a tunnel for water channel used as a main sewage line, an underground flow or the like by reason that the composite segment enables the smooth execution of works for an inner surface of the tunnel and besides, may eliminate the need for secondary lining.
  • main beam plates 30 are disposed at the opposite sides in an axial direction Y of the tunnel, joint plates 31 are disposed at the opposite ends in a circumference direction Z of the tunnel, and skin plates 32 are also disposed at a bedrock side of the tunnel, thereby providing twenty box-shaped steel shells 33 having an arc-shaped curve with a predetermined curvature along the circumference direction Z of the tunnel.
  • main reinforcements 34 and shearing reinforcements 35 are disposed as reinforcing bars respectively in the steel shells 33 thus provided, and concrete 36 is filled therein.
  • the main beam plates 30 and the joint plates 31 have, on outer side parts thereof, joints which are engaged with each other in the axial direction Y and the circumference direction Z of the tunnel when the main beam plates 30 are attached to the joint plates 31 contiguously. Joints formed of dovetail grooves 37 provided at outer side parts of the joint plates 31 and cotters 38 engaged with the dovetail grooves 37 as shown in Fig.
  • the conventional composite segment has no particular established method as a method of fixing the main reinforcements 34 and a method of managing the shearing reinforcements 35, and also copes with a case where the steel shell 33 has a smooth surface by a means of providing projections on an inner side of the steel shell 33 and so on to unite the steel shell 33 with the concrete 36 by reason that the steel shell 33 having the smooth surface prevents the concrete 36 from having satisfactory adherence to make it difficult to provide the integral structure between the steel shell 33 and the concrete 36.
  • segments in the tunnel for water channel are always subjected to a high internal hydraulic pressure action, so that there is a fear that the inner surface of the concrete 36 is cracked or the concrete 36 is stripped.
  • the concrete 36 has been evaluated, in most cases, merely as a material for receiving a reaction force of a propulsion jack of a shield while smoothening an inner face of a shield lining body, and the main reinforcements 34 and the shearing reinforcements 35 have been also evaluated no more than a crack-proofing material for the concrete 36.
  • both of the concrete 36 and the main reinforcements 34 and the shearing reinforcements 35 have been not recognized as structural members of the lining material in most cases, and use of the above materials has been supposed to be extremely uneconomical.
  • the present invention is made for solving the above problems, and an object of the present invention is to provide a composite segment, which allows an integral structure between a concrete portion and a steel material portion and a reasonable joining between the segments, and is particularly suitable for the lining material of the tunnel for water channel.
  • the composite segment according to claim 1 is characterized in that connection parts for fixing the main reinforcements are provided on the joint plates to fix the end parts of the main reinforcements to the connection parts, and the joints are provided in two stages.
  • the steel shell used herein is, in principle, made of cast iron or cast steel also inclusive of spheroidal graphite cast iron, and the main beam plates, the joint plates and the back plates are provided in an integral structure by casting.
  • the steel shell made of steel use of another assemble method of separately forming each of the main beam plates, the joint plates and the back plates to join them together later is also conceivable.
  • both of the main reinforcements and the shearing reinforcements are disposed in the steel shell.
  • the shearing reinforcements may be omitted to allow only the main reinforcements to be disposed therein in some cases.
  • round steels, deformed bars and the like are disposed as the main reinforcements and the shearing reinforcements.
  • the composite segment according to claim 2 is characterized in that ribs having holes for fixing are projectedly provided at an inner side part of the steel shell, and hooks for fixing are projectedly provided at end parts of the shearing reinforcements, while the hooks and the holes are engaged to fix the end parts of the shearing reinforcements to the inner side part of the steel shell, and the joints are provided in two stages.
  • the ribs having the holes for fixing are, in principle, projectedly provided on the back plates, or alternatively, may be projectedly provided at inner side parts of the main beam plates.
  • the composite segment according to claim 3 is characterized in that joints formed of dovetail grooves and cotters engaged therewith are provided as a joining. It is to be noted that the joining to be used in this case may be ones based on bolting, a system of external/internal fits or the like and is not limited to any specific type of joining.
  • Figs. 1 to 6 show an embodiment of a composite segment according to the present invention.
  • main beam plates 1 are disposed at the opposite sides in an axial direction Y of a tunnel
  • joint plates 2 are disposed at the opposite ends in a circumference direction Z of the tunnel
  • back plates 3 are disposed at a bedrock side of the tunnel, respectively.
