EP2674532B1 - Procédé et système de fondation d'une construction offshore - Google Patents

Procédé et système de fondation d'une construction offshore Download PDF

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Publication number
EP2674532B1
EP2674532B1 EP12172300.1A EP12172300A EP2674532B1 EP 2674532 B1 EP2674532 B1 EP 2674532B1 EP 12172300 A EP12172300 A EP 12172300A EP 2674532 B1 EP2674532 B1 EP 2674532B1
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EP
European Patent Office
Prior art keywords
vertical pipe
column
column element
lifting
vertical
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.)
Not-in-force
Application number
EP12172300.1A
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German (de)
English (en)
Other versions
EP2674532A1 (fr
Inventor
Martin Schütze
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.)
Aug Prien Bauunternehmung & Co KG GmbH
Aug Prien Bauunternehmung (gmbh & Co Kg)
Freytag Ludwig & Co KG GmbH
Ludwig Freytag & Co KG GmbH
Original Assignee
Aug Prien Bauunternehmung & Co KG GmbH
Aug Prien Bauunternehmung (gmbh & Co Kg)
Freytag Ludwig & Co KG GmbH
Ludwig Freytag & Co KG GmbH
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 Aug Prien Bauunternehmung & Co KG GmbH, Aug Prien Bauunternehmung (gmbh & Co Kg), Freytag Ludwig & Co KG GmbH, Ludwig Freytag & Co KG GmbH filed Critical Aug Prien Bauunternehmung & Co KG GmbH
Priority to EP12172300.1A priority Critical patent/EP2674532B1/fr
Priority to DK12172300.1T priority patent/DK2674532T3/da
Publication of EP2674532A1 publication Critical patent/EP2674532A1/fr
Application granted granted Critical
Publication of EP2674532B1 publication Critical patent/EP2674532B1/fr
Not-in-force legal-status Critical Current
Anticipated expiration legal-status Critical

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • E02B17/02—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor placed by lowering the supporting construction to the bottom, e.g. with subsequent fixing thereto
    • E02B17/021—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor placed by lowering the supporting construction to the bottom, e.g. with subsequent fixing thereto with relative movement between supporting construction and platform
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • E02B17/04—Equipment specially adapted for raising, lowering, or immobilising the working platform relative to the supporting construction
    • E02B17/08—Equipment specially adapted for raising, lowering, or immobilising the working platform relative to the supporting construction for raising or lowering
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D23/00—Caissons; Construction or placing of caissons
    • E02D23/02—Caissons able to be floated on water and to be lowered into water in situ
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/42—Foundations for poles, masts or chimneys
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • E02B2017/0039—Methods for placing the offshore structure
    • E02B2017/0043—Placing the offshore structure on a pre-installed foundation structure
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • E02B2017/0056—Platforms with supporting legs
    • E02B2017/0069—Gravity structures
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B17/00—Artificial islands mounted on piles or like supports, e.g. platforms on raisable legs or offshore constructions; Construction methods therefor
    • E02B2017/0056—Platforms with supporting legs
    • E02B2017/0073—Details of sea bottom engaging footing
    • E02B2017/0086—Large footings connecting several legs or serving as a reservoir for the storage of oil or gas

