EP2036814A2 - Squelette métallique destiné au montage de fondations sous-marines - Google Patents

Squelette métallique destiné au montage de fondations sous-marines Download PDF

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Publication number
EP2036814A2
EP2036814A2 EP08163620A EP08163620A EP2036814A2 EP 2036814 A2 EP2036814 A2 EP 2036814A2 EP 08163620 A EP08163620 A EP 08163620A EP 08163620 A EP08163620 A EP 08163620A EP 2036814 A2 EP2036814 A2 EP 2036814A2
Authority
EP
European Patent Office
Prior art keywords
metal skeleton
concrete
anchoring
metal
seabed
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
EP08163620A
Other languages
German (de)
English (en)
Other versions
EP2036814B1 (fr
EP2036814A3 (fr
Inventor
Jens JÄHNIG
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.)
Gicon Windpower IP GmbH
Original Assignee
Jahnig Felssicherung und Zaunbau GmbH
Gicon Windpower IP 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 Jahnig Felssicherung und Zaunbau GmbH, Gicon Windpower IP GmbH filed Critical Jahnig Felssicherung und Zaunbau GmbH
Publication of EP2036814A2 publication Critical patent/EP2036814A2/fr
Publication of EP2036814A3 publication Critical patent/EP2036814A3/fr
Application granted granted Critical
Publication of EP2036814B1 publication Critical patent/EP2036814B1/fr
Not-in-force legal-status Critical Current
Anticipated expiration legal-status Critical

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Classifications

    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B63—SHIPS OR OTHER WATERBORNE VESSELS; RELATED EQUIPMENT
    • B63B—SHIPS OR OTHER WATERBORNE VESSELS; EQUIPMENT FOR SHIPPING 
    • B63B21/00—Tying-up; Shifting, towing, or pushing equipment; Anchoring
    • B63B21/24—Anchors
    • B63B21/26—Anchors securing to bed
    • B—PERFORMING OPERATIONS; TRANSPORTING
    • B63—SHIPS OR OTHER WATERBORNE VESSELS; RELATED EQUIPMENT
    • B63B—SHIPS OR OTHER WATERBORNE VESSELS; EQUIPMENT FOR SHIPPING 
    • B63B21/00—Tying-up; Shifting, towing, or pushing equipment; Anchoring
    • B63B21/50—Anchoring arrangements or methods for special vessels, e.g. for floating drilling platforms or dredgers
    • 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
    • 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
    • E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
    • 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
    • E02D27/52—Submerged foundations, i.e. submerged in open water
    • 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
    • E02B2017/0091—Offshore structures for wind turbines