  • a plurality of longitudinal ribs 4 are disposed at predetermined intervals between the main beam plates 1, 1 at the opposite sides, and a plurality of lateral ribs 5 are disposed at predetermined intervals between the joint plates 2, 2 at the opposite ends.
  • Joints 6 which may join the mutually adjacent segments in the axial direction Y of the tunnel with each other simultaneously with the assemblage of the segments by using the principle of "hole-in-anchor", for instance, to insert one joint into the other joint in the axial direction Y of the tunnel so as to provide the tensile and shearing strengths equivalent to or more than those provided by a joining with bolts, are provided, as a joining between the mutually adjacent segments in the axial direction Y of the tunnel, at outer side parts of the main beam plates 1.
  • joints which may join the mutually adjacent segments in the circumference direction Z of the tunnel with each other simultaneously with the assemblage of the segments by using wedge-system joints formed of dovetail grooves 7 and cotters 8 engaged with the dovetail grooves 7 to insert the joints in the axial direction Y of the tunnel, are provided, as a joining between the mutually adjacent segments in the circumference direction Z of the tunnel, at outer side parts of the joint plates 2.
  • seal members 9 are mounted doubly, as a primary water-cutoff material between the mutually adjacent segments, to the outer side parts of the main beam plates 1 and the joint plates 2 so as to be placed at the opposite sides of the joints and also extend continuously in the axial direction Y of the main beam plates 1 and the joint plates 2 (i.e., continuously in the circumference direction Z of a steel shell 12 described later).
  • corrosion-proof measures such as coating and baking are applied to all joining members such as the joints 6 and the cotters 8 to provide for a case where the seal members 9 fail to provide a water-cutoff performance.
  • a plurality of projections 10 for fixing are projectedly provided, as connection parts for fixing main reinforcements 13 described later, on upper end parts of the joint plates 2 at predetermined intervals in the axial direction Y of the tunnel.
  • the most general shape of the projections 10 is considered to be rectangular as shown in the drawing.
  • the projections 10 are not limited to any particular shape, and the shape of projections 10 may be a circular one.
  • the projections 10 also may be provided in a plurality of rows and besides in a staggered arrangement without being limited to a single row arrangement.
  • a plurality of ribs 11 are projectedly provided, as fixing parts for shearing reinforcements 14 described later, on opposite side parts of the back plates 3 in the axial direction Y of the tunnel at predetermined intervals in the circumference direction Z of the tunnel, and holes 11a for fixing are provided in the ribs 11. It is to be noted that holes 5a similar to the holes 11a for fixing are also provided in the opposite ends of the lateral ribs 5.
  • the dovetail groove 7 and the cotter 8 are both shaped to have a gradually smaller diameter in the insertion direction so as to be engaged with each other in accordance with a so-called wedge system, and are also provided in two stages in a radial direction of the tunnel so as to be placed at an outer side (the bedrock side) and an inner side (the tunnel side) with a so-called neutral axis X as a boundary therebetween. Further, the joints formed of the dovetail grooves 7 and the cotters 8 are provided in and on the joint plates 2 at the opposite ends in the circumference direction Z of the tunnel so as to have a predetermined length in the axial direction Y of the tunneL
  • the joints formed of the dovetail grooves 7 and the cotters 8 as described above are provided in two stages with the neutral axis X as the boundary therebetween, it is possible to cope with an outer tensile stress state in which the surrounding earth pressure causes a tensile stress to act on the outer side of the neutral axis X, an inner tensile stress state in which the internal hudraulic pressure causes a tensile stress to act on the inner side of the neutral axis X or a whole cross-sectional tensile stress state.
  • the above joints may be considered to have an extremely reasonable joining structure particularly suitable as the joining between the segments of the tunnel for water channel.
  • the steel shell 12 having an arc-shaped curve with a predetermined curvature along the bedrock of the tunnel is provided, wherein a plurality of main reinforcements 13 and shearing reinforcements 14 are respectively disposed as reinforcing bars in the steel shell 12, and concrete 15 is filled therein.
  • the steel shell 12 is, in principle, made of cast iron or cast steel also inclusive of spheroidal graphite cast iron, and the main beam plates 1, the joint plates 2 and the back plate 3 are provided in the integral structure by casting.
  • the steel shell made of steel use of another assemble method of separately forming each of the main beam plates 1, the joint plates 2 and the back plates 3 to join them together later is also conceivable.
  • corrosion-proof measures such as corrosion margin and corrosion-proof coating are applied to the surface of the steel shell 12.
  • the plurality of main reinforcements 13 are disposed, in an arc-shaped arrangement along the circumference direction Z of the tunnel, between the joint plates 2 at the opposite ends, and end parts 13a of the main reinforcements 13 are fixed to the joint plates 2 at the opposite ends through fixing plates 16 respectively.