Definitions

  • the invention relates to a method and a system for the foundation of an offshore structure to be erected with a building section at a predetermined installation height above the water surface or the prevailing sea level there.
  • the foundation system according to the invention can be in particular a gravity-foundation system.
  • offshore structures are to be understood as meaning all buildings which are erected or erected in the sea and there in a zone with permanently present seawater.
  • the term "offshore” chosen here is not to be construed in accordance with the strict sovereign interpretation with reference only to those areas which are outside the coastal waters area belonging to the riparian state. Rather, offshore structures according to this invention explicitly include such structures that are within the territorial waters of the coastal state belonging to the riparian state.
  • Typical such offshore structures which have been known for a long time and are being built both inside and outside the sovereign coastal waters of the riparian states, are drilling and working platforms of the oil and gas industry. Recently, plants for the generation, processing and distribution of wind energy, which are built at sea, are gaining significantly Importance. In large wind farms erected at sea, such as the alpha ventus park built in the North Sea, this is not just a matter of wind turbines. Rather, other interconnected with the individual wind turbines components are housed in offshore structures, eg converter systems in corresponding converter platforms. Also, there are pure residential and recreational platforms built at sea, which for example serve to accommodate service and maintenance technicians in the immediate vicinity of maritime facilities, such as wind turbines, during the work process.
  • foundations are known that work with the mere weight of a heavy foundation element, so-called gravity foundations, without in this case an additional connection to the seabed by driving in foundation constituents (for example, piles) consult.
  • the offshore structures to be built at sea often have to be erected with certain building sections above a minimum height at a predetermined building height. This applies, for example, to areas with residential containers set up therein (residential platforms), areas with sensitive technology (in particular electronics and electrics) and the like.
  • the distance to the water surface is determined in particular by fluctuations in the sea level due to Tiedeschulen and expected maximum wave heights, as they in strong winds or storms or because of other natural events are to be expected. In the case of such a high swell technically sensitive equipment and thus a supporting this building section or should Residential container with possibly still accommodated persons or work platforms are not to be washed over.
  • the inverter platform itself is typically not created in the harsh environment at sea. Rather, it is completed on land and shipped as a finished component or as a finished structure section to the site. This is typically done by ship freight with so-called transport barges. If such a converter platform is then applied to already projecting in height, ending in the construction height columns or columns, so either a correspondingly high transport barge must be provided with the problem of a high center of gravity and a risk of tipping and the problem of costly construction of a corresponding barge , or but it must be provided at sea, a corresponding crane that can lift the tons of heavy load of such a building section and spend in the relatively large building height. Although such cranes exist as ship cranes, but are available only in extremely small numbers and therefore expensive in use and associated with the use of very long waiting times, resulting in further costs in the overall project of construction of an offshore construction by appropriate delay.
  • the inventors have set itself the task of specifying a method and a system for the establishment of an offshore structure, which is to be erected with a building section at a predetermined installation height above the water surface, and the process and the system be designed such that in particular a Spend of the building height to be built in the building height up to the installation height with relatively simple and inexpensive means is possible without requiring special cranes or special transport barges are required with high structures, and the Connection of the building height to be arranged in the building section to the foundation can be done with relatively simple means.
  • the method and the foundation system should be advantageously designed so that a complete dismantling of the foundation is possible and this even after a very long use of the offshore construction site.
  • This method according to the invention has the particular advantage that the building section, which is to be spent up to the installation height, e.g. an onshore prefabricated inverter platform for the conversion of electrical AC voltage generated with wind turbines, can be spent without the use of a ship's crane and without the use of special high-built transport barges up to the installation height and connected there with the foundation. Because the supernatant of the open end of the vertical tube of the lowered base element above the water surface must be sufficient only so far that caused by during the construction phase by swell or ship movements waves do not reach the top of this open end and water enters the interior of the tube.
  • a height of the order of a few tens of meters (typically one to seven meters, for example five meters) is sufficient.
  • a corresponding platform or other structure section can be conveniently spent with a common transport barge without high bodies and driven over the vertical tube. Then, such a platform can then be drained, for example, by flooding of ballast spaces in the transport barge and lowering the same and placed on the upper end of the vertical tube.
  • the building section on the upper end of the vertical tube itself in particular on a there formed by the vertical tube circumferential, flared widened ring edge can be discontinued. Equally - and this falls within the meaning of the invention under a "settling of the building section on the upper edge of the vertical tube" - the building section can also on a projecting beyond the level of the uppermost edge of the vertical tube End of the column element are discontinued. If the settling done, it can be done by lifting the column member and displacing the same relative to the vertical tube lifting the building section up to the construction height. Finally, in order to fix the structure section at the erection level, the column element is fixed to the vertical tube.
  • vertical tube and pillar element thus forms a total support for lying in the building height building section and at the same time the connection to the actual foundation, which is due to the base element.
  • the base element itself can get the foundation alone because of its mass (for example, a weight of several tens of thousands of tons).
  • the base element can also be anchored with appropriate connections in the seabed, for example by buoymende anchoring elements.