Definitions

  • the invention relates to a metal skeleton for a undersea solid concrete structure, in particular for the construction of a ballast body for floating foundations or heavyweight foundation.
  • buoyancy bodies For anchoring buildings in shallower or deeper water floating foundations are known, comprising buoyancy bodies.
  • the buoyancy of these buoyancy bodies is greater than the weight to be borne by the foundations.
  • Such floating foundations are secured by a suitable tensile anchorage to the seabed.
  • ballast bodies which are stored on the seabed due to their high weight.
  • the ballast bodies are prefabricated on land, towed to the final position and installed there. They are made of concrete.
  • ballast bodies are required, which together weigh several thousand tons.
  • ballast body for anchoring floating platforms known.
  • the ballast body is formed by a large tensile bag, which is filled with loose material. To the bag traction cables are anchored, of which the floats are held.
  • ballast bodies created in this way are not particularly dimensionally stable. Dynamic load can cause difficulties. It is therefore often a desire to provide the ballast body itself with a certain strength. In doing so, however, it must be ensured that the concrete structure erected in this way does not get any cracks, which could cause a corrosive attack in the seawater. This is especially true if appropriate ballast bodies are to be reliably maintained over the years.
  • the metal skeleton according to the invention has a central anchoring device for connecting an upwardly leading component.
  • the upwardly leading component can be, for example, a purely on train claimed anchoring cable or, when used as a gravity foundation, a rigid component, such as a tower, mast, posts or the like.
  • From the central anchoring device go radially arranged arms, which extend approximately horizontally in use.
  • the arms are preferably rigidly attached to the anchoring device. However, at least in the transport state, they can also be pivotally mounted on one another and away from one another in order to save transport volume.
  • the metal skeleton forms a steel structure.
  • the steel structure is subdivided according to its static modes of action in two structural components, namely a primary component and a secondary component.
  • the secondary component initially takes on a shaping function by absorbing the formwork pressure. It contains a formlining, for example in the form of a load-bearing textile fabric, which completely spans the steel structure on the underside and in the circumferential direction over the entire height and introduces all loads from concreting pressure into the steel construction.
  • the primary component takes over the activation of the heavyweight foundation by introducing the tensile forces to be absorbed into the concrete structure.
  • a holding device for placing the metal skeleton on the seabed holds the anchoring device in a position in which the arms are positioned at a fixed distance above the seabed.
  • This distance is preferably significantly less than the total height of the ballast body to be built. It is for example 500 to 1000 mm. On the one hand, this means that smaller bumps in the seabed are covered by the arms with sufficient vertical distance.
  • the holding device preferably includes vertically displaceable edge supports or feet arranged in the edge area of the steel construction.
  • the displaceability of the edge supports or feet an unevenness of the seabed. Therefore, the secondary component of the metal skeleton is self-leveling. Even in the case of a heavily uneven sole, a planned positioning of the metal skeleton is made possible.
  • the arms later introduced into the metal skeleton, engages the arms and protects them sufficiently from corrosive attack of seawater.
  • the arms are held substantially horizontal by suitable means, such as tie rods or trusses.
  • the arms form a screen which penetrates the greater part of the concrete body for load introduction into the same.
  • the arms are preferably tensioned via tie rods in the manner of a cable-stayed bridge construction.
  • the tie rods are preferably decoupled from the concrete.
  • Plastic sleeves or coatings can be used to separate the tension elements from the concrete.
  • About the anchoring device in the metal skeleton introduced upward tensile forces are transmitted to the metal arms, which engage under the erected concrete structure like a screen. The concrete structure is thus stressed substantially to pressure, which counteracts cracking.
  • the introduction of the outer cable forces can be done outside of the concrete structure via appropriate suspension points, for example in the form of vertical slices that protrude over a certain distance, for example, 0.5 m above the top of the concrete body and in plan view at an angle, for example are arranged orthogonal to each other. Their height can be for example one meter.
  • These elements are preferably rigidly connected to a load distribution plate, which is at least slightly displaceable vertically mounted on the center support and thus not connected to this tensile strength. Slight vertical movements, lifts and the like can be effected by the anchoring forces that occur.
  • openings for receiving the center support are provided in the anchor plate.
  • the discs are coated in the region of the near-edge concrete section in particular laterally. The coating can serve to protect against corrosion and to reduce the adhesion of the concrete to the anchor plate. Horizontal forces acting on the load distribution plate are introduced into the surrounding concrete structure.
