EP3542000B1 - Procédé de démantèlement de structures de fondation en mer - Google Patents

Procédé de démantèlement de structures de fondation en mer Download PDF

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Publication number
EP3542000B1
EP3542000B1 EP17797159.5A EP17797159A EP3542000B1 EP 3542000 B1 EP3542000 B1 EP 3542000B1 EP 17797159 A EP17797159 A EP 17797159A EP 3542000 B1 EP3542000 B1 EP 3542000B1
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EP
European Patent Office
Prior art keywords
hollow pile
hollow
pile
pressure
monopile
Prior art date
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Active
Application number
EP17797159.5A
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German (de)
English (en)
Other versions
EP3542000A1 (fr
Inventor
Niels Bijkersma
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.)
RWE Renewables Europe and Australia GmbH
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RWE Renewables GmbH
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Publication date
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Publication of EP3542000A1 publication Critical patent/EP3542000A1/fr
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Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D9/00—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof
    • E02D9/02—Removing sheet piles bulkheads, piles, mould-pipes or other moulds or parts thereof by withdrawing

Definitions

  • Offshore foundation structures typically comprise one or more foundation piles driven into the sea bed in shallow offshore waters, for example by ramming or vibrating.
  • monopiles with a diameter of 3 to 4 m are driven into the seabed to a depth of about 30 m.
  • a typical offshore wind turbine includes, for example, the aforementioned monopile, a transition piece placed on the monopile and the structure attached to the transition piece, for example as a tower structure made of a large number of pipe sections with a nacelle arranged thereon, a generator arranged in the nacelle and a rotor arranged on the shaft of the generator.
  • One aspect of the present invention relates to a method for dismantling foundation structures with at least one hollow pile, which is driven into the seabed at its leading open end, enclosing soil, the method being characterized in that the hollow pile is hydraulically extracted.
  • This is expediently hydraulic causes the hollow pile to be expelled or driven up, the weight of the hollow pile preferably being absorbed by means of a lifting device provided for this purpose.
  • a hollow pile in the sense of the present invention is, for example, a foundation pile of an offshore structure, for example in the form of a monopile to understand.
  • the hollow pile is closed at its leading end by the material that has penetrated into it.
  • the other upper end of the foundation pile may be above the waterline.
  • a transition piece, which accommodates the structure, is usually opened onto this end.
  • Means for attaching the hoist are expediently fastened to the hollow pile.
  • Fastening hooks or fastening lugs for example, can be provided as means for attaching the hoist.
  • the compressive strength of the hollow pile can be tested. It is therefore preferably provided that the application of pressure medium includes a first and second increase in pressure, the first increase in pressure being used to check the compressive strength of the hollow pile.
  • the transition piece is left on the monopile and the transition piece is sealed accordingly.
  • the monopile 1 includes a further opening in the form of a cable entry 10, which is designed as a so-called "J-tube".
  • the representation is simplified in this respect because it is understandable for the person skilled in the art that the monopile can definitely have more than just two openings. These openings would have to be sealed accordingly.
  • the cable entry 10 is sealed with a closure body 11 .
  • a connection for a fluid line designed as a high-pressure line is provided on the cover closure 5 or at another suitable point on the monopile 1 and communicates with the cavity of the monopile 1 .
  • a high-pressure line is connected to the monopile 1 via the crane ship 9 with pumps and other infrastructure. The pumps and the otherwise required infrastructure can also be provided by an additional supply ship.
  • a cylinder closed on one or both sides can also be provided as a flow limiter in the sense of the present invention.
  • This cylinder is advantageously self-centering within the monopile 1, ie. floating, arranged.
  • the centering when pressure medium is applied can be supported, for example, by providing a surface profile on the outer lateral surface of the cylinder.

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  • Engineering & Computer Science (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Foundations (AREA)
  • Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
  • Piles And Underground Anchors (AREA)

Claims (12)