  • preference is given to a pure gravity foundation, since this is easier to remove again in the case of dismantling.
  • the base element Before lowering the base element may - and will usually - a step of the preparation of the seabed at the site of the base element lie.
  • the seabed is typically first dredged to an excavation and preparatory plan worked.
  • a corresponding receiving bed for example, a gravel bed, then introduced, leveled and deposited thereon, the base element.
  • a corresponding receiving bed for example, a gravel bed
  • the base element itself is typically completed on land and must then be transported by sea to the sinking point of the foundation.
  • the base element is designed as a buoyant pontoon and that this thus initially floating is brought to the point at which it is to be lowered, wherein the lowering is done by flooding of ballast spaces in the pontoon.
  • the pontoon-like base element can be spent, for example, by means of conventional tugboats (tractor) to the site of the offshore construction and then lowered there controlled by flooding the Ballastschreib.
  • the base element with upwardly projecting or upwardly projecting vertical tube (s), ie in an orientation, as it consists after lowering the base element, are brought to the installation site.
  • the building section when the building section is placed directly on the upper end of the vertical tube, that is not on a free end of the column member, it is advantageous if provided as in a further development of the invention, to this upper end of the vertical tube, for example, a circumferential ring edge, previously buffer or damper elements are placed.
  • the building section for example a converter platform or a living platform, can then be set down on these buffer or damper elements without damaging the substructure onto which it is set down. After lifting the column element, when the buffer or damper elements are exposed, they can be removed again and recycled at another site.
  • a buffer or damper element is advantageously placed, for example, an elastomer buffer. This typically remains permanently in the connection between the upper end of the column member and an underside of the building section supported thereon.
  • the lifting of the column element can in principle be undertaken by various possible means and by various suitable methods.
  • the use of spindle or hydraulic lifts for this purpose conceivable.
  • lifting according to a particular embodiment of the invention advantageously takes place by means of at least one strand lifter, in particular by means of a plurality of strand lifters distributed along the circumference of the vertical tube.
  • Strand jacks are particularly suitable for lifting heavy loads as they allow them to lift reliably.
  • a controller will be provided which coordinates the lifting movements of the individual strand jacks with each other, to achieve a uniform and vertical lifting of the column member relative to the vertical tube.
  • the strand jacks can be placed in particular in an externally accessible upper portion of the vertical tube, for example, on appropriate brackets and - including the Hublitzen - removed after successful setting of the column member on the vertical tube and used for a further use.
  • an active circumferential guidance can take place, in particular by means of radially to the column member Andrückbarer sliding and guide elements.
  • a specifiable force can be exerted on the sliding and guiding elements in order to keep the column element aligned with its longitudinal axis in the vertical direction and to ensure a jam-free lifting without tilting.
  • corresponding slide and guide elements can be arranged in at least two sections arranged vertically one above the other, so as to ensure an even better alignment of the longitudinal axis of the column element during the lifting process.
  • the setting of the column member is relative to the vertical tube releasably, in particular by means of screw.
  • Such screw can on the one hand safely absorb the weight in the vertical direction of the column element itself and resting on the building section, they can on the other hand (assuming appropriate maintenance and sealing against corrosive influences) even after decades solve again for a simple dismantling.
  • the above-mentioned circumferential guides are provided, these can also be fixed to the column element at the end of lifting with a defined pressing force, in order to relieve corresponding actuators that have been used during lifting in order to apply the adjustable pressing force.
  • this fixation is releasably, whereby also screw can be selected here.
  • screw can be selected here.
  • welds are possible, which - with appropriate design - are also solvable by later with appropriate tools (for example, cutting discs or cutting torches) are released again.
  • Also used to operate the sliding and guide elements or to move the same used in the radial direction of the column member actuators can be removed and removed at the end of the erection process to reuse them on other sites and thus to save costs.
  • an annular gap between the vertical tube and the upper end of this emerging column member waterproof sealed.
  • existing connections for example those for fixing the column element to the vertical tube in the raised position
  • corrode and no longer - at least not simply - released at the time of a later dismantling can be.
  • the structures required for example, for attaching the strand jacks or other lifting mechanisms, which are required in case of dismantling for lowering the column member as well as in the case of the structure for lifting.
  • the method according to the invention is in particular not limited to the fact that only a vertical tube with a column element arranged therein is arranged on the base element. Rather, two or more of such vertical tubes may be provided, each with a column member disposed therein, wherein the building section to be arranged in the installation height is then deposited on all upper ends of the vertical tubes (this in turn also includes settling on possibly protruding from these upper ends free ends of the column elements ) and is transported by lifting all column elements relative to the vertical tubes in the installation height.
  • corresponding lifting mechanisms for all column elements are coupled to each other via a controller such that a uniform and in alignment, in particular a horizontal orientation, the building section constant lifting is guaranteed and it does not come in particular to a tilting due to an inclination of the building section.
  • Corresponding controls are known in the art and already implemented, so need not be explained in detail here.
  • the upper ends of the vertical tubes or protruding from the upper ends of the column elements should span a substantially horizontal plane.
  • the upper ends of the vertical tubes and the positions of the upper end faces of the column elements should naturally emulate the corresponding profile when receiving the building section.
  • Part of the foundation system are advantageously stranded jacks, which can be temporarily arranged and fixed there with Litzenantrieben on in the upper region of the vertical tube on the inside and on the wall mounting brackets and the Hublitzen, which with a free end at at a lower portion of the column member arranged stop devices can be struck.