  • the metal skeleton also carries a wall assembly which covers it at least on its periphery, but preferably also on its bottom and possibly also on its upper side. These Wall assembly is supported by vertical struts disposed at the ends of the arms. The wall assembly serves to retain in the enclosed interior filled fresh concrete in the desired shape until it is cured.
  • the power transmission from the upwardly leading component to the metal skeleton erected to the foundation body is not or less on the wall assembly, but wholly or predominantly by the central anchoring device and the leading away from her arms and possibly further stiffening and clamping elements between the Poor can be provided and are covered by concrete.
  • a particularly economical possibility for the construction of subsurface foundation bodies results from the use of the metal skeleton according to the invention, when the concrete is a saline concrete made from undersea aggregates, suitable binders, necessary additives and saline seawater as mixing water.
  • the concrete is a saline concrete made from undersea aggregates, suitable binders, necessary additives and saline seawater as mixing water.
  • the metal skeleton according to the invention comes with relatively little, but solid metal parts, namely a central anchoring device and radially extending away from her arms. These engage under the concrete body in a lower layer of the same.
  • Relatively massive metal parts such as T-profiles, I-profiles, U-profiles and the like can be used to construct the metal skeleton.
  • tensioning elements as tensioning elements, which are preferably covered with plastic.
  • the plastic sheath separates the preferably made of steel Tie rod of the surrounding concrete, providing a boundless elastic balance between the steel and the concrete. This reduces or eliminates stress cracking in the concrete and prevents the penetration of corrosive seawater to the steel.
  • the other components are formed for example of profile steel, which has a high bending stiffness and a high cross-section.
  • anchor plates are arranged on the main or sub-carriers of the lower carrier grate. These can be round, rectangular or otherwise shaped. Preferably, they have a dimension of 1.2 by 1.2 meters. For example, in each case three such anchor plates can be provided on each of the main arms arranged at a 90 ° distance, while less, such as two or only one anchor plate, can be provided on intervening arms.
  • the individual armature plates are preferably suspended by free play anchors on the load distribution plate.
  • the free-play anchors are tie rods which are surrounded by a cladding tube in which they can move at least somewhat axially.
  • a force acting on the load distribution plate, upward vertical or obliquely upward traction is distributed to the free-play anchors and introduced into the anchor plates.
  • the anchor plates thus cause a nearly uniform distribution of the force introduced as a compressive force acting from below on the concrete body. It sets a state of equilibrium between external tensile force and weight of the concrete body.
  • a wind turbine 1 which is built at sea and may belong to a larger wind farm. It is anchored below a sea surface 2.
  • the sea level ie the distance between the seabed 3 and the sea surface 2 can be relatively large and exceed 50 m.
  • the wind turbine 1 is thus in the water, actually built in seawater.
  • the term "seawater” includes seawater, as it occurs in the oceans and their marginal seas and the North Sea and Baltic Sea, which are suitable as preferred locations for the illustrated wind turbine 1.
  • the wind turbine 1 can also be built on inland lake locations that carry salt water or fresh water.
  • the wind energy installation 1 has a floating foundation 4, to which several buoyancy bodies 5, 6, 7 belong. These are preferably arranged in a lying below the sea surface level 2 and connected by struts 8 with each other and with the tower 9 of the wind turbine 1.
  • the buoyancy bodies 5, 6, 7 generate an in Fig. 1 indicated by arrows lift, which is significantly greater than the total weight of the wind turbine.
  • For anchoring the floating foundation 4 is connected by anchoring cables 10, 11, 12 with anchoring elements 13, 14, 15, which rest on the seabed 3.
  • the anchoring elements 13, 14, 15 taken together have a weight sufficient to securely anchor the floating wind turbine 1 in place under all flow and weather conditions. They serve as ballast body.
  • the anchoring elements 13, 14, 15 are formed substantially equal to each other. The following is the anchoring element 15 in structure and structure representative of the other two foundation body 13, 14 described.
  • An essential component of the foundation body 15 is a metal skeleton 16, as it is made Fig. 2 is apparent.
  • This metal skeleton 16 is divided into two components, namely a primary component and a secondary component.
  • the primary component comprises all elements that serve to load transfer into the erected concrete body.
  • the secondary component comprises all elements that serve to erect the concrete body, eg the take-up of the formwork pressure, etc.
  • the primary component includes a central anchoring device 17, which is formed in the present embodiment by a load distribution plate 19 with connection points for other parts of the skeleton.