  • the main reinforcements 13 also may be provided in succession at need by using lap joints to connect several pieces of reinforcements in the circumference direction Z of the tunnel.
  • the fixing plates 16 are provided in a thin tie plate-like configuration continuing in the axial direction Y of the tunnel, and holes 16a capable of being engaged with the projections 10 are provided in fixing plate portions close to one side of the fixing plates at predetermined intervals in the axial direction Y of the tunnel so as to correspond to the intervals of the projections 10.
  • the end parts 13a of the main reinforcements 13 are respectively connected to fixing plate portions close to the other side of the fixing plates by welding.
  • the plurality of main reinforcements 13 and the fixing plates 16 are previously assembled in a panel-like configuration of a size equivalent to a planar shape of the steel shell 12. If a larger size is particularly required, the main reinforcements 13 and the fixing plates 16 are assembled, as shown in Fig. 4(b), into two or three parts at need in the axial direction Y of the tunnel.
  • the plurality of main reinforcements 13 and the fixing plates 16 thus assembled in the panel-like configuration are disposed in the steel shell 12, and the holes 16a of the fixing plates 16 and the projections 10 are engaged to fix the main reinforcements and the fixing plates in place in the steel shell 12.
  • the previous assemblage of the plurality of main reinforcements 13 and the fixing plates 16 allows the plurality of main reinforcements to be disposed extremely efficiently.
  • the shearing reinforcement 14 is provided in a portal configuration having a channel-like shape at the back plate 3-side (the bedrock side) by bending or the like, and hooks 14b, 14b projecting in the circumference direction Z of the tunnel are respectively provided on lower end parts of vertical parts 14a, 14a.
  • the vertical parts 14a, 14a at the opposite sides are slightly bent toward an inner side at need as shown in Fig. 5(b), for instance. This allows the main reinforcements 13 and the concrete 15 to have a higher binding force.
  • the plurality of shearing reinforcements 14 thus provided are disposed at predetermined intervals in the circumference direction Z of the tunnel so as to hold the plurality of main reinforcements 13 between the main beam plates 1,1 at the opposite sides, and the hooks 14b at the opposite ends are inserted into the fixing holes 11a of the ribs 11 or the fixing holes 5a of the lateral ribs 5 to fix the shearing reinforcements in place.
  • the main reinforcements 13 and the shearing reinforcements 14 may be provided, so that both of the main reinforcements 13 and the shearing reinforcements 14 may be evaluated not only as a mere crack-proofing material for the concrete 15 but as structural members for the composite segment equally to the steel shell 12.
  • back plates having a wave pattern makes the steel shell 12 adaptable to a configuration inclusive of one wherein a plurality of main beams are provided not only at the opposite side parts of the segment but also at the center part thereof, and besides, a plurality of longitudinal ribs are placed as a shearing reinforcement material in the steel shell 12.
  • another method of fixing the end parts 13a of the main reinforcements 13 to the joint plates 2 of the steel shell 12 may be one of projectedly providing, at the inside of the joint plates, cylindrical fixing parts (not shown) as the connection parts for fixing the main reinforcements, while providing, at the end parts 13a of the main reinforcements 13, L-shaped hooks (not shown) capable of being inserted into the fixing parts to insert the hooks into the fixing parts.
  • the fixing parts of the main reinforcements are provided at predetermined intervals in the axial direction Y of the tunnel so as to correspond to the intervals of arrangement of the main reinforcements 13.
  • connection parts for fixing the main reinforcements are provided on the joint plates of the steel shell to fix the end parts of main reinforcements to the connection parts
  • the ribs having the holes for fixing are projectedly provided on the inner side part of the steel shell
  • the hooks for fixing are projectedly provided on the end parts of the shearing reinforcements, while the holes and the hooks are engaged to fix the end parts of the shearing reinforcements to the inner side part of the steel shell.
  • the joints formed of the dovetail grooves and the cotters are provided in two stages as the joining between the mutually adjacent segments in the circumference direction Z of the tunnel, so that it is possible to cope with both of the stress states, i.e., the so-called outer tensile stress state and the so-called inner tensile stress state, and as a result, the composite segment is supposed to be particularly suitable as the lining material of the tunnel for water channel.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Structural Engineering (AREA)
  • Mining & Mineral Resources (AREA)
  • Civil Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Lining And Supports For Tunnels (AREA)
EP01974837A 2000-10-13 2001-10-12 Verbundsegment Expired - Lifetime EP1326004B1 (de)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
JP2000313806 2000-10-13
JP2000313806A JP3847072B2 (ja) 2000-10-13 2000-10-13 合成セグメント
PCT/JP2001/009010 WO2002031317A1 (fr) 2000-10-13 2001-10-12 Segment composite