  • Such a configuration of the means for lifting the column member has the advantages already described above, bring the strand jacks with it.
  • the strand jacks are temporarily usable and removable after lifting and in other ways carried out by the strand jacks setting the pillar element relative to the vertical tube, but can be arranged again, for example, to lower the pillar element again lowered into the vertical tube for retrieving the building section from the construction height.
  • the foundation system may further comprise buffer and damper elements, which can be temporarily applied to an upper edge of the vertical tube and removed again after the building section has been moved to the installation height.
  • at least one buffer element is advantageously arranged on the upper end face of the column element, on which rests the building section, even after completion of the assembly work, when the building section is in the building height and resting on the upper end of the column member. With this upper end face of the building section may also be connected with other suitable means, for example screwed or welded.
  • the foundation system also advantageously has connection structures for releasably connecting the column element to the vertical tube and fixing the former in its raised state.
  • this can be, for example, by corresponding aligned holes on corresponding elements of the vertical tube and the column member guided threaded rods and fittings.
  • corresponding jaws can be brought to the periphery of the column member and fixed there with a certain contact pressure, for example, screwed and welded or otherwise, with a solvability should be respected here for a simple dismantling.
  • the column member guide and sliding elements may be provided which are adjustable in particular by means of actuators in their directed to the column member pressure force.
  • Such guide and sliding elements may in particular also be present in two levels arranged horizontally one above the other. About this can be applied by means of the actuators during lifting an adjustable and predetermined guide force, which also provides the correct orientation of the column member with its longitudinal axis to the vertical, on the column member.
  • these guiding and sliding elements can at the same time obtain a lock in the horizontal direction even after complete lifting of the column element by be clamped with a predetermined pressure against the exterior of the column member and fixed there (see above description of the releasable fixation).
  • the column element is likewise tubular and there are inspection accesses to the interior of the vertical tube and also of the column tube.
  • Corresponding access audits can also be performed to the extent that they allow an exit at the top of the pillar element, so that this access can allow for access to the remote at the upper end of the pillar element structure section itself, for example, after landing on the building of See here.
  • access may be made, for example, by a peripheral edge at the top of the vertical tube, here e.g. may have a secured by appropriate security grid or railing or the like to the sea.
  • the foundation system of the invention may, in particular in horizontally-projecting building sections to be installed at the erection level, not only one, but may comprise two or more and preferably more than two vertical tubes fixedly connected to the base element and in which in each case a height-displaceable with respect to the vertical tube column member is arranged with a corresponding connection for lifting means for lifting each of the column elements.
  • the base element together with the one or more vertical tube (s) arranged thereon as buoyant, in particular pontoon-like, element with ballast spaces, this element being filled by the ballast spaces with a ballast medium, in particular Seawater, which can be lowered to the seabed.
  • a ballast medium in particular Seawater
  • the base element can thus spent swimming to the place of use and lowered there by flooding the ballast chambers to the seabed, where it then forms the actual foundation.
  • the base element a secure foundation already due to its high weight (for example, 40,000 tons) condition. But it can also be anchored for a secure foundation in addition to other anchoring elements in the seabed, eg with piles or the like.
  • the base element and the vertical tubes formed thereon are integrally formed of concrete, in particular steel-reinforced concrete and is the column member or the column elements are formed with an outer metal, in particular steel wall.
  • the column elements can be designed in particular as steel tubes.
  • this sealing means for sealing the annular gap between the inner wall of at least one vertical tube and the outer wall of the column member disposed therein at the upper end of the vertical tube and in the raised position of the column member.
  • Corresponding sealing means can, provided there is access to an interior to be sealed, also be provided for the sealing of the transition between the upper end face of the column member and the construction section placed thereon.
  • This seal which are applied in particular after the erection of the offshore structure, prevents ingress of water into these spaces and thus corrosion on these sections. In this way - assuming appropriate maintenance and care of the elements - it can be ensured that even after years of use of the structure, a controlled dismantling by "backward unwinding" of the steps taken during the construction is possible.
  • FIG. 1 First, an example of a fully built offshore structure 1 is shown, which has a foundation system according to the invention for connection to the subsurface at sea and has been constructed with a method according to the invention for forming such a foundation with respect to the foundation.
  • the offshore structure 1 contains a building section 2, which is set up and erected at a construction height h E above the waterline W.
  • This building section 2 may in particular be a converter platform for converting electrical energy generated by offshore wind turbines, but it may also include a different structure and function, for example a residential platform for accommodating marine and maintenance personnel, a work platform or the like.
  • the building section 2 rests on a foundation structure 3, which contains a pedestal element 4 set down on the seabed M.
  • the base element 4 comprises a base 5 which is plate-shaped in this exemplary embodiment, but which can in principle also accommodate other shapes, but which always serves to support it on the seabed M or on a substructure previously attached there.
  • Arranged on the base 5 and in particular integrally connected thereto are vertical tubes 6, which run substantially vertically and are located above the waterline W with their upper, open ends 7.
  • the base element 4 is placed with its base 5 on a gravel bed 8, which has been set up in a previously excavated on the seabed M pit and worked plan. At its side regions, the base element 4 is surrounded by a scour protection 9.