  • the load distribution plate 19 has e.g. an 8-sided floor plan and has on its outer periphery chamber walls. These are e.g. 200 mm high and provided with a coating that reduces or prevents the adhesion of the concrete to the chamber walls.
  • the load distribution plate 19 is supported on an upright column 18 vertically at least a few millimeters movable.
  • the pillar 18 belongs to the secondary component of the metal skeleton 16.
  • the column 18 is followed by laterally outgoing elements.
  • Such elements are, for example, arms 21 which extend radially away from the column 18.
  • This in Fig. 2 exemplified metal skeleton 16 initially has four such arms 21, which extend away approximately in the radial direction of the column 18 and enclose angles of 90 ° with each other. It should be noted that the number of arms 21 too may be larger or smaller, wherein preferably the angles between two adjacent arms 21 are the same.
  • the arms 21 are formed for example by steel beams in the form of I-profiles, T-profiles or other conventional rolled profiles. They are substantially identical to each other, so that the metal skeleton 16 is based on a large number of identical parts, which can be manufactured in series.
  • the arms 21 can, as Fig.
  • the arms 21 have a length corresponding to the size of the desired foundation body, for example, a length of 5 to 10 meters.
  • the individual arms 21 are how Fig. 2 , but especially Fig. 3 shows, connected by tie rods 22, 23, 24 with the load distribution plate 19.
  • the tension rods 22, 23, 24, run obliquely from the load distribution plate 19 to the arm 21.
  • They are preferably designed as a free-play anchor.
  • they have, for example, a tensile core in the form of a tension rod or other tensile means and a sheath that separates the core from the surrounding concrete at least so far that the core can move or stretch in the axial direction without power transmission to the concrete.
  • sheathed steel rods, steel cables or the like are provided as tension rods.
  • the sheath is preferably made of plastic, for example polyethylene, in order to enclose the tension rod in a corrosion-resistant manner. It can be used as tension rods 22 to 26 or prefabricated sheathed elements are used as other tension elements, as they are used as rock anchors for rock stabilization.
  • the tension rods 22, 23, 24 are oriented at acute angles to each other. At their respective upper ends, they are gripped on the load distribution plate 19, preferably at the bottom thereof, within the downwardly open chambers formed thereon. They run to the arms 21 and are where appropriate by means of suitable gusset plates on anchoring plates 25, 26, 27 taken.
  • the anchoring plates 25, 26, 27 are fixed or movable on the arm 21, depending on the design.
  • each two anchoring plates 29, 30 wear.
  • the tension rods 31, 32 are preferably designed as free-play anchors.
  • the arms 21, 28 are connected at their outer ends with struts which extend horizontally approximately in the circumferential direction and thus define the edges of an 8-corner. These struts can in turn each carry an anchoring plate 33, which is connected to the load distribution plate via a tie rod 34.
  • the ends of the arms 21, 28 carry vertical struts 35, which connect the lower arms 21, 28 with the upper arms 36.
  • the metal skeleton 16 is surrounded on the outside by a wall assembly 37, which, like Fig. 2 shows the outer circumference of the metal skeleton 16 completely demarcated against the environment.
  • the wall assembly 37 may include a floor which in use lies on the seabed 3.
  • the floor may be completely closed or have a smaller or larger central recess. In many cases, it is sufficient if the wall assembly (which may consist of a technical textile) extends one or a few meters radially inwards and depending on the quality of the seabed, the rest, covered by the metal skeleton 16 seabed is not covered.
  • the column 18 may be provided below with a holding device 34 for setting up the metal skeleton 16 on the seabed 3.
  • the holding device 34 may be a sharpening or drilling section extending vertically downward from the column 18 and drilling or ramming into the seafloor when the metal skeleton 16 is set up. He holds the column 18 in an upright position and thus the metal skeleton 16 at a proper distance floating above the seabed.
  • feet 39 are mounted vertically adjustable. Preferably, they are mounted in sliding guides 40, in which they can be adjusted vertically when overcoming a corresponding frictional force.
  • the feet are located outside the wall assembly 37. Within the wall assembly feet 41 are mounted, which may also be adjustable in height. Their function is to keep the bottom of the wall assembly on the seabed prior to concreting.
  • a not further illustrated connecting means may be provided, for example in the form of a drawbar, to which one or more anchoring cables can be attached.
  • the wall assembly 37 is preferably made of a water-permeable and somewhat mobile material and forms a formwork skin.
  • a high-strength textile fabric As a formwork skin, a high-strength textile fabric is used.
  • the dense membrane spans the steel structure in the form of a shell on the underside and in the peripheral area over the entire component height.
  • the concrete is introduced as a filler in the shell.
  • the tensile forces of the hull resulting from the concreting pressure are introduced into the space structure via the edge supports. In the hardened state, the massive concrete component counteracts the rope forces due to its high own weight.