Publications (3)

Publication Number Publication Date
EP1326004A1 true EP1326004A1 (de) 2003-07-09
EP1326004A4 EP1326004A4 (de) 2005-01-12
EP1326004B1 EP1326004B1 (de) 2006-05-17

Family

ID=18793162

Family Applications (1)

Application Number Title Priority Date Filing Date
EP01974837A Expired - Lifetime EP1326004B1 (de) 2000-10-13 2001-10-12 Verbundsegment

Country Status (6)

Country Link
EP (1) EP1326004B1 (de)
JP (1) JP3847072B2 (de)
KR (1) KR100565813B1 (de)
CN (1) CN1330850C (de)
DE (1) DE60119758T2 (de)
WO (1) WO2002031317A1 (de)

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1701002A1 (de) * 2005-03-10 2006-09-13 Günter Eberhardt Vorrichtung mit einem Stahlbetontübbingarmierungskorb
JP2017043884A (ja) * 2015-08-24 2017-03-02 株式会社大林組 セグメントの継手構造
JP2019056287A (ja) * 2017-09-22 2019-04-11 鹿島建設株式会社 トンネル及びトンネルの施工方法

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JP2007056453A (ja) * 2005-08-22 2007-03-08 Yokogawa Bridge Corp 床版のせん断補強鉄筋構造
KR100717390B1 (ko) * 2005-09-14 2007-05-11 박창순 굴착 터널용 조립식 프리케스트 패널
JP2009084976A (ja) * 2007-10-03 2009-04-23 Tokyu Construction Co Ltd セグメントの構造
JP4920626B2 (ja) * 2008-04-08 2012-04-18 新日本製鐵株式会社 合成セグメント
JP4949352B2 (ja) * 2008-11-04 2012-06-06 新日本製鐵株式会社 コンクリート中詰め鉄鋼製セグメントおよびトンネルの一次覆工体
JP5960942B2 (ja) * 2009-10-27 2016-08-02 株式会社Ｉｈｉ建材工業 セグメント
JP6159057B2 (ja) * 2011-04-12 2017-07-05 鹿島建設株式会社 合成系コンクリート中詰鋼製セグメント
JP2012122330A (ja) * 2012-03-28 2012-06-28 Tokyu Construction Co Ltd 合成セグメントの構造
CN103557014B (zh) * 2013-10-21 2018-03-02 上海建工地下工程技术有限公司 一种适用于矩形隧道的管片结构及其拼装方法
CN103821537B (zh) * 2014-03-12 2016-01-13 上海市机械施工集团有限公司 矩形盾构管片的拼接加工方法及其抗剪结构
CN103912286B (zh) * 2014-03-14 2016-07-06 上海市政工程设计研究总院（集团）有限公司 防止复合管片接头板发生变形的方法
JP5906277B2 (ja) * 2014-05-02 2016-04-20 株式会社Ｉｈｉ建材工業 セグメント
JP6033937B2 (ja) * 2015-09-24 2016-11-30 株式会社Ｉｈｉ建材工業 セグメント
CN105927245B (zh) * 2016-04-27 2018-10-23 中铁十二局集团安徽混凝土制品有限公司 一种新型管片钢结构骨架制造方法
JP6773279B2 (ja) * 2016-08-10 2020-10-21 清水建設株式会社 セグメントの耐火試験方法