  • Fig. 1 the trajectory of a design wave, which is used in the design of the erection height h E , is entered with B.
  • This design wave indicates a maximum wave height to be expected according to predetermined probability criteria for which the offshore structure 1 is designed and in which, in particular, the construction section 2 still has to protrude safely out of the turbulent sea, ie the water and without flooding.
  • This design wave B thus has an immediate influence on the determination of the installation height h E.
  • a dip pipe is indicated, which is lowered from the building section 2 in the seawater and is used for the suction of seawater for the purpose of cooling of arranged in the building section 2 to be cooled components.
  • 12 indicates a cable guide, which enters laterally into the base 5 of the base element 4, extends through the interior of a vertical tube 6 and the support column 10 arranged therein up to the building section 2.
  • this cable guide 12 for example, an incoming power cable can be guided, which feeds electrical energy generated by a wind turbine connected to a converter platform as a building section 2 to the inverter platform.
  • FIGS. 2 and 3 is in two different views, one side view ( Fig. 2 ) and a plan view ( Fig. 3 ), the base element 4 shown again. Shown here are hidden inside structures, which are indicated here by dashed lines.
  • partition walls 13 are provided, between which ballast rooms 14 are located.
  • the base element 4 is formed in this embodiment of steel-reinforced concrete, the concrete in its properties, in particular with regard to its density and porosity, is selected and designed so that it over a many years and decades of continuous use and a corresponding installation in seawater, in particular with the upper ends of the vertical tubes 6, which are formed as well as the base equally made of this concrete, in the region of the transition zone between seawater and surrounding air can withstand.
  • the base element 4 is formed integrally with its components base 5 and vertical tubes 6 in particular.
  • the arranged inside the base 5 partitions 13, which leave between 14 Ballastschreib, are also made of concrete in this embodiment, although they may consist of other material in the same manner.
  • the base element is designed such that it is buoyant in empty (ie air-filled) Ballast till 14, achieved by flooding the Ballastschreib 14 a higher density and thus can be lowered to the seabed.
  • Ballastschreib a higher density and thus can be lowered to the seabed.
  • the mass of the base element 4 is designed. It is typically several tens of thousands of tons, especially if, as in Fig. 1 represented and preferably the foundation is designed as a pure gravity foundation, so should be done without further anchorages in the seabed alone by the patch in the prepared bed on the seabed base element.
  • FIGS. 4a to c in each case a section of the foundation structure 3 according to the invention in different temporal situations during the construction of the offshore structure 1, in particular the attachment and erection of the building section 2 is shown in a longitudinal section.
  • Enlarged clipping representations are too Fig. 4a in Fig. 5 , too Fig. 4b in Fig. 6 and to Fig. 4c in the FIGS. 7 and 8th shown.
  • FIG. 4 in the individual representations a to c is accordingly and with regard to special structures on the associated, above characters 5 to 8 Reference is made, in which individual details are presented in improved visibility and partially only provided there with reference numerals.
  • Fig. 4a the state is shown in which the foundation structure 3 is already lowered to the seabed.
  • the support columns 10 are not yet in the Fig. 1 shown position in which the building section 2 rests on the upper front ends in the building height h e .
  • a situation is shown here in which the support columns 10 are arranged in their entirety in the interior of the vertical tubes 6, are lowered or retracted therein.
  • the vertical tubes 6 have a sufficiently large inner diameter in order to accommodate the support columns 10 in itself.
  • the support columns 10 disappear altogether in the vertical tube, so that in this state, the support columns 10 with their upper front ends do not protrude beyond the upper end 7 of the respective vertical tube 6.
  • the support columns 10 are steel wall pipes in this embodiment. You are in the Fig. 4a shown lowered output and arranged relative to the vertical tube 6 in the longitudinal direction of said elements slidably inside in each vertical column 6. In this state, in each case a lifting drive and a bundle of guided through this and connected to it in operative connection Stroke 16 comprehensive strand jacks 17 for lifting the support columns 10 are provided.
  • the lifting lugs 16 extend vertically to a lower end of the respective support column 10 and are there struck stop devices 18.
  • strand lifter are arranged in a greater number along the circumference, wherein the lifting actuators 15 are arranged on formed on the inner wall of the vertical tubes 6 mounting brackets 19 and fixed there.
  • the bottom of the building section 2 is deposited so that this protuberance 5 protrudes into the interior of the support column 10.
  • the damper elements 21 serve on the one hand to buffer a settling of the building section 2 on the upper ends 7 of the vertical tubes 6 otherwise to be feared shock, on the other hand, they get a certain balance of horizontal if necessary given unevenness, so if individual of the vertical tubes not exactly complete their upper ends on a vertical support plane.
  • the building section 2 then deposited in the manner described above on the upper ends 7 of the vertical tubes 6, this process can be described in more detail below, it is by lifting, ie relative displacement in the vertical upward direction, the support columns 10 relative to the vertical tubes 6 and out of these from the upper ends 7 out in the direction of the building height h e spent. This is done until the in Fig. 4b shown final state is achieved with the help of the strand jacks 17, which are controlled for a uniform lifting for each vertical tube 6 with each other and with respect to the respective vertical tubes with each other are in coordination to get an exact carried out with a constant horizontal alignment of the building section 2 lifting. The final state then reached is in Fig. 4b shown with an enlarged sectional view of the upper portion of a vertical tube 6 in Fig. 6 ,
  • Leit- and sliding elements 26 which are distributed in two arrangement levels segmentally horizontally around the circumference of the support column 10, with corresponding cylindrical section formed guide surfaces, especially those made of plastic, for an exact vertical guidance of Support column 10.
  • actuators 27 are arranged between the inner wall of the vertical tube 6 and a guide surface, which may be, for example, hydraulic cylinder. These can be controlled individually in their pressure force so that alignment and sufficient guidance of the support column 10 is made possible during the lifting process.
  • the strand jacks 17 are selected dimensioned and dimensioned in number so that they not only the weight of the support columns 10, but also the load of the building section 2 can raise.