  • the formwork can also have, for example, a metal support which is connected to a technical textile.
  • the metal carrier may be formed by a metal mesh, a metal mesh, expanded metal or the like. Its inner side is preferably covered completely with a technical textile, such as a fleece, a thin felt, a fabric, mats or the like.
  • the metal carrier can be supported by two circumferential steel cables.
  • the metal skeleton 16 is first lowered in the described form in horizontal position on the seabed 3.
  • the feet 39 are located in the lowest possible position below the top 39 of the Pillar 18.
  • the feet 39 in the sliding guides 40 push up as far as necessary, adapting to the unevenness of the seabed.
  • the arms 21 remain in horizontal position and at approximately constant distance from the seabed. This distance is preferably about 1 m, while the total height of the column 18 and thus of the foundation body 15 can be several meters, for example 5 to 10 m.
  • the metal skeleton 16 is filled with fresh concrete.
  • This is filled via a suitable filling hose or a filling tube from above, into the interior of the wall assembly 37.
  • the fresh concrete is preferably produced by a floating production facility, such as a suitably equipped ship.
  • the ship carries the necessary binder, such as cement and fly ash and additives in suitable bunkers with it.
  • As an aggregate and as a mixing water preferably undersea sands and gravels are processed in unclassified condition.
  • Seawater is preferably used as mixing water. This results in a saline concrete whose salinity substantially matches the salinity of the surrounding seawater.
  • the standing in salt equilibrium with the surrounding seawater fresh concrete fills the interior of the wall assembly 37 from bottom to top, thereby wrapping the arms 21, 28 and all tie rods completely.
  • the concrete connects to the outer edge of the load distribution plate 19, without overlapping and without penetrating into the downwardly open chambers.
  • the seawater previously in the wall assembly 37 is displaced by the concrete to the outside.
  • the concrete can be created, for example, in its formulation so that with abadosverlangsamenden additives with which it can be offset, or with the use of appropriate cements to control the resulting heat of hydration in the core of the foundation body 15 and thus counteract cracking in the concrete body.
  • cooling hoses can also be provided on the metal skeleton 16, which are enclosed by the concrete and through which seawater is pumped during the setting of the concrete. The latter, however, represents a hassle to avoid.
  • the traction cable 12 can be attached.
  • the anchoring element 15 can now absorb upward forces and dynamic loads. These are transmitted through the load distribution plate 19 and the tie rods 22, 23, 24, 31, 32, 34 on the anchoring plates 25, 26, 27, 29, 30, 33 and thus act from below on the massive closed concrete body. This load entry causes in the concrete body little tensile and bending stresses, so that the concrete body undergoes little or no cracking due to the load. He remains homogeneous.
  • the load distribution plate 19, the tie rods 22, 23, 24, 31, 32, 34 and the anchoring plates 25, 26, 27, 29, 30, 33 form the primary component of the metal skeleton. The remaining elements form the secondary component.
  • the primary component is assigned all tensile forces occurring during operation of the Winkkraftstrom. It serves to activate the heavyweight foundation and forms a load introduction construction whose load introduction point is arranged centrally on the upper side of the concrete body. It includes a total of 28 anchoring plates and free-play anchors.
  • the anchoring element 15 described so far can, like the FIGS. 5 to 7 show, can also be used for alternative purposes.
  • such anchoring element 15 according to Fig. 5 for anchoring floats 42 are provided, which float on the sea surface 2 and wear, for example, facilities for mussel plantation.
  • floating wharfage 43 can be anchored as Fig. 6 shows.
  • 15 floating buoys 44 can be anchored with such anchoring element, such as Fig. 7 shows.
  • the anchoring element 15 is based on a metal skeleton 16, which is designed in particular for receiving upward tensile forces. However, it can be used as a metal skeleton 16a according to Fig. 8 be designed to accommodate other loads, such as those emanating from towers or masts 45, which are rigidly connected to the concrete body, which then forms a heavy-weight foundation 46. This is based on a metal skeleton 16a reinforced in comparison to the metal skeleton 16 described so far Fig. 9 , In this case, the upper arms 36 are much stronger designed and connected to the lower arms 21, 29 via struts 51, 52, 53, 54, 55, 56, 57, 58, which are tensile and pressure-resistant.
  • Fig. 9 shows a large node plate provided, which has multiple connections for a mast base.
  • a wall arrangement 37 is provided which largely encloses the metal skeleton 16a on the outside.
  • the establishment of the corresponding heavy-weight foundation 46 is carried out as previously described with reference to the foundation body 15.
  • the heavyweight foundation 16a may serve to anchor smaller towers or masts. These may project beyond the sea surface 2 or even end below it, as Fig. 12 shows.
  • Such posts, masts or towers may serve, for example, for holding nets of a fish farm or the like. In this way, it is easy and inexpensive to build large-scale fish farms.