  1. Procédé de démantèlement de structures de fondation en mer comportant au moins un pieu creux qui est enfoncé dans un fond marin au niveau de son extrémité avant ouverte en enfermant du sol, le pieu creux étant extrait hydrauliquement et/ou pneumatiquement, le procédé comprenant les étapes de procédé suivantes :
    a) obturation d'ouvertures du pieu creux,
    b) fixation d'un raccord pour une conduite de fluide au pieu creux, de sorte que le raccord communique avec une cavité du pieu creux,
    c) établissement d'une liaison de la conduite de fluide avec le raccord,
    d) accrochage d'un treuil au pieu creux,
    e) pressurisation du pieu creux avec de l'eau de mer filtrée en tant que milieu de pression fourni par l'intermédiaire de la conduite de fluide, et
    f) récupération du treuil au moyen d'une grue (8) lors de l'extraction du pieu creux, la grue (8) recevant la charge du pieu creux,
    dans lequel le procédé comprend, avant la réalisation de l'étape e) du procédé, une réduction d'une section transversale du pieu creux agissant hydrauliquement lors de l'étape e) du procédé dans une extrémité inférieure non encastrée du pieu creux et/ou dans lequel le pieu creux est au moins partiellement rempli d'une boue de forage pour réduire la perméabilité du fond avant ou pendant l'étape e) du procédé.
  2. Procédé selon la revendication 1, caractérisé en ce que l'étape a) du procédé comprend une obturation étanche à la pression des ouvertures au niveau d'une extrémité supérieure non encastrée du pieu creux.
  3. Procédé selon l'une des revendications 1 ou 2, caractérisé en ce que lors de l'étape e) du procédé, une force portante est générée, laquelle est supérieure au frottement superficiel entre le pieu creux et le fond qui l'entoure.
  4. Procédé selon l'une des revendications 1 à 3, caractérisé en ce que l'étape a) du procédé comprend l'introduction d'au moins un corps d'obturation ou la fixation d'au moins une obturation de recouvrement respectivement dans une extrémité supérieure et dans une extrémité inférieure non encastrée du pieu creux ou respectivement au niveau de l'extrémité supérieure et au niveau de l'extrémité inférieure non encastrée du pieu creux, la section transversale du pieu creux n'étant que partiellement obturée dans l'extrémité inférieure non encastrée.
  5. Procédé selon la revendication 4, caractérisé en ce que le corps d'obturation ou l'obturation de recouvrement est conçu comme un limiteur de débit au niveau de l'extrémité avant non encastrée du corps creux, dont le diamètre est inférieur au diamètre intérieur du pieu creux et qui forme un espace annulaire ouvert circonférentiel avec le pieu creux.
  6. Procédé selon l'une des revendications 1 à 5, caractérisé en ce qu'une chambre de flottabilité remplie d'un gaz est réalisée ou fixée dans une cavité du pieu creux ou sur le pieu creux.
  7. Procédé selon l'une des revendications I à 6, caractérisé en ce que des moyens permettant l'accrochage du treuil sont fixés au pieu creux.
  8. Procédé selon l'une des revendications I à 7, caractérisé en ce que l'étape e) du procédé comprend une première et une seconde augmentations de pression, la première augmentation de pression servant à contrôler la résistance à la pression du pieu creux.
  9. Procédé selon l'une des revendications 1 à 8, caractérisé en ce qu'un liquide et/ou un gaz sont utilisés comme milieu de pression.
  10. Procédé selon la revendication 9, caractérisé en ce qu'une boue de forage et/ou de l'eau sont utilisées comme liquide.
  11. Procédé selon la revendication 10, caractérisé en ce qu'une suspension solide/eau est utilisée comme boue de forage, laquelle comprend un ou plusieurs composants choisis dans un groupe comprenant des minéraux argileux, de la bentonite, du sulfate de baryum et des polymères.
  12. Procédé selon l'une des revendications 1 à 11, comprenant l'installation d'au moins une pompe haute pression sur une obturation de recouvrement du pieu creux.
EP17797159.5A 2016-11-16 2017-11-13 Procédé de démantèlement de structures de fondation en mer Active EP3542000B1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
DE102016222601.0A DE102016222601A1 (de) 2016-11-16 2016-11-16 Verfahren zum Rückbau von Offshore-Gründungsstrukturen
PCT/EP2017/079009 WO2018091395A1 (fr) 2016-11-16 2017-11-13 Procédé de démantèlement de structures de fondation en mer

Publications (2)

Publication Number Publication Date
EP3542000A1 EP3542000A1 (fr) 2019-09-25
EP3542000B1 true EP3542000B1 (fr) 2022-06-01

Family

ID=60293978

Family Applications (1)

Application Number Title Priority Date Filing Date
EP17797159.5A Active EP3542000B1 (fr) 2016-11-16 2017-11-13 Procédé de démantèlement de structures de fondation en mer

Country Status (3)

Country Link
EP (1) EP3542000B1 (fr)
DE (1) DE102016222601A1 (fr)
WO (1) WO2018091395A1 (fr)

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS51148206A (en) * 1975-06-13 1976-12-20 Kensetsu Kikai Chiyousa Kk Method of and apparatus for retracting steellpipe pile
JPS59130919A (ja) * 1983-01-17 1984-07-27 Okumura Constr Co Ltd 既設中空杭の撤去方法

Family Cites Families (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE1014036B (de) * 1955-07-12 1957-08-14 Mannesmann Ag Verfahren zum Loesen gerammter Stahlrohrpfaehle
US5704732A (en) 1995-11-29 1998-01-06 Deep Oil Technology Incorporated Deep water piling and method of installing or removing
KR20060079446A (ko) 2004-12-31 2006-07-06 재현토건(주) 파일의 인발저항력 저감장치 및 이를 이용한 파일인발방법
US7090434B1 (en) * 2005-05-03 2006-08-15 Cross Rentals, Inc. Caisson removal process
GB2450339A (en) * 2007-06-19 2008-12-24 Nuttall Ltd Edmund Removing hollow piles from the ground using fluid pressure
CN204475337U (zh) 2015-02-09 2015-07-15 张继红 一种孔压反力钢管桩拔桩装置
CN204898670U (zh) 2015-08-09 2015-12-23 张继红 一种孔压反力钢管桩拔桩装置与清土装置

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS51148206A (en) * 1975-06-13 1976-12-20 Kensetsu Kikai Chiyousa Kk Method of and apparatus for retracting steellpipe pile
JPS59130919A (ja) * 1983-01-17 1984-07-27 Okumura Constr Co Ltd 既設中空杭の撤去方法

Also Published As

Publication number Publication date
EP3542000A1 (fr) 2019-09-25
WO2018091395A1 (fr) 2018-05-24
DE102016222601A1 (de) 2018-05-17

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