  • a towing platform 28 is arranged, which is provided for necessary during a lifting operation, if necessary, or also for subsequent maintenance and service work and is accessible. It can - even after the finished erection of the offshore structure - the interior of the support columns 10 and thus the vertical tubes 6 are achieved by a closed with a corresponding door or a bulkhead access opening 29 in the lateral surface of the support column 10 in the fully raised state the support column 10 is ideally located at the height of the upper end 7 of the vertical column 6, so that this upper end 7 can be used with its connection surface 10 as circulation and access. For a vertical movement in the Inside the support column 10 corresponding ladders or similar ascending and descending means are provided.
  • the threaded rods are then screwed, in particular with screw on a on the Holding bracket 31 upwardly projecting portion and below the delivery section 32 downwardly projecting portion.
  • These threaded rods 30 carry or transmit the vertical loads.
  • Horizontal loads are removed from the support column 10 on the vertical tube 6 via the guide and sliding elements 26, which are pressed for this purpose with a predetermined pressure against the outer wall of the support column 10 and locked there in a suitable manner, for example by screwing or attaching a welded joint between previously movable against each other and movable by means of the actuators 27 elements.
  • the actuators 27 are removed in this state, since they are no longer needed for the pure load transfer and "lock".
  • annular space seal 33 is placed on the vertical tubes 6 at the upper end 7 and brought up to the outer wall of the support columns 10, to seal the gap between the inner wall of the vertical tube 6 and the outer wall of the support column 10 against a possible ingress of seawater.
  • This annular space seal 33 can be created, for example, by applying steel plates with corresponding seals in the region of the support on the upper end 7 of the vertical tube 6 and in the region of the connection to the outer wall of the support column 10.
  • the annular seal 33 can at the same time one of maintenance personnel or the like. Walk Represent bottom of a circulation, from which the access opening 29 can be reached.
  • a seal in the form of a sealing hood 34 is also provided after removal of the Hublitzen 16. This is at points where previously the Hublitzen were attached to the upper end of the support column 10, screwed with threaded bolts 35.
  • sealing structures 36 in FIG Fig. 7 further illustrated in an enlargement, which also provides mutually, for example, due to different thermal expansion against each other working elements continue to provide a sufficient seal against water ingress or other fernzuhaltende from this area substances.
  • FIGS. 9 to 12 are taken along in the illustrations according to Fig. 4 to Fig. 8 shown lines top views or sections shown to further illustrate the structure and its arrangements.
  • Fig. 9 can be particularly well the uniform along the circumference on the pad 20 at the upper end 7 of the vertical tube made arrangement of damper elements 21 recognize how it is initially provided.
  • a multiplicity of damping elements 24 are arranged in a uniform distribution over the circumference on the annular connection surface 23 at the upper end 22 of the support column 10.
  • FIG. 10 shows particularly well the delivery section 32 in the lower end of the support column 10 within the vertical tube 6 arranged therein, the stop structures 18 forming openings for connecting the Hublitzen the strand lifters and through holes 37, through which the threaded rods 30 for connecting the support column 10 with the vertical tube 6 in raised state and then screwed.
  • Fig. 11 shown section along the line C in Fig. 6 allows the retaining bracket 31 to recognize the inner wall of the vertical tube 6 and the arrangement of it attached in this plane, circumferentially surrounding the support column 10 guiding and sliding elements 26, with their cylinder section curved, resting on the outside of the support column 10 contact surfaces and in this illustration arranged actuators 27 for adjusting and adjusting the guide and sliding elements 26th
  • Fig. 13 is - divided into twelve phases - the basic procedure when erecting the provided with the invention foundation offshore construction shown schematically.
  • the base 5 of a base element is produced in a dry dock D in a first phase.
  • the dry dock D is flooded and the base is discharged in phase 2.
  • Ballastschreib 14 in this Phase are without ballast filling, the base 5 is buoyant.
  • the base element 4 is completed by construction of the vertical tubes 6 at fixed to a quay wall or the like. Base 5, and there are the support columns 10 and the other internals used for the lifting mechanism.
  • the foundation structure 3 prepared in this way is then brought to the construction site by sea with a tugboat S (or several such tugboats).
  • the design of the ballast spaces compared to the total mass of the foundation structure 3 and the volume is such that the foundation structure 3 is floatable, so how a floating pontoon can be spent to the construction site.
  • the foundation structure 3 is lowered by controlled flooding of the ballast spaces on a set-up ground, which had been previously prepared by digging a pit G and introducing the gravel bed 8. With the upper ends 7 protrude the vertical tubes 6 from the water and lie with these areas above the waterline W. in phase 8 of the scourer 9 is attached.
  • phase 9 of the building section 2 for example, a completely finished inverter platform for an offshore wind farm, for example by means of a transport barge positioned relative to the upper ends of the vertical tubes 6 so that it can be placed in the desired position on it.
  • the building section 2 is lowered, for example by flooding of ballast rooms in the Transportbarge T and lowering their draft.
  • the position shown in phase 10 is reached, in which the transport barge is pulled off and the building section 2 rests securely on the upper ends of the vertical tubes 6.
  • the lifting is carried out as described above and fixing the support columns 10 relative to the vertical tubes 6, so that the building section 2 then rests in the predetermined installation height above the water surface W and the offshore structure 1 is completed in total.
  • Fig. 14 schematically shows that with the foundation according to the invention also a plurality of Offshorebautechniken 1 can be arranged side by side in the composite, each of the Offshorebautechnike 1 has its own foundation structure 3 between the bases 5 of the respective foundation structures 3 only sufficient Kolkschutz 9 is provided.
  • a and b schematically outlines an alternative embodiment of a foundation according to the invention or a foundation system.
  • a base element 40 is provided, which has a circular contact surface and only a vertical tube 6, in which the support column 10 in the manner described above relative to the support tube 6 is displaceable and arranged after this fixable.
  • a building section 2 can be arranged at a construction height h E above a water surface W.