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  • Engineering & Computer Science (AREA)
  • General Engineering & Computer Science (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Combustion & Propulsion (AREA)
  • Mechanical Engineering (AREA)
  • Ocean & Marine Engineering (AREA)
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  • Laminated Bodies (AREA)
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EP08163620A 2007-09-11 2008-09-03 Squelette métallique destiné au montage de fondations sous-marines Not-in-force EP2036814B1 (fr)

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
DE102007043268A DE102007043268A1 (de) 2007-09-11 2007-09-11 Metallskelett zur Errichtung unterseeischer Fundamente

Publications (3)

Publication Number Publication Date
EP2036814A2 true EP2036814A2 (fr) 2009-03-18
EP2036814A3 EP2036814A3 (fr) 2011-05-11
EP2036814B1 EP2036814B1 (fr) 2013-03-27

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EP (1) EP2036814B1 (fr)
DE (1) DE102007043268A1 (fr)

Cited By (11)

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ITTO20090015A1 (it) * 2009-01-13 2010-07-14 Enertec Ag Piattaforma sommergibile a spinta bloccata per impianti eolici offshore in mare aperto in soluzione ibrida calcestruzzo-acciaio
WO2011082986A2 (fr) 2009-12-14 2011-07-14 GICON GROßMANN INGENIEUR CONSULT GMBH Système porteur sous-marin pour des installations
EP2348215A1 (fr) * 2009-12-29 2011-07-27 Kyowa Co., Ltd. Procédé pour aplanir les irrégularités du fond de la mer
EP2354535A1 (fr) * 2009-12-29 2011-08-10 Kyowa Co., Ltd. Procédé pour la construction d'une fondation pour un système de génération de puissance d'éolienne
ITBO20100501A1 (it) * 2010-08-04 2012-02-05 Terom Wind Energy S R L Fondazione modulare, prefabbricata e componibile, per la rapida installazione di strutture a torre particolarmente per elettrogeneratori eolici o per altri impieghi.
DE102011052024A1 (de) 2011-07-21 2013-01-24 Gicon Windpower Ip Gmbh Serienbaufähiges schwimmfundament
EP2955277A1 (fr) * 2014-06-11 2015-12-16 Maritime Offshore Group GmbH Structure de fondation pour installations offshore, en particulier eoliennes
WO2016042173A1 (fr) * 2014-09-15 2016-03-24 Drace Infraestructuras, S.A. Fondation par gravité pour l'installation de tours d'aérogénérateurs au large des côtes et de tours météorologiques
IT201700035607A1 (it) * 2017-03-31 2018-10-01 Fonsider S R L Struttura di fondanzione per un montante, procedimento per ancorare un montante alla struttura di fondazione e kit per un dispostivo di ancoraggio della struttura di fondazione
CN108824473A (zh) * 2018-06-12 2018-11-16 重庆大学 一种重力式海上风机基础
EP3879035A1 (fr) * 2020-03-13 2021-09-15 Pori Offshore Constructions Oy Fondation marine, agencement, utilisation d'une fondation marine et procédé d'installation et de désinstallation d'une fondation marine