CN109595005B (zh) * 2018-11-20 2024-04-02 山东万广建设工程有限公司 外壳先行型非开挖隧道构筑结构及施工方法
CN110056371A (zh) * 2019-05-28 2019-07-26 长安大学 一种隧道早强支护系统及其安装方法
CN110043293A (zh) * 2019-05-28 2019-07-23 长安大学 一种承插式连接的隧道早强支护系统及其安装方法

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JP3272670B2 (ja) * 1997-12-08 2002-04-08 株式会社大林組 セグメントの接合構造
JP3504490B2 (ja) * 1998-02-20 2004-03-08 株式会社大林組 セグメント及びセグメントの接合方法
JP3962478B2 (ja) * 1998-03-12 2007-08-22 大日本土木株式会社 セグメント継手およびトンネル覆工作業用のセグメント
JP3929590B2 (ja) * 1998-04-03 2007-06-13 石川島建材工業株式会社 セグメントの接合構造
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GB1502207A (en) * 1975-07-18 1978-02-22 Tsuzuki J Concrete segment

Non-Patent Citations (4)

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Title
PATENT ABSTRACTS OF JAPAN vol. 1999, no. 10, 31 August 1999 (1999-08-31) & JP 11 141287 A (NISHIMATSU CONSTR CO LTD), 25 May 1999 (1999-05-25) *
PATENT ABSTRACTS OF JAPAN vol. 1999, no. 14, 22 December 1999 (1999-12-22) & JP 11 256995 A (DAI NIPPON CONSTRUCTION), 21 September 1999 (1999-09-21) *
PATENT ABSTRACTS OF JAPAN vol. 2000, no. 08, 6 October 2000 (2000-10-06) & JP 2000 136697 A (KAJIMA CORP), 16 May 2000 (2000-05-16) *
See also references of WO0231317A1 *

Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1701002A1 (de) * 2005-03-10 2006-09-13 Günter Eberhardt Vorrichtung mit einem Stahlbetontübbingarmierungskorb
JP2017043884A (ja) * 2015-08-24 2017-03-02 株式会社大林組 セグメントの継手構造
JP2019056287A (ja) * 2017-09-22 2019-04-11 鹿島建設株式会社 トンネル及びトンネルの施工方法

Also Published As

Publication number Publication date
JP2002121999A (ja) 2002-04-26
KR20030081317A (ko) 2003-10-17
KR100565813B1 (ko) 2006-03-30
JP3847072B2 (ja) 2006-11-15
EP1326004B1 (de) 2006-05-17
CN1330850C (zh) 2007-08-08
EP1326004A4 (de) 2005-01-12
DE60119758T2 (de) 2007-05-03
WO2002031317A1 (fr) 2002-04-18
CN1469966A (zh) 2004-01-21
DE60119758D1 (de) 2006-06-22

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