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  • Engineering & Computer Science (AREA)
  • General Engineering & Computer Science (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Mechanical Engineering (AREA)
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  • General Life Sciences & Earth Sciences (AREA)
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  • Foundations (AREA)

Claims (18)

  1. Procédé de pose de fondations d'un ouvrage en pleine mer à ériger dans une section d'ouvrage à une hauteur de construction prédéterminée au-dessus de la surface de l'eau, comprenant les phases suivantes:
    a) Descente d'un élément socle contenant au moins un tube vertical fixé à demeure à celui-ci, présentant un élément colonne mobile dans sa direction longitudinale par rapport à celui-ci dans sa partie interne, au fond de la mer, pour qu'une extrémité supérieure ouverte du tube vertical repose au-dessus de la surface de l'eau, mais cependant au-dessous de la hauteur de construction,
    b) Pose de la section d'ouvrage à ériger à la hauteur de construction prédéterminée sur l'extrémité supérieure dudit au moins un tube vertical,
    c) Relevage de l'élément colonne et déplacement de celui-ci par rapport au tube vertical, où la section d'ouvrage à ériger à une hauteur de construction prédéterminé repose sur une extrémité supérieure de l'élément colonne, jusqu'à ce que la section d'ouvrage ait atteint la hauteur de construction prédéterminée,
    d) Fixation de l'élément colonne sur le tube vertical pour empêcher l'affaissement dudit élément.
  2. Procédé selon la revendication 1, caractérisé en ce que l'élément socle est conçu comme ponton flottant et amené ensuite de manière flottante dans la position à laquelle il doit être abaissé, où la descente s'effectue par inondation de chambres de ballast dans le ponton.
  3. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que l'on pose des éléments tampons ou amortisseurs d'abord sur l'extrémité supérieure du tube vertical, sur lequel on pose la section d'ouvrage à l'étape b), avant de les retirer de préférence après avoir relevé l'élément colonne.
  4. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que le relevage de l'élément colonne s'effectue à l'aide d'au moins d'un vérin à traction, de préférence à l'aide de plusieurs vérins à traction répartis le long de la circonférence du tube vertical.
  5. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que l'on réalise un guidage circonférentiel actif à l'aide d'éléments de glissement et de guidage pouvant peser radialement contre l'élément colonne pendant le relevage de l'élément colonne à l'étape c).
  6. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que la fixation de l'élément colonne est amovible par rapport au tube vertical, en particulier à l'aide de raccords à vis.
  7. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce qu'un espace annulaire est hermétiquement scellé et étanche à l'eau entre le tube vertical et l'élément colonne sortant à l'extrémité supérieure de celui-ci, après l'étape d) dans la zone de l'extrémité supérieure du tube vertical.
  8. Procédé selon l'une quelconque des revendications précédentes, caractérisé en ce que l'élément socle contient deux ou plusieurs tubes verticaux connectés de manière permanente audit élément socle, dans lequel un élément colonne est disposé respectivement à l'intérieur et mobile dans ledit tube vertical dans la direction longitudinale de celui-ci, où la section d'ouvrage à ériger à la hauteur de construction prédéterminé est abaissée sur l'extrémité supérieure de tous les tubes verticaux à l'étape b) puis tous les éléments colonnes sont relevés simultanément et adaptés à l'étape c) de telle sorte que l'on amène la section d'ouvrage à la hauteur de construction avec rééquilibrage.
  9. Système de fondation, en particulier système de fondations par gravité, pour ouvrage en pleine mer (1) présentant une section d'ouvrage (2) à ériger à une hauteur de construction prédéterminée (hE) au-dessus de la surface de la mer (M) comprenant un élément socle (4) que l'on peut abaisser au fond de la mer (M) et au moins un tube vertical (6) fixé à demeure sur l'élément socle (4), qui repose par son extrémité supérieure (7) au-dessus de la surface de l'eau (W) mais cependant au-dessous de la hauteur de construction (hE) lorsque l'élément socle est abaissé au fond de la mer (M),
    a) avec un élément colonne (10) disposé dans le tube vertical (6), mobile par rapport à celui-ci dans sa direction longitudinale et
    b) des moyens (17) pour relever l'élément colonne (10) avec une section d'ouvrage (2) pesant sur celui-ci jusqu'à la hauteur de construction (hE).
  10. Système de fondation selon la revendication 9, caractérisé par des consoles de montage (19) disposés dans la zone supérieure du tube vertical (6) sur le côté interne de sa paroi, à l'aide de dispositifs de butée (18) aménagés sur une section inférieure de l'élément colonne (10) de même que des vérins à traction (17) et des torons de levage (16) et des entraînements à toron (15) et des moyens de liaison transitoire des torons de levage (16) avec les dispositifs de butée (18) de même que des moyens de fixation transitoire des entraînements à toron (15) sur les consoles de montage (19).
  11. Système de fondations selon l'une des revendications 9 ou 10, caractérisé par au moins un élément tampon (24) disposé sur la face frontale supérieure (23) de l'élément colonne (10), en particulier un tampon élastomère.
  12. Système de fondations selon l'une des revendications 9 à 11, caractérisé par des structures de liaison (30) permettant une connexion amovible de l'élément colonne (10) avec le tube vertical (6) et fixation du premier en condition relevée.
  13. Système de fondations selon l'une des revendications précédentes, caractérisé en ce que l'élément colonne (10) est également tubulaire et que des accès de révision (29) sont prévus à l'intérieur du tube vertical (6) et du tube colonne (10).
  14. Système de fondations selon l'une des revendications 9 à 13, caractérisé par des éléments de glissement et de guidage (26) disposés dans le tube vertical (6), orientés radialement dans sa partie interne et répartis à la circonférence de l'élément colonne (10), dont la force de pression dirigée vers l'élément colonne (10) est réglable en particulier à l'aide d'actionneurs (27).
  15. Système de fondations selon l'une des revendications 9 à 14, caractérisé en ce qu'au moins deux, de préférence plus de deux tubes verticaux (6) sont fixés à demeure sur l'élément socle (4), qui dépassent par leurs extrémités ouvertes supérieures (7) au-dessus de la surface de l'eau (W) lorsque l'élément socle est abaissé et repose au fond de la mer (M), mais au-dessous de la hauteur de construction (hE) et dont les extrémités supérieures (7) recouvrent un plan d'appui principalement horizontal, où un élément colonne (10) mobile respectivement dans la direction longitudinale dudit tube vertical (6) par rapport à celui, est disposé dans chacun des tubes verticaux (6).
  16. Système de fondations selon l'une des revendications 9 à 14, caractérisé en ce que l'élément socle (4) muni des tubes verticaux (6) disposés sur celui-ci, est conçu comme élément flottant, en particulier en forme de ponton, avec des chambres de ballast (14), lequel élément peut être abaissé au fond de la mer (M) par remplissage des chambres de ballast (14) avec un fluide de ballast, en particulier de l'eau de mer.
  17. Système de fondations selon l'une des revendications 9 à 15, caractérisé en ce que l'élément socle (4) et les tubes verticaux (6) formés sur celui-ci, sont d'une seule pièce en béton, en particulier béton armé d'acier, et que l'élément colonne (10) présente une paroi externe métallique, en particulier une paroi en acier.
  18. Système de fondations selon l'une des revendications 9 à 16, caractérisé par des moyens d'étanchéité (33) pour sceller l'espace annulaire entre la paroi interne dudit au moins tube vertical (6) et la paroi externe de l'élément colonne (10) disposé dans celui-ci à l'extrémité supérieure (7) du tube vertical (6) et dans la position relevée de l'élément colonne (10).
EP12172300.1A 2012-06-15 2012-06-15 Procédé et système de fondation d'une construction offshore Not-in-force EP2674532B1 (fr)