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DE202013009991U1 (de) * 2013-11-04 2014-05-12 Korupp Gmbh Struktur, insbesondere Gründungsstruktur für eine Windenergieanlage, Windenergieanlage, Arbeitsplattform oder Spundwand, sowie Einrichtung auf See oder an der Küste damit
DE102015220898A1 (de) * 2015-10-26 2017-04-27 Innogy Se Zementmörtelzusammensetzungen für Offshore-Bauwerke
DE102020123375A1 (de) * 2020-09-08 2022-03-10 Rwe Renewables Gmbh Schwimmfähige Offshore-Windkraftanlage

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WO2010082153A3 (fr) * 2009-01-13 2010-12-29 Blue H Intellectual Properties Cyprus Limited Plate-forme submersible à poussée bloquée pour fermes d'éoliennes en mer mettant en oeuvre une solution hybride béton-acier
ITTO20090015A1 (it) * 2009-01-13 2010-07-14 Enertec Ag Piattaforma sommergibile a spinta bloccata per impianti eolici offshore in mare aperto in soluzione ibrida calcestruzzo-acciaio
WO2011082986A3 (fr) * 2009-12-14 2011-12-15 GICON GROßMANN INGENIEUR CONSULT GMBH Système porteur sous-marin pour des installations
WO2011082986A2 (fr) 2009-12-14 2011-07-14 GICON GROßMANN INGENIEUR CONSULT GMBH Système porteur sous-marin pour des installations
US8657529B2 (en) 2009-12-29 2014-02-25 Kyowa Co., Ltd. Method for planarizing unevenness of the seabed
EP2354535A1 (fr) * 2009-12-29 2011-08-10 Kyowa Co., Ltd. Procédé pour la construction d'une fondation pour un système de génération de puissance d'éolienne
EP2348215A1 (fr) * 2009-12-29 2011-07-27 Kyowa Co., Ltd. Procédé pour aplanir les irrégularités du fond de la mer
US9228569B2 (en) 2009-12-29 2016-01-05 Kyowa Co., Ltd. Method for constructing a foundation for a wind power generation system
ITBO20100501A1 (it) * 2010-08-04 2012-02-05 Terom Wind Energy S R L Fondazione modulare, prefabbricata e componibile, per la rapida installazione di strutture a torre particolarmente per elettrogeneratori eolici o per altri impieghi.
DE102011052024A1 (de) 2011-07-21 2013-01-24 Gicon Windpower Ip Gmbh Serienbaufähiges schwimmfundament
DE102011052024B4 (de) * 2011-07-21 2016-06-23 Jähnig GmbH Felssicherung und Zaunbau Schimmendes Bauwerk
EP2955277A1 (fr) * 2014-06-11 2015-12-16 Maritime Offshore Group GmbH Structure de fondation pour installations offshore, en particulier eoliennes
WO2016042173A1 (fr) * 2014-09-15 2016-03-24 Drace Infraestructuras, S.A. Fondation par gravité pour l'installation de tours d'aérogénérateurs au large des côtes et de tours météorologiques
IT201700035607A1 (it) * 2017-03-31 2018-10-01 Fonsider S R L Struttura di fondanzione per un montante, procedimento per ancorare un montante alla struttura di fondazione e kit per un dispostivo di ancoraggio della struttura di fondazione
CN108824473A (zh) * 2018-06-12 2018-11-16 重庆大学 一种重力式海上风机基础
EP3879035A1 (fr) * 2020-03-13 2021-09-15 Pori Offshore Constructions Oy Fondation marine, agencement, utilisation d'une fondation marine et procédé d'installation et de désinstallation d'une fondation marine

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DE102007043268A1 (de) 2009-03-12
EP2036814A3 (fr) 2011-05-11

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