Priority Applications (2)

Application Number Priority Date Filing Date Title
EP12172300.1A EP2674532B1 (fr) 2012-06-15 2012-06-15 Procédé et système de fondation d'une construction offshore
DK12172300.1T DK2674532T3 (da) 2012-06-15 2012-06-15 Fremgangsmåde og system til fundamentering af en offshore-konstruktion

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
EP12172300.1A EP2674532B1 (fr) 2012-06-15 2012-06-15 Procédé et système de fondation d'une construction offshore

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EP2674532A1 EP2674532A1 (fr) 2013-12-18
EP2674532B1 true EP2674532B1 (fr) 2014-04-16

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CN113513005B (zh) * 2021-04-22 2022-08-26 杜同 海上浮岛

Family Cites Families (4)

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Publication number Priority date Publication date Assignee Title
FR1210952A (fr) * 1957-09-17 1960-03-11 Procédé et dispositif pour l'érection de phares, de brise-lames, de piles de pontet autres ouvrages analogues
DE2442186A1 (de) * 1974-09-02 1976-03-11 Mannesmann Roehren Werke Ag Schwimmfaehige, stufenlos einstellbare arbeitsplattform fuer den bohrbetrieb in grossen wassertiefen
US5803668A (en) * 1993-12-17 1998-09-08 Kajima Corporation Method of constructing gravity-type marine structure and structure by same
DE202010010094U1 (de) * 2010-05-11 2011-11-10 Werner Möbius Engineering GmbH Gründungssystem für die Gründung einer Offshore-Windenergieanlage

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EP2674532A1 (fr) 2013-12-18

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